ML19253A086
| ML19253A086 | |
| Person / Time | |
|---|---|
| Site: | New Haven |
| Issue date: | 02/15/1979 |
| From: | NEW YORK STATE ELECTRIC & GAS CORP. |
| To: | |
| Shared Package | |
| ML19253A085 | List: |
| References | |
| NUDOCS 7902270196 | |
| Download: ML19253A086 (575) | |
Text
NYSE5G PSAR INSERTION INSTRUCTIONS FOR AMEDMNT 1 Remove old pages and insert Amendment 1 pages as instructed below (amendment pages bear the amendment number and date at the foot of the page).
Vertical bars (change bara) have been placed in the outside margins of revised text pages and tables to show the location of any technical changes originating with this amendment. A few unrevised pages have been reprinted because they f all within a run of closely spaced revised pages. No change bars are used on figures or on new sections, appendices, questions and responses, etc.
Transmittal letters along with these insertion instructions should either be filed or entered in Volume I.
LEGEND Remove / Insert Columns Entries beginning with "T" o- *F* designate table or figure numbers, respectively. All other entries are page numbers:
T2.3-14 = Table 2.3-14 FGS-3 = Figure GS-3 2.1-9 = Page 2.1-9 EP2-1 = Page EP2-1 vii = Page vii Pages printed back to back are indicated by a "/":
1.2-5/6 = Page 1.2-5 backed by Page 1.2-6 T2.3-14 (5 of 5) /15(1 of 3) = Table 2.3-14, sheet 5 of 5, backed by Table 2.3-15, sheet 1 of 3 Location Column Ch = Chapter, S = Section, Ap = Appendix Remove Insert Location VOLUME 1 MEP 1 thru 14 MEP 1 thru 14 After Volume 1 (Master List Ef. Pgs.) (Master List Ef. Pgs.) title page iii thru viii (Summary T of C) lii thru viii (Summary T of C) title page 2.1-1 thru 2.1-4 2.1-1 thru 2.1-4 S.2.1 2.1-4a 2.3-1/-2 2.3-1/-2 S.2.3 2.3-2a 2.3-3 thru 2.3.6 2.3-3 thru 2.3-6 2.3-6a/-6b 2.3-31 thru 2.3-36 2.3-31 thru 2.3-36 2.3-36a/-36b 2.3-41 thru 2.3-4 2 2.3-41 thru 2.3-4 2a T2.3-1/-2 T2.3-1 S2.3 T2.3-1a T2.3-2 T2.3-150/ Blank T2.3-150 thru 2.3-153 mo#0 AMENDMENP 1 1 of 6 FEBRUARY 1979 2086 003
NYSE&G PSAR Remove Insert Location VOLUME 2 1
iii thru viii (Summary T of C) lii thru viii (Summary T of C) After Volume 2 title page 2.4-5 thru 2.4-8 2.4-5 thru 2.4-8 S2.4 2.4-19/-20 2.4-19/-20 2.4-20a/-20b 2.4-23/-24 2.4-23/-24 2.4-27/-28 2.4-27/-28 2.4-28a/ Blank 2.4-29/-30 2.4-29/-30 2.u-33/ Blank 2.4-33/-34 T2.4-10 (1 of 16 thru 16 of 16) T2.4-10 (1 of 16 th;u 16 of 16) S2.4 after T2.4-9 None T2.4-12/ Blank S2.4 after T2.4-ll F2.4-3 F2.4-3 S2.4 after F2.4-2 F2.4-14 F2.4-14 S2.4 after F2.4-13 F2.4-26 S2.4 after F2.4-25 .
