ML19289C532: Difference between revisions
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l ... | l ... | ||
..e l ... | ..e l ... | ||
i ML G: 25 * . . | i ML G: 25 * . . | ||
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@s ~4 B* ( % ) | @s ~4 B* ( % ) | ||
,, SW | ,, SW | ||
... sp | ... sp Am. No. 50, 1/15/79 HOUSTON LIGHTING & POWER COMPANY' Allens Creek Nuclear Generating Station Units 1 & 2 SLOPE CROSS SECTIONS (U.H.S. - H 18) | ||
Am. No. 50, 1/15/79 HOUSTON LIGHTING & POWER COMPANY' Allens Creek Nuclear Generating Station Units 1 & 2 SLOPE CROSS SECTIONS (U.H.S. - H 18) | |||
FIGURE 2.5.5-12 | FIGURE 2.5.5-12 | ||
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% = 2s * | % = 2s * | ||
,5 g | ,5 g | ||
*,,* * - SW | *,,* * - SW | ||
.n.. | .n.. | ||
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-~- m s | -~- m s | ||
s o | s o | ||
( | ( | ||
\ | \ | ||
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. .a. ,a". .c c"o ..- ". a. .- * * " | . .a. ,a". .c c"o ..- ". a. .- * * " | ||
..t ... | ..t ... | ||
.; .g C l M . >.C. L. | .; .g C l M . >.C. L. | ||
,o | ,o | ||
| Line 538: | Line 532: | ||
* HOUSTON LIGHTlHG & POWER COMPANY I j Allens Creek Nuclear Generating Station | * HOUSTON LIGHTlHG & POWER COMPANY I j Allens Creek Nuclear Generating Station | ||
.im.ui...ag.. | .im.ui...ag.. | ||
.. .c. . , . n Unit 1 | .. .c. . , . n Unit 1 l | ||
l | |||
~ is , | ~ is , | ||
------ g _ ,, m l ULTIMATE HEAT SINK | ------ g _ ,, m l ULTIMATE HEAT SINK | ||
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e CLASb It | e CLASb It | ||
/ so+ | / so+ | ||
* C6A Ic | * C6A Ic soi6 * | ||
soi6 * | |||
\ / soi6 | \ / soi6 | ||
* e z - | * e z - | ||
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... . . ..' l[. -with clay layers below 17' | ... . . ..' l[. -with clay layers below 17' | ||
. 18 l | . 18 l | ||
20 "I3 | 20 "I3 24 I I | ||
24 I I | |||
.; *. , I | .; *. , I | ||
- 2 5 b::*::'.0, 50 l l | - 2 5 b::*::'.0, 50 l l | ||
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l \ | l \ | ||
:' .n:.:':. | :' .n:.:':. | ||
\ | \ | ||
40- ..i. ..!l.6 15 e - | 40- ..i. ..!l.6 15 e - | ||
! 8 | ! 8 I l ! l 45 | ||
I l ! l 45 | |||
] ' | ] ' | ||
Ton silty clay with clay seams | Ton silty clay with clay seams | ||
| Line 748: | Line 733: | ||
( | ( | ||
l j | l j | ||
4'e-----A i | 4'e-----A i | ||
-with sandy clay seems & f coarse sand pockets below 2 49.5' l 50- 30 i ; | -with sandy clay seems & f coarse sand pockets below 2 49.5' l 50- 30 i ; | ||
| Line 771: | Line 755: | ||
[* ,y to 72' | [* ,y to 72' | ||
?- 6 8 50/9" ? | ?- 6 8 50/9" ? | ||
?.'* | ?.'* | ||
M.v..i G 65- 192 m 35 | M.v..i G 65- 192 m 35 | ||
| Line 845: | Line 828: | ||
;;l.) | ;;l.) | ||
31 35- .'.:. . !.' | 31 35- .'.:. . !.' | ||
18 e 6 | 18 e 6 | ||
.fl.: k,8 , | .fl.: k,8 , | ||
| Line 872: | Line 854: | ||
-with gravel layer at 57' 60- fg. 50 | -with gravel layer at 57' 60- fg. 50 | ||
::f.. -light gray below 61' | ::f.. -light gray below 61' | ||
':ii | ':ii i -with clay seams, 61' to 67' 25 65- / '," | ||
i -with clay seams, 61' to 67' 25 65- / '," | |||
-with clay layers, 66' to 67' 8 50/11" ei 7 79 t, - | -with clay layers, 66' to 67' 8 50/11" ei 7 79 t, - | ||
I ?: 8 50/5" | I ?: 8 50/5" | ||
| Line 1,295: | Line 1,275: | ||
0.5 0.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 8 | 0.5 0.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 8 | ||
malative omd Sha Swin 2.0 g , , , , | malative omd Sha Swin 2.0 g , , , , | ||
Normal Stress = 6.0 ksf i | Normal Stress = 6.0 ksf i | ||
1.5 m __ | 1.5 m __ | ||
| Line 1,301: | Line 1,280: | ||
\ | \ | ||
J2 # ; | J2 # ; | ||
s 0 -- | s 0 -- | ||
/ | / | ||
| Line 1,430: | Line 1,408: | ||
3: i t j , | 3: i t j , | ||
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l i i i 3 | l i i i 3 | ||
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| Line 1,440: | Line 1,417: | ||
l , , .(l ! | l , , .(l ! | ||
i | i | ||
.%_l I | .%_l I i | ||
Zero Air Voids Line - | |||
,' Specific GrOvity = 2.65 l , | |||
,' Specific GrOvity = 2.65 | |||
l , | |||
p 100 , | p 100 , | ||
\ \ | \ \ | ||
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ACNGS-PSAR Test Pit: 6 Depth: 10' OPTIM UV WATER CONTENT' 12 /. | ACNGS-PSAR Test Pit: 6 Depth: 10' OPTIM UV WATER CONTENT' 12 /. | ||
Test utisco~ ASTM 1557 vu us:T ony *tiowT: 110 ts/cu ri M ATERI AL: IQn fine sOnd 130 l | Test utisco~ ASTM 1557 vu us:T ony *tiowT: 110 ts/cu ri M ATERI AL: IQn fine sOnd 130 l | ||
6 l i t i | 6 l i t i i i ~ | ||
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| Line 1,506: | Line 1,478: | ||
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| Line 1,546: | Line 1,514: | ||
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l J | l J | ||
I 115 -- | I 115 -- | ||
| Line 1,575: | Line 1,542: | ||
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| Line 1,657: | Line 1,623: | ||
5 | 5 | ||
\ x s b | \ x s b | ||
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| Line 1,928: | Line 1,893: | ||
o | o | ||
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pN *% | pN *% | ||
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Latest revision as of 02:07, 22 February 2020
| ML19289C532 | |
| Person / Time | |
|---|---|
| Site: | Allens Creek File:Houston Lighting and Power Company icon.png |
| Issue date: | 01/15/1979 |
| From: | HOUSTON LIGHTING & POWER CO. |
| To: | |
| Shared Package | |
| ML19289C531 | List: |
| References | |
| NUDOCS 7901170261 | |
| Download: ML19289C532 (70) | |
Text
{{#Wiki_filter:Before the UNITED STATES NUCLEAR REGULATORY COMMISSION Docket No. 50-466 Allens Creek Nuclear Generating Station Unit 1 Amendment 50 to the PSAR Houston Lighting & Power Company, applicant in the above captioned proceeding, hereby files Amendment 50 to the Preliminary Safety Analysis Report filed in connection with its application. Amendment 50 consists of additional PSAR information related to issues identified in telephone conversations between Houston Lighting S Power Company and the Nuclear Regulatory Commission. Respectfully submitted HOUSTON LIGHTING S POWER COMPANY
')
,4 /wa a _-
E. A. Turner Vice President Power Plant Construction S Technical Services
;7 9 01 17 Oc24 /4
STATE OF TEXAS COUNTY OF HARRIS E. A. TURNER, being first duly sworn, deposes a and says: That he is Vice President.of HOUSTON, LIGHTING S POWER COMPANY, an Applicant herein; that the foregoing amendment to the application has been prepared under his supervision and direction; that he knows the contents thereof; and that to the best of his knowledge and belief said documents and the facts contained therein are true and correct. DATED: Thi M day of , 1979. U a Signed: y[W k E. A. Turner Subscribed and swo to before me thin @ d day of h , 1979. V Notary Public in and for the County of Harris, State of Texas My ccmmission f expires
+30-14 .
ACNGS-PSAR 110USTON LIGirIING & POWER COMPANY ALLENS CREEK NUCLEAR GENERATING STATION - UNIT NO.1 PRELIMINARY SAFETY ANALYSIS REPORT AMENDMENT No. 50 INSTRUCTION SHEET This amendment contains additional information which is submitted to clarify the applicants position with regard to several of the safety review issues identified by the NRC as well as updated information. Each revised page bears the nota tion Am. No. 50, 1/15/79 at the bottom of the page. Vertical bars with the number 50 representing Amendment No. 50 h' ave been used in the margin of the revised pages to indicate the location of the revision on the page. The revised pages have the question number (eg Q361.4) next to the appropriate information which responds to the question. The following page removals and insertions should be made to incor-parate Amendment No. 50 into the PSAR. CHAPIER 2 Remove Insert (Existing Pages) (Amendment No. 50 Pages) 14* 14* 15* 15* 25* 25* 36* 36* 48* 48* 2.5-55 2.5-55 2.5-56 2.5-56 2.5-73 2.5-73 F2.5.5-8 F2.5.5-8 F2.5.5-9 F2.5.5-9 F2.5.5-10 F2.5.5-10 F2.5.5-12 F2. 5. 5- 12 F2.5.5-13 F2.5.5-13 Appendix 2.5-M1 through 2.5-M13 Hil & D12 ni3a, ni3b, ni4 FM5a, FM5b, n16 n17a, FM7b, ni8 n19a, ni9b, n19c FM10 through FM36
- Effective Pages/ Figures Listings i Am. No. 50, 1/15/79
ACNGS-PSAR CIIAPTER 3 Remove Insert (Existing Pages) (Amendment No. 50 Pages) 1* 1* 8* 8* 17* 17* 3.7A-1 3.7A-1 F3.7.A-21 through 26 F3.7.A-21 through 26 CHAPTER 14 1* 1* 14.1-la 14.1-la 14.1-lb 14.1-lb 14.1-2 14.1-2 APPENDIX M M361.4-1 M361.4-1 APPENDIX N N211.3-16 N211.3-16 N361.5-1 N361.5-1
- Effective Pages/ Figures Listings 11 Am. No. 50, 1/15/79
ACNGS-PSAR EFFECTIVE PAGES LISTING (Cont'd) CHAPTER 2 SITE CHARACTERISTICS Page No. Amendment No. 2.5-46 20 2.5-46a 20 48 2.5-46b 2.5-47 2.5-48 20 2.5-48a -20 2.5-48b 20 2.5-48c 20 2.5-48d 20 2.5-48e 20 2.5-48f 20 2.5-48g 20 2.5-48h 20 2.5-49 36 2.5-50 2.5-51 38 2.5-51a 36 2.5-52 38 2.5-52a 36 4 2.5-53 2.5-54 41 s 41 2.5-54a 50 2 5-55 2.5-55a 42 50 2.5-56 2.5-57 36 2.5-58 36 2.5-59 20 2.5-60 20 2.5-61 20 2.5-62 20 2.5-62a 20 20 2.5-63 20 2.5-63A 2.5-64 10 2.5-65 20 42 2.5-66 20 2.5-66a 20 2.5-67 20 2.5-67a 38 2.5-68 3 2.5-68a 4 2.5-68b 14 Am. No. 50, 1/15/79
ACNGS-PSAR EFFECTIVE PAGES LISTING (Cont'd) CHAPTER 2 SITE CHARACTERISTICS Eage No. Amendment No. 2.5-69 4 2.5-69a 41 2.5-70 41 2.5-70a 36 2.5-71 4 2.5-72 38 2.5-73 50 2.5-73a 42 2.5-74 42 2.5-75 44 2.5-75a 42 2.5-76 3 2.5-77 4 2.5-78 38 2.5-78a 4 2.5-79 38 2.5-79a 36 2.5-80 -- 2.5-81 -- 2.5-82 38 2.5-83 -- 2.5-84 -- 2.5-85 -- 2.5-86 -- 2.5-87 -- 2.5-88 4 2.5-89 4 2.5-90 4 2.5-90a 4 2.5-90b 4 2.5-91 4 2.5-92 33 2.5-93 4 2.5-94 -- 2.5-95 -- 2.5-96 -- 2.5-97 -- 2.5-98 -- 2.5-99 38 2.5-100 38 2.5-100a 38 2.5-101 38 2.5-102 -- 2.5-103 38 2.5-103a 38 2.5-103b 38 15 Am. No. 50, 1/15/79
ACNGS-PSAR EFFECTIVE PAGES LISTING (Cont'd) CHAPTER 2 SITE CHARACTERISTICS Page No. Amendment No. 1 (Appendix L, Section 2.5) 32 11 32 111 32 iv 32 v 32 vi 32 vii 32 1-1 32 1-2 32 2-1 32 3-1 32 3-2 32 4-1 32 4-2 32 5-1 32 5-2 32 5-3 32 5-4 32 6-1 32 7-1 32 7-2 32 7-3 32 7-4 32 7-5 32 7-6 32 2.5-M1 (Appendix M, Section 2.5) 50 2.5-M2 50 2.5-M3 50 2.5-M4 50 2.5-M5 50 2.5-M6 50 2.5-M7 50 2.5-M8 50 2.5-M9 50 2.5-M10 50 2.5-M11 50 2.5-M12 50 2.5-M13 50 25 Am. No. 50, 1/15/79
ACNGS-PSAR EFFECTIVE FIGURES LISTING (Cont'd) CHAPTER 2 SITE CHARACTERISTICS Figure No. Amendment No. 2.5.5-3 4 2.5.5-4 4 2.5.5-5 4 2.5.5-6 4 2.5.5-7 4 2.5.5-8 50 2.5.5-9 50 2.5.5-10 50 2.5.5-11 4 2.5.5-12 50 2.5.5-13 50 2.5.5-14 4 2.5.6-1 -- 2.5.6-2A 20 2.5.6-2A (Cont.) 20 2.5.6-2B 20 2.5.6-2B (Cont.) 20 2.5.6-2C 20 2.5.6-2C (Cont.) 20 2.5.6-2D 20 2.5.6-2D (Cont.) 20 2.5.6-2E 20 2.5.6-2F 20 2.5.6-2F (Cont.) 20 2.5.6-2G 20 2.5.6-2G (Cont.) 20 2.5.6-2H 20 2.5.6-2H (Cont.) 20 2.5.6-21 20
- 2. 5. 6-21 (Con t . ) 20 2.5.6-2J 20 2.5.6-2J (Cont.) 20 2.5.6-2K 20 2.5.6-2K (Cont.) 20 2.5.6-2L 20 2.5.6-2L (Cont.) 20 2.5.6-2M 20 2.5.6-2M (Cont.) 20 2.5.6-2N 20 2.5.6-2N (Cont.) 20 2.5.6-20 20
- 2. 5. 6-20 (Cont. ) 20 2.5.6-1P 20 2.5.6-2P (Cont.) 20 2.5.6-2Q 20 2.5.6-2Q (Cont.) 20 2.5.6-2R 20 2.5.6-2R (Cont.) 20 36 Am. No. 50,1/15/79
ACNCS-PSAR EFFECTIVE FIGURES LISTING (Cont'd) CHAPTER 2 SITE CHA'ACTERISTICS Figure No. Amendment No. 18 32 19 32 20 32 21 32 22 32 23 32 24 32 M1 (Appendix M, Section 2.5) 50 M2 50 M3a 50 M3b 50 M4 50 M5a 50 M5b 50 M6 50 M7a 50 M7b 50 M8 50 M9a 50 P9b 50 M9e 50 M10 50 M11 50 M12 50 M13 50 M14 50 MIS 50 M16 50 M17 50 M18 50 M19 50 M20 50 M21 50 M22 50 M23 50 M24 50 M25 50 M26 50 M27 50 M28 50 M29 50 M30 50 M31 50 M32 50 M33 50 M34 50 M35 & 36 50 48 Am. No. 50, 1/15/79
ACNGS-PSAR 2.5.4.5.3 Gradation Limitations and Compaction Requirements for Engineering Fill a) Class I-a Fill - (to be used for seismic Category I structures within the Nuclear Plant Island) - Well graded sand and gravel having a maximum size of six inches and containing a maximum of 15 percent passing the No. 200 sieve. The source of this soil will be the silty sands, sands, and gravels of the Montgomery formation obtained from the various plant area excavations. Class I-a fill shall be compacted to 95 percent of the maximum density obtained frpm the Shake Table Test ( ASDf D2049) or 95 percent of the maximum obtained from the Modified Proctor Test ASTM D1557 (Method D) which- l42(C) ever yields the higher value. Based upon a continuing statistical study, the 95 percent value will be revised upwards or downwards to yield the required design in place relative density of 80 percent. Maximum, minimum density tes t s , modi fied proctor te st s , static strength tests and dynamic strength tests have been performed on bulk samples of the actual material to be used as Class I a fill, at the specified densities. An evaluation of this data indicater, that adequate strength is provided at these densities. 'Ihe data and a discussion of the results are presented in Appendix L t Section 2.5. The tolerances and minimum density acceptance criteria l36(U) will be specified in the backfill specifications. Refer to Section 2.5.4.5.4. The compaction requirement is to yield a minimum design relative density of 80 percent. 50 b) Class I-b Fill - (to be used for construction of the Ultimate Heat Sink Diversion Dike and Causeway) - Clay material having a plasticity index greater than 30 and with at least 70 percent 42 passing the No. 200 sieve. The source of this soil will be the Q clays of the recent flood plain deposits, obtained from a borrow 361.4 area within the cooling lake. Class I-b fill shall be compacted to 95 percent of the maximum density obtained from the Standard Proctor Test (ASD1 D 698). Laboratory tests have been performed on sm ples of the actual material to be used as Class I-b fill, at the specified densities. An evaluation of this data indicates that adequate strength is provided at these densities. Refer to Section 2.5.6.6 for a discussion of laboratory testing. c) Class II Fill - (to be used for nc,n-seismic structures) - Granular l soil capable of practical compaction using standard equipment and techniques. The source of this material will be the silty sands, sands, and gravels of the Montgomery formation which do not meet the gradation requirements for Class I fill and obtained from the (C)-Consistency (U)-Upda te 2.5-55 Am. No. 50, 1/15/79
ACNGS-PSAR tions for Class III fill will be prepared later; as these clay soilg are difficult to work, the specification will be based upon a proposed full-scale compaction test section, further discussed in Section 2.5.5.4. l 50(U) Class II requirements on density will be that 10 percent will be allowed to f all below the specified density, with the absolute minimum 5 percent 42(U) below the specified requirements. All compaction operations shall be closely monitored with field tests in accordance with the provisions of the Quality Assurance Manual established for this proj ect . Refer to Chapter 17 for additional in fo rmation :oncern-ing the Quality Assurance Manual. 2.5.4.6 Groundwater Conditions a) Existing Groundwater Conditions in the site area, groundwater is found unconfined in the Montgomery formation and in tae Recent alluvial clays in the Brazos River floodplain. Ground wat e r levels have been recorded periodically at the site since September, 1972, by means of observation (U)-Update 2.5-56 Am. No. 50, 1/15/79
ACNGS- PSAR the excavation for the western portion of the heat sinks will encounter the thin portion of the sand deposits which pinch out toward the east. If this deposit is encountered, a clay liner may be required over the sand layer to prevent seepage losses from the heat sink excavations. After more thorough investigations of the heat sink area, a construction program to reduce or prevent seepage will be proposed. 2.5.5 SLOPE STABILITY 2.5.5.1 Slope Characteristics Four main yt' pes of cross-sections will be analyzed for slope stability. l 36(U) These sections are: I a) the natural bluff of the cooling lake (particularly in front of the main plant area), o) the constructed cooling lake dam, c) the constructed cooling lake diversion dike, and d) the constructed diversion dikes and slopes of the ultimate heat sinks. 0,3 Detailed cross-sections of slopes a), b) and d) including conservatively assumed water levels and conservative soil properties are provided in Q2.73 Figures 2.5.5-1 through 2.5.5-14. Table 2.5.5-1 presents the calculated safety factors. Revised cross-sections of slopes a), b) and d) and cross- l4 section c) in addition to a revised Table 2.5.5-1 will be presented by 36(U) amendment to update these analyses with the new locations (1977) of cooling lake facilities. The geologic conditions at the site have been discussed in detail in Section 2.5.1.2. As presented in Section 2.5.4.3, the soil deposits at the site consist of dense to very dense sands and stiff to hard clays. Laboratory tests have been performed on remolded samples of borrow material. Refer to Sections 2.5.6.4, 2.5.6.5, and 2.5.6.6 for result s. The high shear strengths and low compressibility as evidenced by the laboratory test results on recompacted samples indicate that adequate factors of safety against slope failure should be obtained when detailed calculations are performed. The minimum safety tactors for both static and dynamic conditions are given below in Sections 2.5.5.2.1 and 2.5.5.2.2. A summary of the properties of tsnbankments and foundation soils underlying all the slopes are presented with the detailed cross-sections. All man-made slopes excluding temporary constructed slopes will have a geometrical t50 configuration of 1 vertical to 6 horizontal. This slope is conservative I for the types of soils encountered at the site. The soil properties are substantiated by the laboratory data presented 2.5-73 Am. No. 50, 1/15/79
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ACNGS-PSAR APPENDIX M TO SECTION 2. 5 ACNGS-PSAR DESIGN OF ULTIMATE HEAT SINK SL9 PES USING SPECIAL RESIDUAL CLAY STRENGTHS M1 INTRODUCTION In order to obtain additional data and confirm the location and design of the UllS a subsurface investigation was performed in April and May,1978 Additionally, special laboratory shear tests were performed in order to completely respond to the NRC question concerning slickensided clays. M2 FIELD INVESTIGATION Subsurface soil conditions at the site were investigated by 7 borings drilled to depths ranging from 8 to 150 ft. at locations illustrat ed on Fig. No. M1. A cross section through the borings is sho wn in Fig. No. M2. 50 Detailed descriptions of the soils encountered are given on the boring logs 361.4 presented on Figures M1 through Figures M9. A key to the symbols and terms appearing on the logs is included on Figure M10. Borings were drilled with truck-mounted drilling equipment. In the ulti-mate heat sink area, samples were obtained continuously to 20 ft or com-pletion depth, Miichever was the lesser, 5-f t intervals to 100 ft and at 10- f t intervals below 100 ft. Sampl es of cohesive soils were generally obtained by alternating a 3-in. thin-walled tube and a 2-in. split-barrel. Most granular samples were obtained with a 2-in. split-barrel. Driving resistances for the split-barrel sampler are recorded in the " Blows Per Foot" column on the boring logs. F cn of these samples was remov ed from the sampler in the field and examined and classified by a soil technician. Representative portions of each sample were sealed and packaged for trans-portation to the laboratory. A liverslev-type stationary piston sampler , with a 3-in . thin-walled tube was used to obtain undisturbed granular samples from Borings H-42A, li-41A and H-44A. The tubes and soil were weighed immediately af ter sampling tc determine the undrained density of the soil. The samples were retained in the tube by using porous caps (to allow drainage) and transported to the laboratory for further testing. Density results obt ain ed from the piston samples are presented on Table M1. The depth to water in most boreholes was measured at least 24 hours after c ompl etion . The depths to water and the dates of observations are recorded in ae lower-right corner of the individual boring logs. In addition , four piezometers were installed to monitor groundwater level; two were installed in Boring H-44 to 10 and 25-ft depth and a similar installation was done in Boring 11-48. Test Pits A test pit was excavated near each of the ultimate heat sink borings fo r the purpose of visually examining the surface clays and in place density testing and bulk sampling of the near surface sands. In place density tests were performed at several depths with a rubber balloon-densometer 2.5-M1 Am. No. 50, 1/15/79
ACNGS-PSAR in accordance with ASTM Procedure D 2167-66. Results of these tests are presented on Table M2. Bulk samples were sealed for transportation to the laboratory. M3 LABORATORY INVESTIGATION The laboratory program was directed towards evaluation of strength, com-pressibility and classification properties of the foundation soils, pri-marily of the slickensided clays. 50 Strength Tests 361.4 In order to estimate the undrained residual shear strength parameters of the foundation soils, several repeated direct shear tests were performed on two typical samples of the clay. These tests were conducted as con-solidated-undrained multiple-specimen type tests at incremental normal stresses. The samples were strained forward and moved back manually in the shear box several times until the minimum shear stress (residual strength) was obtained for each load. Results are presented as Mohr's diagram. Stress-strain curves are present ed for the respective tests. Figures No. Mll through d16 present the result s . Consolidated drained repeated direct shear tests were performed in accordance with Appendix IXA of EM 1110-2-190 Engineering and Design, Laboratory Soils Testing, Drained Repeated Direct Shear Test. This procedure includes pre-splitting samples and the repeated straining of them to simulate the drained strength along slickensided surf aces. Results are presented as Mohr's dia-grams. Stress-strain curves are present ed for the respective tests on Figure No. M17 through M19 present the results. The shear strength properties of the near surface sands were estimated by ' performing consolidated-drained triaxial tests. These tests were con-ducted on undisturbed sand samples obtained from a livorslev piston-type s am p l er . The results of these tests are presented as a Mohr's diagram on Figure No. M2 0. Density Tests Modified Proctor ( ASTM D 1557-70) and Maximum-Minimum Densi ty (ASTM D 2049-69) tests were performed on each bulk sample of granular material. Maximum-Minimum density tests were performed by the dry method. Results of these tests are presented on Figure Nos. M21 through M25, and Table M1 Consolidation and Classification Tests The compressibility characteristics of the foundation materials were investigated by consolidation tests conducted on undisturbed cohesive samples. Results are presented on Figure Nos. M26 through M30. Atterberg limit tests were performed for several samples to evaluate soil plasticity and aid in soil identification. Grain-size analyses were per-formed on all Hvorslev and bulk samples and on several other selected granular samples to aid in soil identification. 2.5-M2 Am. No. 50, 1/15/79
ACNGS-PSAR Laboratory Classification Test Results The results of the soil classification tests performed for this study are plotted or tabulated on the boring logs presented on Fig. Nos. M3 through M9 or on the following figures and tables. 50 Grain size analyses are presented on Figure Nos. M31 through M33. Table 361.4 No. M4 presents additional classification tests on the samples tested in accordance with the WES procedure for drained repeated direct shear tests shown on Figure Nos. M17 through M19. M4 GROUNDWATER LEVEL Observations in open boreholes and all piezameters indicated that th e groundwater level in the ultimate heat sink area was about EL +94 at the time of the investigation during the month of May 1978. Measurements in the piezometers on July 24, 1978 indicate that the groundwater level was also about EL +94. Gro undwat er levels can be expected to fluctuate with seasonal and climatic conditions. 2.5-M3 Am. No. 50, 1/15/79
ACNGS-PSAR MS ADDITIONAL INVESTIGATIONS Section 2.5.6.7 of the PSAR presents all of the field and laboratory test results performed in the Ultimate Heat Sink area. Borings H-37 through H-41 drilled in May 1977 provide additional data in the area of the causeway, intake and basin area of the UHS. Figure No. 2.5.4-5C indicates the location of all the borings in the UHS with the exception of the most recent borings. M6 DESIGN PARAMETERS - SHEAR STRENGTH 50 Several shear strength values are needed to completely define the strength 361.4 of the clay in the UHS under drained and undrained conditions. The pur-pose of this section is to discuss the different types of strength and when each value is applicable. Figure 2.5.6-26 of the PSAR indicates the undrained shear strength of the recent flood plain clays with depth. The undrained shear strength ranges from 0.5 ks f to 3.0 ks f with a lower bound average of 1.0 ksf for all depths. Figure 2.5.6-27AA of the PSAR presents the Mohr circle results of triaxial unconsolidated undrained tests on near surface samples of clay in the area of the UHS. The undisturbed shear strength varies from 0.8 ks f to 1.9 ksf with a lower bound average of approximately 1.0 ks f. Figure 2.5.6-27AA also presents the Mohr circle results of the remolded un-consolidated undrained shear strength. The remolded strength was obtained from samples kneaded, reshaped and retested. The values range from 0.4 ks f to 3.8 ksf with an average value of 1.0 ks f. Based on this result the undrained strength of the clay could be assigned a value of 1.0 ks f. This includes in some way the ef fect of slickensided surf aces since the samples were remolded . Figures 2.5.6-27G, 271 and 27J of the PSAR present the Mohr circle results of triaxial censolidated undrained triaxial tests with pore pressure measure-ments on undisturbed and remolded samples from the area of the UHS. The tot al strength or undrained results from undisturbed samples shown on Figure 2.5.6-27G varies from 0. 7 ks f to 1.2 ksf with an average of approximately 0.8 ksf. The remolded undrained strength shown on Figure 2.5.6-27G varies from 0.4 ks f to 2.4 ksf with an average of 1.0 ks f. The ef fective strength or drained results from undisturbed sample shown on Figure 2.5.6-27I varies fr om &= 28 to p= 21 and C = 0 using the maximum deviator stress as the peak and varies from & = 33 to & = 25 and C = 0.3 ksf using the maximum effective str3ss ratio as the peak. From this data a conservative effective or drained strength would be p= 21 and C = 0.3 ksf. The samples presented on Figure 2.5.6-27I were recom-pacted to 90 pcf which is approximately 95% of the maximum density ob-tained using ASTM D 698 as the base standard. The drained strength as shown on Figure 2.5.6-27J varies from & = 30 to f= 43 using the maximum deviator stress as the peak and varies from & = 30 to f= 47 using the maximum ef fective stress ratio as the peak. Both of these drained strengths are considerably greater than those shown on the undisturbed samples in Figure 2.5.6-171 suggesting that the samples in 2.5-M4 Am. No. 50, 1/15/79