2.5-1 thru 2.5-18 2.5-1 thru 2.5-18 S2.5 2.5-18a thru 2.5-18d 2.5-21 and 2.5-22 2.5-21 and 2.5-22 2.5-25 thru 2.5-34 2.5-25 thru 2.5-34 2.5-39 thru 2.5-46 2.5-39 thru 2.5-46 2.5-46a/ Blank 2.5.49 thru 2.5-52 2.5-49 thru 2.5-52 2.5-7 5 thru 2.5-104 2.5-75 thru 2.5-104 2.5-104a thru -104c/ Blank T2.5-5 (1 of 1)/ -6(1 of 1) T2.5-5 (1 of 1)/ - 6(1 of 1) S2.5 after T2.5-4 T2.5-7 (1/2 of 4) T2.5-7 (1/2 of 4)
T2.5-7 (3/4 of 4) T2.5-7 (3/4 of 4)
T2.5-8 (1 of 1) thru -11(1 of 1) T2.5-8 (1 of 1) thru T2.5-11 (1 of 1)
None F2.5-5A thru F2.5-5B S2.5 after F2.5-5 F2.5-9 S 2.5 af ter F2.5-9 F2.5-8 2 of 6 FEBRUARY 1979 AMENDMENT 1 2086 004
NYSESG PSAR Remove Insert Location
'F2.5-12 thru 14 F2.5-12 thru F2.5-13A S 2.6 F2.5-14 after F2.5-11 F2.5-49 thru F2.5-62 F2.5-49 thru F2.5-6 2 S2.5 after F2.5-48 VOLUME 3 iii thru viii (Summary T of C) lii thru viii (Summary T of C) After Volume 3 title page 2.5C-1 2.5C-1 Ap2.5C after title page R-1(5 of 5)/R-2 (1 of 3) R-1(5 of 5) thru R-2 (4 of 4) Ap2.5C after R-Bor-R-2 (2/3/of 3) ing page
" Logs for Borings R-5 thru R-29 Ap2.5C after R-5 thrcugh R-24" N/A, 314, L-1, L-4, L-8 Boring Ing R-4 (1 page) (5 of 5)
" Logs for Borings G-61 thru G-83 Ap2.5C after G-61 through G-83" G-60 (1 of 1)
(1 page)
" Logs for Borings T-1 thru T-5 Ap2.5C after T-1 through T-5" " Explanation of (1 page) Boring Iogs"
~ .
VOLUME 4 iii thru viii (Summary T of C) iii thru viii (Summary T of C) After Volume 4 Title page Remove from Vol. 4 and See remove column After Summary transfer to Vol. 5: T of C viii Ch3, App 3A, Ch4 thru Ch17 (Ch3 tab thru 17.2-1)
Ap2.5I title page Appendix 2.5I, consisting of: After Ap2.5I 2.5I-1 thru -48 tab T2.5I-1/ -2 F2.5I-1 thru -35 Attach 1/ Blank A1-1 thru -23 Fig Cover Sheet / Blank FA1-1 thru -18 Attach 2/ Blank REI cover / Blank REI Blurb / Blank REI-1 thru -6 Appendix A/ Blank TI/FI Appendix B/ Blank HTG Exp 38 HTG Exp 37 HM Exp 35 HTG Exp 40 HTG Exp 36 HTG Exp 33 HTG Exp 24 HTG Exp 31 HM Exp 23 HTG Exp 18 f HTG Exp 15 HTG Exp 16 08 t3 00b" HTG Exp 10 HTU Exp 22 AMENDMENP 1 3 of 6 FEBRUARY 1979
NYSESG PSAR Remove Insert Location HTG Exp 21 HTG Exp 59 HTG Exp 55 HM Exp 56 HTG Exp 54 HTG Exp 61ab HTG Exp 50 HTG Exp 44 HTG Exp 43 HTG Exp 45 HTG Exp 46 HTG Exp 49 H% Exp 42 HTG Exp 6 HTG Exp 5 HTG Exp 9 HTG Exp 1 HTG Exp 4 Attach 3/ Blank Analysis / Blank Analysis / Blank Analysis / Blank Attach 4/ Blank Letter R-204-1 thru -7 Attach 5/ Blank M-4371/M-4369 M-4370/M-4439 M-4440/M-4441 F-4442/ Blank None Appendix 2.5M, consisting of:
Tab, Appendix 2.5M Before Tab Ch3 (' ~
2.5M title page/ Blank 2.5M-i/-li 2.5M-1 thru -13 T2.5M-1/ Blank F2.5M-1 thru -4 Attach I (Title page)/ Blank I2.5M-1 thru -34 Attach II (title page)/ Blank II2.5M-1 thru -11 Attach III (title page)/ Blank III2.5M-1/ Blank Attach IV (title page)/ Blank IV2.5M-1 thru -7 Attach V (title page)/ Blank V2.5M-1/- 6 Attach VI (Title page/ Blank VI 2.5M-1/-6 VOLUME 5 None Vol V title page new binder None 111 thru viii After Vol. V (Summary T of C) title paJe 3.4-1/ Blank 3.4-1/ Blank S3.4 3.7-1/ Blank 3.7-1/ Blank S3.7 3.9-1/ Blank 3.9-1/ Blank S3.9 3.11-1/ Blank 3.11/1/ Blank S3.11 AMENDMENT 1 4 of 6 FEBRUARY 1979 O
2086 006
NYSE8G PSAR Remove Insert Location 3A-iii/-iv 3A-iii/ -iv 3A.1-3/ -4 3A.1-3/ -tu Ap3A 6.0-3/ -4 6.0-3/ Blank S6.0 6.0-4/ Blank F6.2-1 F6.2-1 8.4-1 8.4-1/ -2 S8.4 9.2-5/ -6 9.2-5/ -6 S9.2 9.2-6a/ Blank 9.5-1 thru 9.5-4 9.5-1 thru 9.5-4 S9.5 9.5-4a/ Blank 9.5-7/ -8 9.5-7 thru 9.5-12 None F9.5-1 thru F9.5-3 10.4-3/ -4 10.4-3/ -4 S10.4 10.4-4a/ Blank 12.1-1/ -2 12.1-1/ -2 S12.1 12.1-2a/ Blank 12.1-3 12.1-3/4 None F12.1-1 13.2-3/ -4 13.2-3/ -4 S13.2 13.2-4a/ Blank 14.1-1/ -2 14.1-1/ -2 S14.1 17.1-11/ -12 17.1-11/ -12 S17.1 17.1-12a 17.1-3e thru -34 17.1-31/ -32 S17.1 17.1-32a/ Blank 17.1-33/ -34 None Tab - Questions and Responses After 17.2-1 None Q-i thru Q-v After tab question and responses Q010.1 After Q-v QO22.1 and QO22.2 Q040.1 thru Q040.8 Q112.1 Q130.1 thru Q130.3 Q221.1 Q231.1 Q312.1 Q321.1 thru Q321.4 Q331.1 thru Q331.3 Q361.1 thru Q361.5 Q361.7 thru Q361.9 2086 007 p4 AMENDMENT 1 5 of 6 FEBRUARY 1979
14YSESG PSAR Remove Insert Incation Q371.3 and Q371.4 Q371.6 0371.18 thru Q371.27 Q372.1 thru Q372.15 Q421.1 thru Q421.4 Q423.1 Q441.1 thru 441.3 0442.1 and Q442.2 2086 008 O O
AMEW M 1 6 of 6 FEBRUARY 1979 Y1
NYSESG PSAR LIST OF EFFECTIVE PAGES Page, Table (T) , or Amendment Fiqure (F) Number Title Page 0 lii thru viii 1 1-1 0 1-ii 0 1.1-1 0 1.2-1 thru 1.2-2 0 1.3-1 0 1.4-1 cnru 1.4-3 0 1.5-1 0 1.6-1 0 1.7-1 0 1.0-1 0 T1.8-1 (1 of 8 thru 8 of 8) 0 T1.8-2 (1 of 2 thru 2 of 2) 0 T1.8-3 (1 of 2 thru 2 of 2) 0 2-1 thru 2-xxv. 0 2.1-1 0 2.1-2 thru 2.1-4 1 2.1-4a 1 2.1-5 through 2.1-13 0 T2.1-1 (1 of 1) 0 T2.1-2 (1 of 1) 0 T2.1-3 (1 of 1) 0 T2.1-4 (1 of 1) 0 T2.1-5 (1 of 1) 0 T2 .1 -- E (1 of 1) 0 T2.1-7 (1 of 1) 0 T2.1-8 (1 of 1) 0 T2.1-9 (1 of 1) 0 T2.1-10 (1 of 1) 0 T2.1-11 (1 of 1) 0 T2.1-12 (1 of 1) 0 T2.1-13 (1 of 1) 0 T2.1-14 (1 of 1) 0 T2.1-15 (1 of 1) 0 T2.1-16 (1 of 1) 0 T2.1-17 (1 of 1) 0 F2.1-18 (1 of 1) 0 T2.1-19 (1 of 1) 0 T2.1-20 (1 of 1) 0 T2.1-21 (1 of 3 thru 3 of 3) 0 T2.1-22 (1 of 1) 0 T2.1-23 (1 of 1) 0 T2.1-24 (1 of 1) 0 T2.1-25 (1 of 1) 0 T2.1-26 (1 of 1) 0 F2.1-1 thru F2.1-7 0 2.2-1 thru 2.2'-7 0 T2.2-1 (1 of 3 thru 3 of 3) 0 T2.2-2 (1 of 4 thru 4 of 4) 0 T2.2-3 (1 of 1) 0 T2.2-4 (1 of 1) 0 T2.2-5 (1 of 1) 0 T2.2-6 (1 of 1) 0 F2.2-1 0 2.3-1 2.3-2 thru 2.3-2a 0