ACNGS-PSAR the undisturbed state f ailed along some weak plane, which can be assumed to be along the slickensides. Therefore it would not be unreasonable to use the drained strength from Figure 2.5.6-271 as the drained r e s id u al shear strength of the UllS clays. Figure Nos. M34 through M16 presents the results of unconsolidated undrained triaxial tests on samples recently obtained in Boring 1144. The stress strain curves were carried out to 25% strain to develop the ordinary residual undrained shear strength of the clays. The undisturbed strength of the peak is approximately 1.5 ksf similar to that shown on Figure 2.5.6-26,
- 2. 5. 6-2 7A and 2.5.6-27G. The residual shear strength ic 0.5 to 0.8 ksf shown on the lower portion of Figure M14. This compare s favorable with the val ues from 2. 5.6-2 7AA ( remolded ) .
The lower bound average of shear strength for all the undrained undisturbed 50 shear strength samples is there fore 1.0 ksf for undisturbed samples and C = 36).4
- 0. 5 ks f for a remolded sample . The lower bound of shear strength for all the drained shear strength samgles is the re fore &= 21 , C = 0.3 ksf for undisturbed samples and & = 10 for a remolded sample.
At the NRC's consultants (WES) request tests were performed on presplit and repeated direct shear samples. This dated is summarized on Figures Mll & M12 for undrained condition and Figure M17 for drained conditions. The lowest undrained residual strength is &= 8.5 , C = 0.1 ksf shown on Figure M12. The lowest drained residual strength is &=9 As is the normal case for this type of shear test there is practically no dif ference in strength in drained or undrained conditions euggesting that both tests measure drained parameters. There fore the absolutely lowest drained shear strength is &=9 using the most critical test procedures, of Appendix IX A, EM 110-2-1906 of the Corps of Engineers. Th is value is extremely conservative for une at Allens Creek since the clays at the site are slickensided as a result of drying and shrinkage, not large scale move-ments. There are no large scale slickensided surfaces in the Allens Creek clays, slickensides are approximately 1/4" in size, irregular, nonplanar and are randomly distributed iithin the clays. Only large scale movements could result in the gross reduction to residual shear strength values as obtained from the WES test procedure. At Allens Creek, as discussed in the following section, large scale slope movements will not occur. Two articles presented in the ASCE publication, Research Conference on Shear Strength of Cohesive Soils, University of Colorado June, 1960 discuss the use of residual strength of saturated clay, Article 1. Th e Physical Components of the Shear Strength of Saturated Clays by M Juul Hvorslev indicates th at the residual strength of some clays is attained only af ter very large de formations and that the decrease in shear strength after failure is primarily caused by a transient increase in pore water pressure and a thixotropic loss in strength, which is r egain ed in time upon cessation of the de formations. This artical supports the statements previously noted and indicates that the strength can be regained. Article 2, The Relevance of the Triaxial Test to the Solution of the Stability Problems by Alan W. Bishop and Lauritus Bjerrum states that the presence of fissures is reflected in the factors of safety obtained using the effective stress analysis. Article 2 recommends th at a factor of safety of at least J 1 be ensured. Table M5 attached presents the recommended 2.5-M5 Am. Nn. 50 1/15/74
ACNGS-PSAR safety factors from the Corps of Engineers publication EMll10-2-1902, April 1, 1970. Discussions with WES indicated that they would like to see a safety factor of 1.25 for Class I slopen using the residual strength. It should be noted that the design shear strength of c= 9 and a safety factor of 1.25 for effective stress conditions is very conservative and unrealistic. As discussed, the conservative properties will be used in the appropriate places in the analyses, only because it is insignificant to the UlIS slopes since they are such slight excavations and minor cuts. M7 STABILITY ANALYSES Two representative cross-sections covering the various soil strata were analyzed to determine the slope stability characteristics under different conditions. Figure M2 indicates the cross-sections , designated E-E, 50 Causeway and F-F, UHS Basin. Section D-D on Figure M2 indicates theUHS dif- 361.4 ferent soil strata, standard penetration test results and field descriptions . The range of soil parameters used in the analyses are indicated in tables for each cross-section. The parameters con s ider ed for the various cases are consistent with the recommendations of Table M5 and developed as the result of laboratory tests as not ed in Section M3 Drained and undrained parameters are used for static conditions including the consolidated drained repeated direct shear test results from Figure No. M17. Undrain ed parameters are used for rapid drawdown and dynamic analyses. At Allens Creek rapid draw-down can only occur from El . ll8 to 100 as a result of loss of the Main Dam. Below El.100 the water is contained within the UHS basin and is recirculated. A drained state of soil properties would be characteristic of a long term static condition in which any buildup of pore pressures in the soil due to construction is considered to be dissipated. The laboratory tests yielding drained soil strength properties were therefore established to simulate this field condition of normal water level pore pressures. An undrained soil condition is one whereby the pore pressure in the soil has been built up as a result of a quick load application as characterized by the water level rapid drawdown or design seismic event. Two methods of analysis, the simplified Bishop slip circle method and the U . S. Army Corps of Engineers sliding wedge method were used to investigate the stability of all the slopes. In performing the slip circle method of stability analysis the Ebasco computer program was used. The method employed by the program, the sim-plified Bishop approach, is one in which a circular failure surf ace is assumed to form about its center of rotation. The circle through the slope is then divided into vertical slices and the tangential resisting and driving forces along the circular sur face are comput ed for each slice. The factor of safety against sliding is computed as the ratio of the sum of the resisting moments taken about the center of rotation to the eum of the driving moments about the same center of rotation. To use the program the slope geometry must be fully defined on a coordi-nate grid system along with changes in soil layers. The soil encountered on the slope being analyzed must be fully de fined with respect to its saturated unit weight and she.r strength. Water levels along the slope must al so be de fined , whether it be in the form of freestanding water, g ro und wa t er , or pore pressure built up within the soil. Finally, if 2.5-M6 Am. No. 50, 1/15/79
ACNGS-PSAR applicable, the horizontal (0.lg) and vertical (0.067g) components o f the design basis earthquake are input. To find the worst possible radius and center of rotation yielding the circle with the lowest factor of safety, a search routine is built into the program by which a trial center of rotation is selected. The program will investigate different radii from that center of rotation computing and recording the safety factor for each radius. It then moves the cen-ter of rotation at a prescribed increment to a dif ferent trial location and the above process is repeated until the lowest safety factor is reached. The simplified Bishop solution yields results that are conservative in 50 that shear resistance between slices, which would tend to raise the fac- 361.4 tor of safety against sliding, is neglected. When the simplified Bishop solution is used to compute a factor of safety under dynamic loading ad-ditional conservatism is built into the program in that the computed safety f actor is calculated assuming the components of the design earth-quake acceleration act only in one direction, neglecting any back and forth motion, and the magnitude of the acceleration of the design earth-quake is taken to be a constant over the entire slope for an infinite length of time. In performing the sliding wedge method the Ebasco computer program was al so used. The sliding wedge method consists of an active wedge being mobilized against a neutral horizontal block and a passive resisting wedge. The factor of safety is calculated as the ratio of the sum of the resisting forces in the horizontal direction to the sum of the driving forces in the horizontal direction. In applying the sliding wedge method to the two cross-sections the input data and search routine is similar to that of the slip circle analysis previously discussed. This method also includes a seismic loading in the analyses. This was done by including the product of the weights of the wedges and the neutral block with the horizontal acceleration factor of 0. lg. His force was then considered to act in the direction of the postulated slide as a driving force. The vertical component of the seismic loading is also incorporated into the solution tending to reduce frictional resistance between the sliding wedges. This vertical seismic force is computed as the product of the weights of the neutral block and the wedges with the vertical acceleration factor of 0.067g. The results of each of these analyses are presented on the tables on Figure M2. In all cases the actual safety factor exceeds the recommended minimum safety factor from Table MS , indicating that the slopes arc sa fe . M8
SUMMARY
AND CONCLUSIONS Re above described detailed investigation has accurately established the soil conditions in the area of the ultimate heat sink at Allens Creek. The continuous sampling in the upper soils and careful undisturbed sampling of clays and sand establishes a sound basis for the selection of lower bound strength samples. Selection of design strength parameters incorporated the use of lower bound strength parameters from the test results, using very conservative test proc ed ure s . Results of the analyses indicated 2.5-M7 Am. No. 50, 1/15/79
ACNGS-PSAR satis f actory safety f actors. Reflected in the analyses are the change = required to obtain the required safety factors. In order to maintain the 1 vertical to 1 horizontal slope of the causeway it was necessary t 50 excavate the surf ace clays from beneath the causeway. Additionally the 361.4 slopes of the ultimate heat sink basin ha.ve been flattened to i vertical to 8 horizontal from the original i vertical to 3 horizontal. Th e s e changes are the result of using the &=9 from the consolidated drained repeated direct shear tests. 2.5-M8 Am. No. 50, 1/15/79
ACNGS- PSAR TABLE M1 UNIT WEIGitTS OF SAND SAMPLED WITli ilVORSLEV PISTON SAMPLER Boring Penetration Wet Unit Weight, pc f Dry Unit No Feet Undrained Drained Weight, pc f 50 li-42A 7-9 101 16' 96 361 10-12 110 non< none .4 13-15 116 109 98 li-4 3 A 4-6 114 113 97 li-44A 4-6 111 109 86 6-8 1 17 116 96 Note: Drained wet unit weights were determined by allowing the tubes to drain through porous ccm for 48 hours, invert ing the tube at the end of 24 hours. 6 2.5-M9 Am. No. 50, 1/15/79
ACNGS-PSAR TABLE M2
SUMMARY
OF IN-PLACE DENSITIES Balloon Densometer Allens Creek Test Pit Penetration Wet Density Moisutre Dry Density No. Feet Material pc f Content, % pc f 6 5.5 Fine sand 95.5 5.1 90.9 50 6 5.5 Fine sand 104.9 4.8 100.1 361
.4 6 10.5 Fine sand with 85.0 11.3 76.4 clay poc ket s 6 10.6 Fine sand 97.7 11.8 87.4 7 4.5 Fine sand 119.8 15.3 103.9 7 4.6 Fine sand 118.5 18.5 100.0 8 4.0 Fine sand 121.0 21.7 99.4 8 4.0 Fine sand 120.9 21./ 99.3 9 4.0 Fine sand 122.8 22.1 100.6 9 3.9 Fine sand 120.8 25.2 96.5 2.5-M10 Am. No. 50, 1/15/79
ACNGS- PSAR TABLE M3 RELATIVE DENdITY TEST RESULTS Test Pit Penetration Densities, pc f No. Feet Material Minimum Maximum 6 5 Fine sand 86 107 10 Fine sand 89 107 7 5 Fine sand 85 104 8 5 Fine sand 83 100 50 9 5 Silty fine sand 79 96 361.4 Note: Relative densities determined by dry method 2.5-M11 Am. No. 50, 1/15/79
ACNGS- PSAR TABLE M4 CLASSIFICATION AND DENSITY TEST RESULTS Sam ple W y Boring De pt h ( f t ) (%) LL PL G ( ;c f) 50 361.4 1144 14 - 82 29 2.73 114 4 16 35 - - - 87 114 4 17.5 36 85 27 - - 114 4 20 39 - - - 81 2.5-M12 Am. No. 50, 1/15/79
table P.5 Minimum Fac t ors o f Sa fet y ( Re produced froan EM 1110-2-1902 A pril 1, 1970) hin t mu.a Case Fact or of No. Design Condition Sa fe t y Shear Strength Remarks 1 End of construct ion 1. 3 N Q or Si Upst ream and downst ream slopes 11 Sudden drawdown from 1.0gg R, S Upstream slope only. Use com-maximum goal posite envelo p. See Fig. 4 III Sudden drawdown from 1.2Ii R. S Upst ream slope only. Use com-spillway crest or t op posite envelop. See Fig. 4 50 of gates 361.4 IV Partial pol with 1.5 R + S for R 4 S Upstream slope only. Use in-steady see pge 2 termediate envelop. See Fig. 5 S for R > S V Steady see pge with 1. 5 maximum st orage pol R+S #*"' **'
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tutermediate envelo pe. > y 2 See n - Fig. 5 5 VI Steady seepate with 1.4 S for R > S Y surcharge pol
;o VII Earthquake (Cases I, 1.0 f Upstream and downstream IV and with 1.156 stores seismic loading)
+ N ot a pplicable to embankment s on clay shale foundations.
g For embankment s over 50 ft high on relatively weak foundations use minimum fact or of sa fety of 1.4. g + In zones where no excess pre water pressures are ant icipated, use
+ S strength.
p y The sa fet y factor should not be less than 1.5 when drawdown rate and gore water
- pressures devel o ped from flow net s ( A ppendix III) are used in stability analyses, g # Use shear st rengt h for case analyzed without earthquake exce pt that it is not
- necess?ry to analyze sudden drawdown for earthquake ef fects
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- s. .c o AM. NO. 50, 1/15/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station
. i .. . . ,,., Unit 1 U.H.S. CROSS-SECTION AND STABILITY ANALYSES FIGURE NO. M 2
ACNGS-PSAR LOG OF BORING N O. H-42 . ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SINK WALLIS, TEXAS TYPE:3" thin-wolled tube & 2" split-barrel LOCATION: [ g UNDRAINED SHEAR STRENGTH. TONS /SQ FT 2 d E 6 E o.2 c.4 o.s oe m E' r- i.o I.2 1.4 2 s DESCRIPTION OF MATERIAL g8
- c. m N 8-tu o
$ j Z
PL ASTIC W.1TER LGU!D N
$ LI MIT C O N T E N T. *f. LIMIT %
j SURF. EL: 104.1' o
=
g + -ao_ _so_ _ _ _ _ _ _ _ _ _ i _ _ _ _ ' _ _ io 40 so se 7o Very stiff dark gray & brown
sil clay
' wi b roo ts to l '
- V...- [.h ,' ]-with very stiff gray sandy clay layer below 3.5' 15 i
' .l
. Ton fine sand j7 !
e: - I lo .5 15 1
.: 3 15 e ! l 12
. l l
. .:'3 28 :
15 , j -with clay seems below 15' ; ' 5 22
... . . ..' l[. -with clay layers below 17'
. 18 l
20 "I3 24 I I
.; *. , I
- 2 5 b::*::'.0, 50 l l
.... l 30 II.b5 50 l I i
. . . -coarse to fine w.thi gravel I i
'.l'.; ' belov, 31' I
- i
. *1:p I 35- *W 42 e 13 i
l \
- ' .n:.:':.
\
40- ..i. ..!l.6 15 e -
! 8 I l ! l 45
] '
Ton silty clay with clay seams
-with calcareous nodules to48' 23
( l j 4'e-----A i
-with sandy clay seems & f coarse sand pockets below 2 49.5' l 50- 30 i ;
~
1 l l (Continued on Plate 2b) ' i l Am. No. 50, 1/15/79 FIG NO. M3a
ACNGS-PSAR LOG OF BORING N O. H-42 (Cont'd) ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SINK WALLIS, TEXAS g UNDRAINED SHEAR STRENGTM. TONS /SQ FT [ d 0 5 >. 0 o.2 o.4 o.s oe i.o i.2 i.4 m '
- 5. E' 2
DESCRIPTION OF MATERIAL g3 8
- c. 3,. M N PL ASTIC WATER LIQUID N W m $ f LI M IT CO NT E NT,% LIMIT %
a , +_____________e_ ____+ i
/ 10 20 30 40 50 60 to (M) Ton silty with clay clay & coarse sa,ndsandy i I I I
,! Tag clay seems
- pockets
~
c.:2 [ Ton coarse to fine sand 33 T: . -gravelly with clay pockets [* ,y to 72'
?- 6 8 50/9" ?
?.'*
M.v..i G 65- 192 m 35
;i'.e!!:i
- f. $
70
.Q. E-] 50/11" 4:g.:;.
ff$ -medium to fine below 72' l
.. Y2 50/3" 75- :' ' .
' .[ . 2
' 50/6" e 6 80' i yl Very stiff light gray clay with calcareous nodules & deposits .f. p - -. - - -_p l e{
Z . Very stiff light gray sandy clay 114 _____ e-90-
-with cloyey sand seems below 92' 95-
- 3 43
. . i:2 Light gray fine sand 50/8" l 100-COMPLETION DEPTH: 99.5' DEPTH TO WATER Coved at D ATE: April 29,1978
_ IN BORING: 10.5' 10.7' DATE: May 1,1978 Am. N:. 50 1/15/79 FIG No. M3b
ACNGS-PSAR LOG OF BORING N O. H-42A ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SINK 3" thin-wolled tube & WAL LIS, TEXAS T YPE: Hvorslev Piston Sompler LO C AT.lO N:
- g UNDRAINED SHEAR STRENGTH. TONS /SQ FT
', d U 3
>E o.2 0.4 0.6 0
- m 0.8 t.o 1.2 1.4 f DESCRIPTION OF MATERIAL g3 a 2 2 @-
N PL A STIC w c
$ j b$ LI M IT WATER C O N T E NT,%
LICUID LIMIT N 2 4_____________g ___________4 g SURF. EL: 104.1' " ,
' to ao so .o so so 7e
' Very stiff dark gray & brown silty 101clay e e 25' '
@s -with roots to l' 3
$, .-ve stRf r y sandy clay layer Y -8 - --
E e-+ 5 -
,,. Ton fine sand '
,: .. ' 96 e 5 1:.,7 '
IO -
.:.R
. e 7
.. ; 98
- 5 15 y,, .,
25-45-50-COMPLETION DEPTH: 15' DEPTH TO WATER oATE: April 26,1978 IN BORING: grouted DATE: April 26,1978 Am. No. 50, 1/15/79 FIG NO. M4
ACNGS-PSAR LOG OF BORING N O. H-43 2 ALLENS CREEK NUCLEAR GENERATING STATION f ULTIMATE HEAT SIN K 3 WALLIS, TEXAS 5 T YPE: 3" thin-walled tube & 2" split-barrel LOCATION: a
! g UNDRAiNED SHEAR STRENGTH. TONS /So FT
[ 0 5 fC o.: oe
- I o
m f DESCRIPTION OF MATERIAL Q-g3 o.4 o.s i.o i.2 i.4 f-o
- c. 2 u) N P L ASTIC WATER LIQUID N
, 3 j W u) $ f D$ LI M IT C O NT E NT,% LIMIT %
O a 2 4,,,,,,,,,,,,,g___,,,_,,,4
= '
_ / SURF. EL: 100.7' ,o ao 3e ,o 3a ,o ,o N' Very stiff brown si ty'c ay
-with roots to 1.5 9
-dark gray below 3-with clay seams b low 1.5',
.... 1 5 -@!!.,] Gray fine sand 13
.yf,,3 -with gray sandy clay layers' 15 f'.m 6.5' to 7.5'
.. -with clay pockets below 7.5' 15 l in eilisg6.k -coarse to fine below 8.5' 20 3 :.3:0 -ton below 12'
<N8 Ton clay with fine sand seams 15 15 - & pockets 20
-with gravel pockets,14' to ,
b 18' 12 Red coarse to fine sand with 22
- 1. .:, .}
.e..
gravel seams & pockets
..-l:
. /,.,9o i. 5.l-with clay layers, 24' to 25' 14 a 60
-light gray with clay pockets
.: . .' below 26'
. ...g 30- ' 5.0 I7
;;l.)
31 35- .'.:. . !.' 18 e 6
.fl.: k,8 ,
.3 Light gray sandy clay 45 .i . - 9 k
Light gray & tan coarse to fine 50- 2.:.7:i="] 2- sand withArovei 50 (Continued on Plate 4b) Am. No. 50, 1/15/79 FIG NO. M5a
ACNGS-PSAR LOG OF BORING N O. H-43 (Cont'd) o ALLENS CREEK NUCLEAR GENERATING STATION f ULTIMATE HEAT SINK [, WALLIS, TEXAS O UNORAINED SHEAR STRENGTH. TONS /SO FT g [ g c e t a a W e N O # o w A O.2 o.4 o.,s O.e i.0 1. 2 1.4 o j 5. o, m o. 2 DESCRIPTION OF MATERIAL a. m gg N PLASTIC W ATE R LIQUID o N j W p m $ f LI MIT CO N TE NT,*/. LIMIT g a , +.____________e.__________4 ,
- 10 20 30 40 SO 60 70
/
,,- Light gray & tan coarse to fine
} ,;,*.* sand with gravel l.li -with gravel seams & pockets e 5 l., .,]
49 to 60'
-with gravel layer at 57' 60- fg. 50
- f.. -light gray below 61'
':ii i -with clay seams, 61' to 67' 25 65- / ',"
-with clay layers, 66' to 67' 8 50/11" ei 7 79 t, -
I ?: 8 50/5"
,..T.
y,: :. Very stiff light gray & brown clay 85 110 4 - - - - - - - - -A
'St' Light gray fine sand with clay
'. ll.:j8 pockets 30 95- .!! 00ll" g _ _h) Ton & light gray sandy clay 24 s
COMPLETION P 'H: 100' DEPTH TO WATER Caved Of DATE: April ,1978 IN BORING: 7.2' 40' DATE: May 1,1978 Am. No. 50, 1/15/79 FIG No. M5b
ACNGS-PSAR LOG OF BORING N O. A-43A D ALLENS CREEK NUCLEAR GENERATING STATION 7 ULTIMATE HEAT SINK D 3" thin-wolled tube & WALLIS, TEXAS TYPE:Hvorslev Piston Sampler to C ATION
, g UNDRAiNED SHEAR STRENGTH. TONS /SQ FT E I _a m Sp C i' o
- o 36 a.2 o.4 o.6 o.8 f.o 1.2 1.4 -
; 5- g DESCRIPTION OF MATERIAL g3 ' '
O
, Q. p 2 N P L ASTIC W ATER LIQUID N 1
W va $ t. " LI M IT C O N T E NT.% LIMIT g o 2 __ _ _4
" +____________.e---
j SURF. EL: 100.7' io ao 3e 4e so so 70 Ks s [ s Very stiff brown silty clay 108 <
-4 j ,4ph
-with roots to 1.5'
\s) -with shell fragments at l' 76 l
, .. : -with clay seams below 1.5'
- I ' '
103 15
....< Gray fine sand
- ..w -with sonJy clay layers, 6.5' to
{ 7.5'
- ': -with clay pockets below 7.5
-coarse to fine below 8.5'
- 10 .
3 15 l 50-COMPLETION DEPTH: 10' DEPTH TO WATER D ATE: April 26,1978 IN BORING: grouted DATE: April 26,1978 Am. No. 50, 1/15/79 FIG NO. M6
ACNGS-PSAR A k LOG OF BORING N O. H-44 D ALLENS CREEK NUCLEAR GENERATING STATION k ULTIMATE HEAT SINK D WALLIS, TEXAS Dj TYPE: 3" thin-wolled tube & 2" split-barrel LOCATION 8 t g g UNDRAINED SHEAR STRENGTH. TONS /So FT o w 0.2 0.4 0.6 08 1.0 1.2 1.4
; I- DESCRIPTION OF MATERIAL o- gg g i 2 us LIQUID , c. p N PL ASTIC WATER } w u) $ LI M IT C O N T E NT.% LIMIT f
a , +_____________e____________+ m j SURF. EL: 98 .98 to 20 30 40 50 so 70 N Very stiff brown clay
-with roots to 2' ,
.. Gray fine sand 5 ..- -with silty cl y seams to 6'
- . 1 <
-with cloyey silt seams below 7'
30 Stiff tan & light gray clay, 98 + - f * - - $ - -! - ' -+ - slickensided with calcareous nodules 92 h* ' e 15
-light gray & brown below 16' e
e 20-87 M- , a - *"---- -
~
Stiff light gray & brown sandy
- clay with shell fragments ,
3 {. j , y Stiff gray clay
-slickensided to 36' G
-with organic matter & shell fragments, 36' to 41.5'
-with fine sand seams below 90
.4. _ e_,_ __ - p
\ 39,
-with sandy clay layers below 7
-\( f 42'
. ..e}g Ton fine to medium sand 50/8"
-with gravel seams, 44' to 56'
-with sandstone layer, 44.5' to 47'
.. 38 50- = - - - - - - - - - - - - - - - - -
(Continued on Plate 6b) Am. No. 50, 1/15/79 FIG NO. M7a
ACNGS-PSAR LOG OF BORING N O. H-44 (Cont'd) ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SINK WALLIS, TEXAS g g UNDRAINED SHEAR STRENGTH. TONS /SQ FT C a m e % = $ o W w 36 0.2 0.4 0.6 C.8 t.0 1.2 t.4
- g. a: f DESCRIPTION OF MATERIAL c- O' g3 ' '
o c. W
}m 2 j
m D s P L ASTIC LIMIT WATER C O N T E NT,% LIQU:0 LIMIT N g o a g +_______. ____. __ _ -4 ,
/ 10 20 30 40 50 60 70
. . . . Tan ' fine to medium sand S. . -coarse to fine, 53.5' to 55'
!. -(.] 50/9" e 6 .
.; -with sandy clay seams below
.:l( 5g.
!,'g -fine, 59' to 67' 50/10"
- d. 50
/
#' -ton & light gray below 67' 35 e 6 '.-
-with clay layers, 72' to 73' 75 ' #
~
Brown and light gray clay
-with fine sand seams, 77' to 81'
-with sandy clay seams below 81' e -- s.....
.,. j g Light gray fine sand 50/11" 90- i -
-with sandy clay seams to 88' 95-
. .^li 50/6" -
Light ray sandy clay with 50/9" 100 h.yh 1 ca coreous nodules & deposits COMPLETION DEPTH: 100' DEPTH TO WATER Caved at D ATE: April 26,1978 IN BORING: 4.2' 24.li DATE: May 1,1978 Am. No. 50, 1/15/79 FIG No. M7b
ACNGS-PSAR LOG OF BORING N O. H-44A ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SIN K 3" thin-walled tube & WALLIS, TEXAS TYPE: Hvorslev Piston Sampler LOCATION p UNDRAINED SHEAR STRENGTH. TONS /SO FT U a M Br O $' O >. 6 o.2 o.4 o.6 o.8 1.0 1.2 1.4 - 5. Q. m 2 DESCRIPTION OF MATERIAL g3 ' ' 8 N
>. N PL ASTIC WATEA LIQUID W W h3 g C $ LIMIT C O N T E NT.% LIMIT SURF. EL: 98.9, j +.............e.__ ... . 4 i
/ to 20 so do so so , To Very stiff brown clay
\N%
( -with roots to 2'
'% Gray cloyey fine sand
-with silty clay seams to 6' 86 e 18
-5
-with cloyey silt seams below 7' o 66 96 N
10 15 25- - 40-45-50-COMPLETION DEPTH: 8' DEPTH TO WATER DATE: April 26,1978 lN BORING: grouted DATE: April 26,1978 Am. No. 50, 1/15/79 FIG NO. M8
ACNGS-PSAR LOG OF BORING N O. H-45 ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SINK WALLIS, TEXAS TYPE: 3" thin-wolled tube & 2" split-barrel LOCA':ON: { g UNCRAINED SHEAR STRENGTH TONS".o FT
' J j m 5 [
_h h
$ h f 2
DESCRIPTION OF MATERIAL O ' " ' C- p N P A' TIC WE L'C' - y M $ f Li M ' CO T' NT t*= ;1
+
l_ j SURF EL 98.5' d = io" ~ ~ ~[o-~ ]o 7 lo , ,_ ['
~E
~ ~ - ~
I Stiff ton clay i
* ' i l
-with roots to l' !
-with sand seems below 1' 21 '
3lTt' ro b ow 4' 4 1 -sondy befow 4.5' T
$ . ight gray & ton silty sand with 3 l i
. .g sor.dy clay seams 4 I l 30 Brown & light gray clay, with --
calcareous & ferrous nodules 10 +-o - g -- _ _ 4 - -l_ l 15 _ li 2 12 i -brown below 18' 3 1 20
\
Brown silty clay 6 ! ylN s N N N s s -with sandy silt layers & clay seems below 26' i l q -with sand partings below 28' 95 g f- --4I -30 N [NI . i i Gray clay with shell fragments
& calcareous nodules
-35 10 40 ." Ton coarse to fine sand e -with clay seams to 47.5' !
- . - -with gravel seams & pockets, .'~i 47.5' to 59' 23 i i l 1 l
l l 50- 'd0 3 * ' (Continued on Plate 8b) : Am. No. 50, 1/15/79 FIG No. M9a
AC NGS- PS AP. LOG OF BORING N O. H-45 (Cont'd) ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SINK WALLIS, TEXAS [ g UNDRAINED SHEAR STRENGTH. TONS'SO FT C a a *- O o W e 4 w m 56 0.2 0.4 0.6 0.8 1.0 I,2 1.4 d DESCRIPTION OF MATERIAL ' g3 CL y 2 m N 8-W un 4 P L A STIC W ATER LICUID N m 3 LIMIT C O N TE NT, *i. g , + . _ _ _ _ _ _ _ _ _ _ _LIMIT
/ 10 20 30 40 50 60 70 Ton coarse to fine send 55 . ' .b 47
. -{2 50/5" ;
k3 50/11" e 10 65-
-fine below 66'
'.h2 50/5" 70 -
- .: 9_
I 75 Brown & light gray clay with ' ' calcareous nodules Nl '
@ ~
80
-with sandy clay seams below 82' 3 50/10" 85-
~i8 Light gray fine sand 50/7" l 90- l
..~ -with cloyey sand seams to
' ', 91' 5 l'"
95- .U
-with sandstone seems at 97' 100 - - -
dU"*" ' I (Continued on Plate 8c) Am. No. 50, 1/15/79 FIG NO. M9b
ACNGS-PSAR LOG OF BORING N O. H-45 (Cont'd) ALLENS CREEK NUCLEAR GENERATING STATION ULTIMATE HEAT SIN K WALLIS, TEXAS [ g UNDRAINED SHEAR STRENGTH. TONS /SQ FT t 5 8 m 0 f DESCRIPTION OF MATERIAL 5 It g3 o.2 o.4 c.s e.e i.o i.2 t4 A y 3 M N W PL ASTI C WATER LlOO;D in $ $ LI MIT CO NT E NT. */. LIMIT a , __,_____________,_
/ * ,
to 20 30 40 50 so 70 y ' Very stiff light gray & tan sandy clay with sandstone . nodules & deposits, sand seams
-105 & layers i i i , ,
;., ,;' Light gray clayey sand with clay 1 N seams & sand seams 50/1" 110 5 -with sandstone nodules to 4 -
108'
-115 .
I s 50/2"
-120 ', .,
l Light gray fine sand I
-125- . . ' .
'A Soj3n
! 0-
-135-
. -with clay seams below 137'
.g 50/6" 140-
-with cemented sand layers
... .' below 141'
-145- .
'Y' 150-COMPLETION DEPTH: 149.5' DEPTH TO WATER DATE: May 2,1978 IN BORING: grout.ed DATE: May 2,1978 Am. No. 50, 1/'.5/79 pic go, gge
ACNGS-PSAR SYM B O LS AND TERMS USED ON BORING LOGS SOIL TYPES (sMOwN *N SYuaOL COLUMN) SAMPLER TYPES W 7 " ~ t $.!O*N eN s&MeLcs COLUMN) D o .* r l
- o a o ,.
. I+
\
M - - Gravel Sand Sitt Clay S helby Piston S plit No Predommant type shown heavy Tube Spoon Recovery TERMS DESCRIBING CONSISTENCY OR CONDITION CO ARSE GR AINEO SOtLS (ma,or port.on retained on No. 200 sieve): includes (1) clean gravets and sands, and (2) sitty or clawew gravels and sands. Condition is rated accoroing to relative density, as determened by laboratory tests. DESCRIPTIVE TERM R EL ATIVE D E N SITY Loose O to 407 Medium dense 40 to 70 7 Dense 70 to 4007 FtNE GRALNED SOILS (major portion passmg No. 200 sieve): mctwdes (i) morganic and org anic setts and claws (2) graveuw . sandy.or sitty claws. and (3) clavey setts Consis:- cy is rated according to shearmg strength.as encicated by penetrometer read >ngs or by unconfined compression tests. U N CO N D *! EO D ES C RIP TIVE TERM COMPRESSIVE STRENGTH TON / SQ FT Very soft less than O.25 Soft O.25 to 0.50 Farm O.50 to 1.00 Stiff 1.00 to 2.00 very stiff 2.00 to 4.00 M ard 4.00 and higher Note s..c men..aea ana f ...re e cia w. me w no.. to.er vnceaf.aea c o m er..... e st rengt t. en.n ene.n ..... e co. e+ p. ne et ....ne ret.ng. o f ..oi .oo.
. er ce.c . .n e ne s ea . the c o n...te ncy re e..ea en penetrometer resa.ne..
TERMS CHARACTERIZING SOIL STRUCTURE S t ic kensided
- having mesmed pianos of weakness that are stick ans giossy m appearance.
Fe s s u r e dt
- contaming s hrin k a g e cra cks, frequeritty fit ted with fme sand or sitt; usua ty more or less vertecat.
Laminate d - composed of thm layers of varymg color and te x t u re . Interbedded
- composed of alternate layers of different soil types.
Catcareous
- contammg appreciable quantities of calceum carbonate.
Wett graded
- ha vmg wide range m gram sizes and s ub stantial amounts of att intermediate particl e seres.
Poorly graded - predommently of one grain size, or hawmg a range of sites with some mtermediate size missing.
'erm. seet in tv. neert 4.* eenne.no ...is accere ng to tan.- teature er grain s.se eate. nut.on are en oueraence ..tn ene verito so.t etasse#<atione sustru, os ee cribee .n techn<at Menoesnawm No 5 m.
- ster.ov. Essenment Staten. Marca ess Am. NO. 50, 1/15/79 FIG NO. M10
ACNGS-PSAR Boring: H-43A Depth: 3' Material: Stiff dark gray sandy clay with clay pockets and calcoreous deposits Yd = 102 psf wi = 18 LL = 36 PL = 14 5-g4 - y o = 21' E - e = 0.75 ksf 3 5 x 2 j2 - e m e
/
m 1 0 ' ' ' ' ' ' ' ' ' ' 0 1 2 3 4 5 6 7 8 9 10 Norrnal Stress, Kips Per Sq Ft UNDISTUR BED 5- Notes: (1) Repeated direct sheer test used to determine the residual shear strength. (2) See Pfotes 31 and 32 for stress-strain curves. C4 - E t a. g3 x
; cr = 16' j2 -
c = 0.2 ksf Ji - - y- ' ' ' 0 '
' ' ' ' i 0 1 2 3 4 5 6 7 8 9 10 Normal Stress, Kips Per Sq Ft RESIDUAL DIRECT SHEAR TEST RESULTS Consolidated-Undrained Multiple-Stage Type Am. No. 50, 1/15/79 FIG NO. Mll
ACNGS-PSAR Boring: H-44 Depth: 11.5' Material: Stiff ton & light gray clay, slickensided, with calcoreous nodules yd* 92 w g = 34 5-(t . 74 PL = 22 C4 5 t 3 -
.'E x
E 2 - " 3 _____---------' i
' e=3 o 1 e = 1.65 ksf 1
m 1 - 0 ' ' ' ' ' ' ' ' - 0 1 2 3 4 5 6 7 8 9 10 Normal Stress, Kips Per Sq Ft UNDISTURBED S-Notes: (1) Repeated direct sheer tests used to determine the residual shear strength. 4 , (2) See Plates 33 and 34 for stress-strain m Curves . t a- - 3 .E
- e I2 -
{ gy - &r = 8.50 i c = 0,1 ksf
~ "
0~ - - - - - - - 0 1 2 3 4 5 6 7 8 9 10 Normal Stress, Kips Per Sq Ft RESIDUAL DIRECT SHEAR TEST RESULTS Consolidated-Undrained Multiple-Specimen Type Am.tio. 50, '/15/79 FIG NO. M12
4 m 3 3 Normal Load = 2.0 ksf I a2 8 - 3 -- O @ 3 _- _ @ 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 > Cummutative Forward Shear Strain, % 0 0 4 4 s;c 3 Normal Load = 4.0 ksi 3
.F i O o
a2 - e u
/
- 4 3 -
$ "1 [ /
f t U 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 Cummutative Forward Shear Strain, % 3 o z .o REPEATED DIRECT SHEAR p Stress-Strain Curves u Boring H-43A,3-ft Depth
4 7
/- ,
, --&~
/
3 3 f f
~~ ~
r-# i 2 I l /
/ /
3
,5 Normal Load = 6.0 lof "i _ _._
0 J t 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 6 38 40 42 44 46 48 50 52 Cummulative Forward Shear Strain, % h 4 5 I E 3 /
.3
~ /
2 r 1_ _
$ Normal lood = 6.0 ksf (cont'd)
E 1 0 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 Cummulative Forward Shear Strain, % m REPEATED DIRECT SHEAR E Stress-Strain Curves E Boring H-43A,3-ft Depth 3e ._
4 g' Normal Lood = 4.0 lof r~ i --
~
0 0 2 4 6 8 10 12 14 16 18 20 22. 24 26 28 30 32 34 36 38 40 42 44 46 48 50 $ Commutative Forward Shear Strain, % h E 4 3 3 Normal Load = 6.0 ksf E. 2 F 5 / - O p I i / ~ s f o, C 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 C Commulative Forward Shear Strain, % 3e REPEATED DIRECT SHEAR
$ Stress-Strain Curves z Boring H-44,11.5-ft Depth b
w
4
. 3 .2 I' Normal Load = 8.0 ksf .
- x ~
1
^
D @ 1 f 0 0 2 4 6 8 10 14 16 12 18 20 22 24 26 28 30 32 34 36 Commutative Forward Shear Strain, % 6 b E 5 T 5 Normal Load = 8.0 ksi (cont'd) \j
. 4 x 3
. ~
/
l 5 > / ? 5 n J
~
D 5 s / 2 / / Note: Specimen experienced _ R /
/ /
[ substantial loss of material during the third and fourth j I H repetitions. _ 0 y 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 "
.2 74 76 78 Commulative Forward Shear Strain, %
E z ? REPEATED DIRECT SHEAR x Stress-Strain Curves 5 Boring H-44,11.5-ft Depth
Boring: H-44 Depth: 14' O 18' O Material: Stiff tan and light gray clay, slickensided with calcareous nodules c 2-m' D a. 8. 52 8 '
- C= 0.1 ksf g g-i -
4=9 y 4 8
- A-g0 e i . . .
g 0 1 2 3 4 5 6
- Normal Stress, Kips Per Sq Ft 3
R a
;5 a
8 { CONSOLIDATED-DRAINED REPEATED DIRECT SHEAR TEST RESULTS
1 t I Boring: H-44 Depth: 14' Material: Stitf ton and light gray clay, - slickensided with calcareous 3 nodules g' 5 E i 30.5
, i
, Norm, al Stress = 1.0 ksf
.N - k f O -
(2)
~
0 0.0 , 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Commulative Forward Shear Strain, % 30.5 i i i . i i Normal Stress = 1 ksf(Cont d) i c 0 1 O O 36 38 40 42 44 46 48 50 52 54 56 58 60 62 Cummutative Forward Shear Strain, % - 3 e 1.0 i i . i 3 Normal Stress = 2.0 ksf g 9 i i 5 0,5 m % 0 t M ( m O O O . 0.0 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Cummulative Forward Shear Strain, %
~
ACNGS-PSAR l l l l l Normal Stress = 4.0 ksi N j 1.0 E
\\
a
~
k % - ww , L - 0.5 0.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 8 malative omd Sha Swin 2.0 g , , , , Normal Stress = 6.0 ksf i 1.5 m __ w ,
\
J2 # ; s 0 --
/
/
*1 J
~ / Y w t D D D i
0.5 0.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 Commulative Forward Shear Strain, % CONSOLIDATED-DRAINED REPEATED DIRECT SHEAR Stress-Strain Curves Am. No. 50, 1/15/79 FIG NO. M18
ACNGS-1.5 - Boring: H-44 Depth: 18' s j,o _ Material: Stiff ton and light gray clay, i slickensided with calcareous y nodules y B Notes: (1) Tests were mutiple-specimen type 5 * (2) Samples were allowed to consolidate to equilibrium prior to each shear cycle. 0.0 _ 0 2.0 - g 0.5 a , p i i i ,
,- Normal Stres,s = 1. 0 ksf sm _ _ ~
% l _
{ @ (3) ' O.0 ' i 1.5 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 Commulative Forward Shear Stroin, % g . E 1.0 i i i , , g 1.0 -- Normal Stress = 2.0 ksF B
- m -
a 2: 0.5 Nx ;
\ 0.5 -
3
"~
Q
^
0.0 0.0 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 0 Cummulative Forward Shear Strain, %
ACNGS- PSAR 1.5 i i i i i Normal Stress = 4.0 ksf i 1.0
~ - .
( \
;} V '-
0.5 ~ (2) 0 0.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 Commutative Forward Shear Strain, % 2.0 , , , Normal Stress = 6.0 ksf f 1.5
) .
9
\ N
{ N rw _ G A
$ $ (4) (
0.5 0.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 Cummulative Forward Shear Struin, % CONSOLIDATED-DRAINED REPEATED D; RECT SHEAR Stress-Strain Curves Am. No. 50, 1/15/79 FIG No. M19
ACNGS-PSAR
. - .... i. ... . ... - . .........
s . <. ~ >
--.--.-g g,- _
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- a
.+i i i( i ie e 1i r e a ' f 'M 3' ' ' ' ' ' g$
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1
,g 800 ',0 iO $ i GS 0. s act V0 G C;$ 0.0 01 GRAIN $12E ih MILLIMETER $
G**.E6 i s a a. c SCcp
- u. .. . . . i .: ...i . . , . ...
GR ADATION OF TEST SPECIMEN Unit Dry Weight, Cme Boeing Penenution Material per 1 ' H-42A 7-9 Tan Gne sand 96 2 H-42A 13-15 Tan fine sand 98 15 3 H-4M 4-6 Tan silty One sand 97 w 8 u w 12 e 2 ed = 38* 4 Note: Unit Dry Weights are 3 o based on piston sampler. m w 9 _ O CL m x O m. 6 LU m w a m 0 4 . w 3 I m 0 1 l I l 1 I I i ! O 3 6 9 12 15 18 21 24 27 NORMAL STRESS, KIPS PER SQUARE FOOT TRIAXIAL COMPRESSION TEST RESULTS Consolidated-Drained. Multiple-Specimen Type / I Am. No. 50, 1/15/79 FIG NO. M20
ACNGS-PSAR Test Pit: 6 Depth: 5' OPTivuv *ATER CONTENT' 12 * . TEST METHOD' ASTM 1557 vax unit DRY WElGHT- 105 LB/cu rr M ATERI AL: ion One SOnd 125 i i i i : i 1 I i !, Wet I I I i
\ a
/ : i '
l l [ l /' 115 i t '/ I 1 i ' , o ! ' , l , f A
+
l i i r
, i I ! } l l s' i
; I' ,
= 110
' 'r i o i i i ! l l l l
'\ l i
- w i i -
3: i t j , i i < l i i i 3
! i i l ! , Dry > j f I 3 I I I i ! I I Il I -
105
, , ; j gj;,' l I i\ i
! i i .
1/ . 1 I ! !
~ - -
l , , .(l ! i
.%_l I i
Zero Air Voids Line -
,' Specific GrOvity = 2.65 l ,
p 100 ,
\ \
i i !
' ' t l
' i '
95 ' 0 5 10 15 20 25 W AT E R CONTENT, % C O M PA CTIO N TEST R E S U LT S Am. No. 50, 1/15/79 FIG NO. M21
ACNGS-PSAR Test Pit: 6 Depth: 10' OPTIM UV WATER CONTENT' 12 /. Test utisco~ ASTM 1557 vu us:T ony *tiowT: 110 ts/cu ri M ATERI AL: IQn fine sOnd 130 l 6 l i t i i i ~
- I i
125 , ' i l : Wet I I : ,
\
1_- . -- 120 I I/ ,
= .
i t __ u . L s .
! i m
a , l = 115 . O l l 4 3:
'I l
-r: -
g _.
- i I Zero Air Voids E i !
i _ Line, Specific " i - + ! i i I Gravity = 2.65 110 _Dy l ! ___ i i i I i l ~ 1
, i i
g 105 _f i t\ , l t l1 ! l
, ! i l l 0 5 10 15 20 25 W AT E R CONTENT, %
C O M PACTIO N TEST R E S U LT S Am. No. 50, 1/15/79 FIG No. M72
ACNGS-PSAR Test Pit: 7 Depth: 5' opTtvuv acEn eccEr.- 12 . TEST VETHOD ASTM 1557 max u t. ;T oav w tic-T. 103 a: r-u tTE Rit L: Ton fine send 125 120 y,,,,.--.-- t 115 , t ; o . { v 4 - N I m _ i_ ;
;. ^ ' "*
110 2 __j ' Specific Gravity = 2.65
- w 3 I g . _ . . - q_ r_.__... __ - . . -__--_
' I z !
s I i 105 i . , I 100
/ i b
+
I I 95 0 5 10 15 20 25 W AT E R CONTENT, % CO M PACTIO N TEST R E S U LT S A:a. No. 50, 1/15/79 FIG NO. M23
ACNGS-PSAR Test Pit: 8 Depth: 5' O PTIM U M W ATE R CO NT E NT: Il '/. TEST METHOD: ASTM 1557 MAX UNIT DRY W EtG HT: 110 te/cu rT M ATERIAL; Ian fine Sand 130 t i
, ! I -
1 I i i i ' i l i i I i l . i i ; i i
' t i i < l l !
~
i ! ' ' i 125 i t I i
; I i l (Wer I , .
I 1
' ' I
' ' ' ' I 120 t i ! ' '
i i i l ! ! I m i i i 1
, i i : i r
, i. .
i y I \ li I i i i , } l
+
! l l 4
i l [ m J ' i i i f; 1 ! , l J I 115 --
-' 'i i
/ l l '1 -
! \;i-Zero Air Uoids - .
' ' I ' I I I '
l [I ! , ' Line, Specific y 3:
' ' ' ! ' i d Gravity = 2.65._
! , I I j ; ! ~j i: i i
b . . ,
- i .i
! I I 1 i .
,i 1
! I z i 3
110 - I I I I - I I ' 7 I \ I ' I i i l i t
/ ! ! l \ ! ! i
! 1 l i i i !
i ! l ,\ ! , ! 1
! i A l i 1 l '
/. l t t i I ; i i : ' % -+I i i ,
I : i
' ' l 1 ! ' l l l '
105 I i , I , ! 1 l I I l t j l l , i 6 i l t
' ' i i l i i i i : < j l l i ! i ,
I i ' I ! i ! ' i 100 O 5 10 15 20 25 W AT E R C O N T E N T , */. CO M PACTIO N TEST R E S U LT S Ara . No. 50, 1/15/79 FIG NO. M24
ACUGS-PSAR Test Pit: 9 Depth: 5' OPTIMUM WATER CONTENT- Il % TEST METHoo: ASTM-1557 M Ax UNIT DRY WElGHT: 110 Le /cu rT M ATERI AL: Ion silty fine Sond 130 i '
- l I I ~
ii - i l l
! l l j ,
i 125 I - I i
, j , Wet .
Ll 120 t ; , ,
/ , i ! : i :
! i U '
p i l , I i [! l I I I i I ' ! )" l I i ! i [ l i ! ( ! i . , , i i i : i
/! l t 1 , t ! , ! 1 F'
I 115 i i l
' i / ,
i I ! i i ' i I i o ! . i /i i i i il ! i y : i j i i i
! I .'
s - t l I I! ' i l '
' Zero Air Voids-E ! l I i t i I '
'. . \ ine, a
i Dry L-i ; i j i j Specific 110 l ! g] j . , gG,rovity = 2.65-1 i t i /l i 1 i l'i ' Ni'
; i i i i i i : , ;
! i .
x I ,
- I ! ' ; h; I \
105 i ! ' '
\ s i , , -
i i ei I l l i ! ! I i i ! : , l i : { , ; , i i i l , i
, i i
jg l t i , I i 1 0 5 10 15 20 25 W AT E R C O N T E N T , */. C O M PACTIO N TEST R E S U LT S Am. No. 50, 1/15/79 FIG NO. M25
ACNGS-PSAR BORING: H-42D E PT H : 90' U N IT DRY WElGHT: 114 LB /CU FT M ATERIAL: Very stiff light gmy sandy clay WATER CONTENT: 17 % LIQUID LIMIT: 39 PLASTIC LIMIT: I4 initial Void Ratio = 0.4722 5pecific Gmvity = 2.68 (assumed) l I 1
\i s 2m X ]t 4 \ \
3
's 4
s N \
\
\
.G z 5 i g 6 3l \ b N 7 o Ni 8
\
9 10 11 12 13 14 0.4 060.81.0 2.0 4.0 6.0 8.010 .20 30 40 50 0.1 0.2 VERTICAL PRESSURE, TON /SQ FT CO N SOLIDATIO N TEST R ESU LTS Am. No. 50, 1/15/79 FIc No. n26
ACNGS-PSAR BORINo H-42A DEPTH: 3' UNIT ORY WEIGHT: 114 LB/CU R M ATERI AL: Very stiff dark gray & brown WATER CONTENT: 16 % silty clay LIQUID LlWIT: 32 PLASTIC LIMIT: 13 0 - y Void Ratio = 0.469 Specific Gravity = 2.68 (ossumed)
)
N N 2 N N 3 4A N 5
\ x s b
w I 6
\x ?s s
\
t . 7 - N s 8 5 , z ~ m U 10 11 12 13 14 IS 0.1 0.2 0.4 0.60.81.0 2.0 4.0 6,0 8.010 20 30 40 50 VERTICAL PRESSURE. TON /SQ FT CON SOLIDATION TEST R ESU LTS Am. No. 50, 1/15/79 FIG NO. M27
ACNCS- PSAR BORINGH-43 OgpTH; 85' UNIT DRY WEIGHT: 110 ts/cu FT M ATERI AL: Very stiff light gmy sandy clay WATER CONTENT: 18 % LIQUID LIMIT: 59 PLASTIC LIMIT: 17 Initial Void Ratio = 0.5199 0 T i \ 3
\ v 2
\ \
3 , 4 s 2 w 5 \ N 6 s NN 7 u x z d 8 5 ' 9 l 10 11 12 13 l' O.I 0.2 0.4 0.60.81.0 2.0 4.0 6.0 8.010 .20 30 40 50 VERTICAL PRESSURE, TON /SQ FT CO N SOLIDATION TEST R ESU LTS Am. No. 50, 1/15/79 FIG No. M28
ACNGS-PSAR BORING: H-43A oEPTH: ) ,$' UNIT DRY WEIGHT: 108 L8/Cu n M ATERI AL: Very stiff brown silty clay WATER CONTENT: 13 % LIQUID LIMIT: 36 PLASTIC LIMIT: 14 l Initial Void Rotio = 0.5647 5 if Gravity = 2.70 (ossumed) 0 N j k N N 2 T
\
3 4 G I S %\ 6 h b \ e u 7 \ N
\
b *
- E 's, s 9
\
N 4 10 11 12 13 14 0,1 0.2 0.4 0.60.81.0 2.0 4.0 6.0 8.010 .20 30 40 50 VERTICAL PRESSURE. TON /SQ FT CO N SOLIDATION TEST R ESU LTS Am. No. 50, 1/15/79 FIG NO. M29
ACNGS- PSAR BORING: H-44 o E pTH : 25' UNIT DRY WEIGHT: 87 LB/CU FT M ATERI AL: Very stiff light gray & brown WATER CONTENT: 36 % clay with calcareous nodules LIQUID LIMIT: 70 PLASTIC LIMIT: 22 0 0 ^ l Void Eatio: 0.938 Specific Gravity: 2.70 (assumed) 2 N \, kIN 4 \
\
l I 6 I
\ ,
8
\ ' \
2 w 12 N \, N k i z \ z \ 14 N w , y I 16 N o o 18 w4 5 20 22 24 26 28 30 0.1 0.2 OA 0.60.81.0 2.0 a.O 6.0 8.010 20 30 40 50 VERTICAL PRESSURE, TON /SQ FT CO N SOLIDATION TEST R ESU LTS Am. No. 50, 1/15/79 FIG NO. M30
ACNGS-PSAR BORING: H-44 D E PT H : 25' UNIT LRY WEIGHT: 87 LB /CU FT M ATE RI AL: Very stiff light gray & brown Wr.f E R CONTENT: 36 % clay with calcareous nodules Llouio uuiT: 70 PLASTIC LIMIT: 22 0 0 Void Ratio: 0.938 pecific Gravity: 70 (ossumed) l
\
N\ bN 4 \
\
6 \ ' 8 x 10 y = \ G 12 z ,N E \ w 14 \ g 16 u N
- 'N 'w s U 18 4
5 20 22 24 l 26 28 30 0.1 0.2 0.4 0.60.81.0 2.0 4.0 6.0 8.010 20 30 40 50 VERTICAL PRESSURE, TON /SQ FT CO N SOLIDATION TEST R ESU LTS Am. No. 50, 1/15/79 FIG No. M30
ACNGS-PSAR GR AIN SIZE CURVES
. . . . . . . . . ...._..e . . . . . . . , .
, , - s , s s . . . - , . ,_ _ _ _ ,- ,
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sOO SO 10 $ i C5 Os 0 05 00' 000S 0 001 GRA!N SIZE IN MILLI M ET E RS o mavn a SAM I s itt .eCLav c..... .... c..... . . . , - 1 r~ Curve No. Boring No. Penetration, F e Material I H-42 11.5 Ton fine sand 2 H-42 15.5 Tan fine sand 3 H-42 34.5 Ton coarse to fine sand with grovel 4 H-42 39.5 Tan coarse to fine sand with grovel G R AIN SIZE CURVES
, , ., s , s . . . . _ . ,
, , , _ , _ _ _ o 10 0 -
f f-i I t'-4, _- t .
- !I',1, 1_ h _ M[1d I j i
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a
=
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f +
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f
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+- - -- - - -
A ~4 - - ro tn
+;t j-oni1
- j - f1 - - pf n y' hVt1tt '4 -
{ p g m , g o IQ t- ~
+g <4 - d -. . .. t .
Q1 -- 90 l llil soo 0 5o0 So 60 S . OS on 0 03 ooi coog g ooi GR AIN SIZE IN MILLIM ETE RS s aavn s**n siu .c cLar c... .... c . . . .. i u..~- i '~ Curve No. Boring No. Penetration, Ft Material 5 H-42 59.0 Tan grovelly coarse to fine sand 6 H-42 79.0 Tan medium to fine sand 7 H-42A 12.0 Ton fine sand 8 H-43 25.0 Red coorse to fine sand with grovel & clay layers Am. No. 50, 1/15/79 FIc No. M31
ACNGS-PSAR GR AIN SIZ E CURVES
- v. e ..e .e e .es . ..e .e. ..i...e,..., .....es te.
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ACNGS-PSAR EFFECTIVE PAGES LISTING CHAPTER 3 DESIGN OF STRUCTURES, COMPONENTS, EOUIPMENT AND SYSTEMS PAGE AMENDM ENT 1* 50 la* 48 2* 39 3x 39 4* 47 5* 49 6* 48 7* 49 8* 50 9* 46 10* 45 11* 49 12* 48 13* 42 14* 47 15* 48 16* 44 16a* 39 17* 50 18* 48 i 35 ii 35 iii 35 iv 35 v 35 vi 35 vii 35 v i ii 35 ix 35 x 35 xi 35 xii 35 xiii 37 xiv 35 xv 35 xvi 44 xvii 44 xviii 44 xix 48 xx 35 xxi 44 xxii 35 xxiii 35 xxiv 35 xxv 35
- Effeetive Pages/ Figures Listing 1 Am. No. 50, 1/15/79
ACNGS-PSAR EFFECTIVE PAGES LISTING CIIAPIER 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT AND SYSTEMS Page Amendment 3.7-28c 42 3.7-28d 42 3.7-29 35 3.7-30 44 3.7-31 35 3.7-32 35 3.7-32a 35 3.7-32b 35 3.7-32c 44 3.7-32d 44 3.7-33 (deleted) 37 3.7-34 (deleted) 37 3.7-34a (deleted) 37 3.7-35 (deleted) 37 3.7.A-1 50 3.7.A-2 49 3.7.A-3 49 3.7.A-4 48 3.7.A-5 3.7.A-6 48 3.7.A-7 48 3.7.A-8 48 3.7.A-9 48 3.7.A-10 48 3.7.A-11 48 3.7.A-12 48 3.7.A-13 48 3.7.A-14 48 3.7.A-15 48 3.7.A-16 48 3.7.A-17 48 3.7.A-18 48 3.8-1 35 3.8-2 35 3.8-3 41 3.8-4 35 3.8-4a 35 3.8-4b 35 3.8-4c 35 3.8-4d 35 3.8-4e 35 3.8-4f 35 3.8-4g 39 3.8-4h 35 3.8-41 35 3.8-4j 35 3.8-5 35 8 Am. No. 50,1/15/79
ACNGS-PSAR EFFECTIVE FIGURE LIST
- CllAPTER 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT AND SYSTEMS Figure No. Amendment No.
3.7-30 35 3.7-31 35 3.7-32 35 3.7A-1 48 3.7A-2 48 3.7A-3 48 3.7A-4 48 3.7A-5 48 3.7A-6 48 3.7A-7 48 3.7A-8 48 3.7A-9 48 3.7A-10 46 3.7A-11 48 3.7A-12 48 3.7A-13 48 3.7A-14 48 3.7A-15 48 3.7A-16 48 3.7A-17 48 3.7A-18 48 3.7A-19 48 3.7A-20 48 3.7A-21 50 3.7A-22 50 3.7A-23 50 3.7A-24 50 3.7A-25 50 3.7A-26 50 3.7A-27 48 3.7A-28 48 3.7A-29 48 3.7A-30 48 3.7A-31 48 3.7A-32 48 3.7A-33 48 3.7A-34 48 3.8-1 5 3.8-2 - 3.8-3 - 3.8-4 26 3.8-4a 30 3.8-4b 30 3.8-4c 30 3.8-4d 30
- /.11 Figures whether labelled " Unit 1" or " Units 1 & 2" are to be con-sidered applicabic to Unit No. 1.
17 Am. No. 50, 1/15/79
ACNGS-PSAR APPENDIX 3.7.A SEISMIC DESIGN CONSIDERATIONS
1.0 INTRODUCTION
48 This appendix presents an in-depth discussion of the coil structure N130.6 interaction analysis methodology employed to design Allens Creek NCS - Unit No. 1 for earthquakes. It demonstrates that the analytical methods presented herein result in a conservative treatment of the seismic design of those structures, systems and components important to safety. Tabl e 3. 7. A-1 provid es a summary listing of the various analyses pe r fo rmed . 2.0 INPUT MOTION 2.1 This section has been deleted. 2.2 DESIGN RESPONSE SPECTRA De sign response spectra were obtained in accordance with guidelines provided in Regulatory Guide 1.60. The Regulatory Guide 1.60 spectral shape is considered conservative over certain frequency ranges when applied to the deep alluvium deposit Allens Creek site. As such, the use 49 of the Regulatory Guide 1.60 response spectra rather than site-specific response spectra provides additional conservatism for the ACNGS seismic soil-structure interaction analyses. 2.3 CONTROL MOTION ELEVATION For Allens Creek, the design time histories (consistent with Regulatory Guide 1.60 response spectra) will be applied at the foundation level of each Category I structure. 49 During discussions with the NRC, analyses were performed comparing the effect of the location of the control motion with respect to the Reactor Building. A comparison of accelerations obtained at various points (refer to 48 Figure 3.7A-2) indicates a relatively close agreement between results ob-tained with the control motion defined at the bottom of the Reactor Building N130.6 mat (FLUSH-b) vs. at the ground surf ace (FLUSH-a) . Maximum accelerations at various po int s fr om the above two cases are presented in Table 3.7. A-3 and 3.7A-1 Am. No. 50, 1/15/79
ACNGS - 1 ALLENS CREEK - REACTOR BUILDING 5.00 - TOP OF MAT ENVELOPE OF G AVE G/1.5 G'1.5 CASE " BASE" (FLUSH - a) CASE 1 - - - - - - (SPRING - a) 4.00 3.00 - 6 O
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ACNGS-ALLENS CREEK - REACTOR BUILDING 5.00 OPERATING FLOOR ENVELOPE CASE " BASE" (FLUSH - CASE 1 - - - - - - (SPRING - 4.00 - 3.00 - 3
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Am. No. 50, 1/15/79 HOUSTON LIGHTING & POWER COMPANY Allens Creek Nuclear Generating Station Unit 1 SPECTRA COMPARISON FLUSH.A VS SPRING-A FIGURE 3.7.A-22
AO ALLENS CREEK - REACTOR BUILDING TOP OF RPV ENVELOPE OF G AVE G/1.5 G'1.5 CASE BASE (FLUSl CASE 1 - - - - - - (SPRlh 4.00 - 3.00 8 W 2.00 1.00 - o
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ACi ALLENS CREEK - REACTOR BUILDING CRANE SUPPORT ENVELOPEi CASE " BASE" (FLUS CASE 1 - - - - - - (SPR lf-4.00 3.00 - 8 W 2.00 -
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FREQUENCIES (CPS) Am. No. 50,1/15/79 HOUSTON LIGHTlHG & POWER COMPANY Allens Creek Nuclear Generating Stetien Unit 1 SPECTRA COMPARISON FLUSH.A VS SPRING-A FIGURE 3.7.A-24
ACK ALLENS CREEK - REACTOR BUILDING 5.00 TOP OF STEEL CONT. ENVEL CASE " BASE" (FLL CASE 1 - - - - - - (SPR 4.00 3.00 - 6 U a 2.00 - b
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ACI 5.00 - ALLENS CREEK - REACTOR BUILDING TOP OF PEDESTAL ENVELOPE ( CASE " BASE" (FLU CASE 1 - - - - - - (SP R 4.00 3.00 6 W 2.00 - 1.00 SW W GID p ens M p- , I I 0.50 1.00 2.00 FI
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ACNGS-PSAR EFFECTIVE PAGES LISTING CHAPTER 14 INITIAL TESTS AND OPERATION Page Amendment 1* 50 2* 33 1 33 11 33 til 33 14.1-1 41 14.1-la 50 14.1-1b 50 14.1-2 50 14.1-3 33 14.1-4 33 14.1-5 33 14-1-6 41 14.1-6a 41 14.1-7 33 14.1-8 33 14.1-9 11 14.1-10 - @ 14.1-11 14.1-12 33 14.1-13 33 14.1-14 33 14.1-15 33 14.1-16 33 14.1-17 33 14.1-18 - 14.1-19 - 14.2-1 - 1
- Effective Pages/ Figures Listings Am. No. 50, 1/15/79
ACNGS-PSAR c) To provide baseline data upon which future normal and safe oper-ations of the plant may be based and to assist in the evaluation s of subsequent periodic tests. In general the initial test program will be developed in accordance with 41 the guidance contained in NRC Regulatory Guide (RG) 1.68, "Preoperational 9 and Initial Startup Test Programs for Water-Cooled Power Reactors... 423.1 Additional NRC Division I RGs applicable to the development of the initial test program will be used based on the Applicant's position stated in Appendix C of the PSAR. It is recognized that some insight to certain problem areas may be gained through review of abnormal occurrence reports from operating reactors. 41 This could lead to detection and correction of these problem areas during 9 the initial test program. The abnormal occurrence reports will be screened, 423.2 categorized and filed by Nuclear Engineering Department personnel, with additional review by Energy Production Department personnel. Appicable ab-normal occurrence reports will be identified to the individuals responsibic 50 for writing test procedures so that the reports may be used as input for the initial test program. 14.1.1 ADMINISTRATIVE PROCEDURES (TESTING) HL&P personnel will have overall responsibility for the initial test program. 41 This includes the review and approval of test procedures, the review and 1 approval of system performance , and the documentation of results. 423.3 The Plant Superintendent and/or Assistant Superintendent, assisted by the plant supervisory and professional-technical staff and representatives of GE and EBASCO, shall be responsible for the preparation of preoperational and initini startup test procedures. These procedures shall be reviewed by the Plant Nuclear Safety Review Committee (PNSRC), described in Section 11 16.6.5.1, prior to approval. These test procedures shall be approved and signed by the Plant Superintendent, or his designated alternate, before being im p lement ed . Test results shall be reviewed and certified by the PNSRC. Predesigned forms shall be utilized for test review, data logging, review and approval of test results. These fo rms shall be retained as part of the pe rmanent plant records. Personnel qualifications of those involved in the above administration procedures shall be furnished by amendment when the organization is fully developed. Plant operating and emergency procedures will be prepared by plant operating and technical personnel with the assistance of others. The procedures will 41 be tested and revised as required during the onsite training of plant person- Q nel. The procedures will be trial-use-tested to the fullest extent practi- 423.3 cable during the initial test program. A description of the methods that will be used during the preoperational testing and initial operation period to demonstrate the adequacy and feasibility of the normal and emergency operating procedures shall be included in the FSAR. Draft versions of the normal and emergency operating procedures will be available during the initial test program. This will e give the operating staff an opportunity to familiarize themselves with the procedures, compare them to the test procedures, and modify them if necessary to assure their completeness. Proper training for the safe and 14.1- la Am. No. 50, 1/15/79
ACNGS- PSAR 41 dependable normal and emergency operation of the various plant systems I q and subsystems is described in Section 13.2.1, " Plant Staff Training 423 Program. .3 The qualifications of individuals performing key functions in preopera-tional and startup testing programs will be as follows: Minimum qualifications of individuals that direct or supervise the conduct of individual Preoperational Tests. (At the time that the individual is assigned to the task). a) A bachelor's degree in engineering or the physical sciences or the equivalent and one year of applicable power plant experience. Included in the one year of experience should be at least three months of indoc-trination/ training in nuclear power plant systems and component operation of a nuclear power plant that is substantially similar in design to the type at which the individual will perform the function or b) A high school diploma or the equivalent and four years of power plant experience. Credit for up to two years of this four year experience may be given for related technical training on a one-for-one time basis. Included in the four years of experience should be at 1 cast three months of indoctrination / training in nuclear power plant systems and component operation of a nuclear power plant that is substantially similar in design to the type at which the individual will be employed. Minimum qualifications of individuals that direct or supervise the conduct of individual startup tests. (At the time of assignment to the task). a) A bachelor's degree in engineering or the physical sciences or the equivalent and two years of applicable power plant experience of which at least one year shall be applicab' nuclear power plant experience or, b) A high school diploma or the equivalent and five years of applicable 50 power plant experience of which at least two years shall be applicable nuclear power plant experience. Credit for up to two years of non-nuclear experience may be given for related technical training on a one-for-one time basis. Minimum qualifications of individuals assigned to groups responsible for re-view and approval of Preoperational and Startup Test Procedures and/or re-view and approval of test results. (At the time the activity is being performed), a) Eight years of applicable nuclear power plant experience with a minimum of two years of applicable nuclear power plant experience. A maximum of four years of the non-nuclear experience may be fulfilled by satis-factory completion of academic training at the college level. An appropriate number of qualified engineers (approximately twenty) will be on hand to carry out the test program consistent with the test schedule and the requirements for personnel for each test. e 14.1-lb Am. No. 50, 1/15/79
ACNGS-PSAR 50 14.1.2 ADMINISTRATIVE PROCEDURES (MODIFICATIONS) The Plant Superintendent will be immediately informed of any proposed sys-tem modification and/or changes in procedures resulting from test results. Modifications following plant operations shall maintain the same level of 11 quality assurance as it would have received if installed originally. All of the applicable quality requirements, modified to the extent necessary to suit the modification, shall be utilized. The following sections describe the manner in which a modification shall be implemented. 14.1.2.1 Identification and Notification of Required Modifications Modifications to the as-built characteristics of ccmponents, systems and structures may be required for several reasons: a) Operational performance of the item or system does not satisfy re-quired conditions or criteria, e.g., insufficient pump head, im-prcyar valve closure time, etc. b) Changes to federal regulations or industrial codes and standards require backfitting or upgrading of equipment, e.g., issuance of Regulatory Guides, addenda to codes, etc. c) Recommendations from the Allens Creek Architect-Engineer, NSSS Supplier or equipment vendors based on additional testing, inspec-tions, analyses, or operating data d) Modification required in the switchyard due to additional generat-ing capacity at the station, electrical auxiliary systems or addi-tional transmission lines from the station or changes in the arrangement of the switchyard to improve the reliability of the switchyard The Plant Superintendent shall be notified immediately when such possible modifications are identified. The primary sources of notifications will be the plant operating staff and the HL&P home office. 14.1.2.2 Administration of Modification Activities Three distinct phases will exist for the administration of modification activities. Specifically they will consist of: a) Determination of necessity for the modification b) Development of the procedures to be employed to perform the modifi-cation s, 14.1-2 Am. No. 50, 1/15/79
ACFCS-l'SAR Open Item No. 361.4 Following its review of responses to Item 361.4 that you provided in Amendments 42 and 44, the Corps of Engineers in its letter of June 23, 1978 (copy attached) provided additional comments about compaction requirements for Class I-a Fill and the e f fect of slickensfacu surfaces on the design shear strength. Provide the clarification outlined oy the Corps of Engineers in i's letter of June 23, 1978.
RESPONSE
Class 1-a Fill material will be compacted to a minimum relative density of 48 80 percent. The field control will be determined using the Modified Q Proctor test. 361
.4 The referenced Corps of Engineers' letter comments that Class I slope stability analyses be performed using residual shear strength parameters. 50 The Applicant has performed an effective stress r tability analysis on g Class I slopes using residual strengths for natural clays, remolded strengths 361 for compacted clays and a safety factor of 1.25. The results of this ana- *4 lysis as discussed in Appendix 2.5M in Chapter 2.
M361.4-1 Am. No. 50, 1/15/79
ACNGS-PSAR ASSUMPTIONS
- 1) A maximum of two LPCI pumps (specifically LPCI "A" and LPCI "B")
can be fully diverted at ten minutes to the containment spray mode. (NOTE: LPCI "A" shares an energency diesel generator with the LPCS; LPCI "B" and "C" share an emergency diesel generator. The pump associated with LPCI "C" cannot be diverted to containment s prays .)
- 2) The standard SAR assumption of one automatic depressurization system (ADS) valve failure combined with the worst additional single failure was retained because this assumption is built into the present model. In addition, failure to account for this ADS valve failure would result in limitations on the operation of Allens Creek plant which could affect plant availability. This l 50 bounding assumption yields conservatively higher cale ilated peak cladding temperatures (PCTs) by approximately 100 F.
- 3) Approved Appendix K analysis models were used, except that some LPCI flow to the reactor vessel was stopped ten minutes af ter the a cc id en t .
RESPONSE TO SPECIFIC NRC CONCERNS Only those accident cases which are not 'efloodeo to the hot node before ten minutes are af fected by the assumed LPCI diversion. Once the core has been reflooded, only one ECCS pump is necessary to keep the core covered. Thus, thegreaksaffectedinclude small breaks less than approximately .02 f t (depending on the break location) and outside steam line breaks (OSLB). The effect of the assumed LPCI diversion on the OSLB is small and is discussed in a later section of this report. The following break locations were considered: A) core spray line, B) recirculation line, C) feedwater line, D) the steam line, and E) LPCI line. A brief summary of each analysis is provided below. 6 N211.3-16 Am. No. 50, 1/15/79
ACNGS-PSAR Open Item No. 361.5 In Section 9.2.5.3.2 of the PSAR you state "In the event that the rate of sediment accumulation is such that it appears that the allowable level of accumulation will be exceeded during the life of the plant, the sediment will be removed before that allowable level is reached." In addition to level of sediment accumulation, limits on slope of the surface of the accumulated sediment should be considered to assure that unacceptable con-sequences will not result from flow into pump intake during design basis events. State the allowable configurations fo r accumulated sediments within the cooling lake and provide a preliminary description of the technical specifications that will be used to assure maintenance of acceptable sediment con-figurations. Include criteria, procedures, and technical specifications for maintaining sediment configurations.
RESPONSE
The applicant will periodically inspect the UHS to determine if unaccept-able sediment buildup is occurring. Both depth of sedimentation and slope will be measured to determine buildup. The allowable limits and the method chosen for monitoring slope and depth of sediment will be presented to the , NRC after issuance of the Construction Permit but prior to the initiation 50 of Construction of the Ultimate Heat Sink. h> > N361.5-1 Am. No. 50, 1/15/79}}