1 2086) 009 2.3-3 0 EP -1
NYSESG PSAR Page, Table (T) , or Amendment Figure (F) Number 2.3-4 thru 2.3-6b 1 2.3-7 thru 2.3-30 0 2.3-31 thru 2.3-36b 1 2.3-37 thru 2.3-40 0 2.3-41 thru 2.3-42a 1 2.3.43 thru 2.3-44 0 T2.3-1 (1 of 1) 1 T2.3-1a(1 of 1) 1 T2.3-2 (1 of 1) 0 T2.3-3 (1 of 1) 0 T2.3-4 (1 of 1) 0 T2.3-5 (1 of 1) 0 T2.3-6 (1 of 1) 0 T2.3-7 (1 of 1) 0 T2.3-8 (1 of 1) 0 T2.3-9 (1 of 1) 0 J2.3-10 (1 of 1) 0 T2.3-11 (1 of 1) 0 T2.3-12 (1 of 1) 0 T2.3-13 (1 of 1) 0 T2.3-14 (1 ot 2 thru 2 of 2) 0 T2.3-15 (1 of 1) 0 T2.3-16 (1 of 1) 0 T2.3-17 (1 of 1) 0 T2.3-18 (1 or 1) 0 T2.3-19 (1 or 1) 0 T2.3-20 (1 of 1) 0 T2.3-21 (1 of 1) 0 T2.3-22 (1 of 2 thru 2 of 2) 0 T2.3-23 (1 of 1) 0 T2.3-24 (1 of 1) 0 T2.3-25 (1 of 1) 0 T2.3-26 (1 of 1) 0 T2.3-27 (1 of 1) 0 T2.3-28 (1 of 2 thru 2 of 2) 0 T2.3-29 (1 of 1) 0 T2.3-30 (1 of 1) 0 T2.3-31 (1 of 1) 0 T2.3-32 (1 of 1) 0 T2.3-33 (1 of 1) 0 T2.3-34 (1 of 1) 0 T2.3-35 (1 of 1) 0 T2.3-30 (1 of 2 thru 2 of 2) 0 T2.3-37 (1 of 1) 0 T2.3-38 (1 of 1) 0 T2.3-39 (1 of 1) 0 T2.3-40 (1 of 13 thru 13 of 13) 0 T2.3-41 (1 of 13 thru 13 of '3) 0 T2.3-42 ( 1 of 2 thru 2 of 2) 0 T2.3-43 (1 or 1) 0 T2.3-44 (1 of 1) 0 T2.3-45 (1 of 1) 0 T2.3-46 (1 of 1) 0 T2.3-47 (1 of 1) 0 T2.3-48 (1 of 1) 0 T2.3-49 (1 of 1) 0 T2.3-50 (1 of 1) 0 T2.3-51 (1 or 1) 0 T2.3-52 (1 of 91 thru 91 of 91) 0 T2.3-53 (1 of 91 thru 91 of 91) 0 T2.3-54 (1 of 1) 0 T2.3-55 (1 of 1) 0 T2.3-56 (1 of 1) 0 T2.3 -57 (1 of 1) 0 2086 010 EP -2
NYSESG PSAR Page, Taole (T), or Amendment Figure (F) Number
- r. 3-58 (1 or 1) 0 T2.3-59 (1 of 1) 0 T2.3-60 (1 of 1) 0 T2.3-61 (1 of 1) 0 T2.3-62 (1 of 1) 0 T2.3-63 (1 of 1) 0 T2.3-64 (1 of 1) 0 T2.3-65 (1 of 1) 0 T2.3-66 (1 of 1) 0 T2.3-67 (1 of 1) 0 T2.3-68 (1 of 13 thru 13 of 13) 0 T2.3-69 (1 of 13 thru 13 of 13) 0 T2.3-70 (1 of 13 thru 13 of 13) 0 T2.3-71 (1 or 1) 0 T2.3-72 (1 of 1) 0 T2.3-73 (1 or 1) O T2.3-74 (1 or 1) 0 T2.3-75 (1 of 1) 0 T2.3-76 (1 of 1) 0 T2.3-77 (1 of 1) 0
.. 3-78 (1 of 2 thru 2 of 2) 0 T2.3-79 (1 cf 1) 0 T2.3-80 (1 of 1) 0 T2.3-d1 (1 of 1) 0 T2.3-82 (1 of 1) 0 T2.3-83 (1 of 1) 0 T2.3-84 (1 of 1) 0 T2.3-85 (1 or 1) 0 T2.3-80 (1 of 1) 0 T2.3-87 (1 or 1) 0 T2.3-88 (1 of 1) 0 T2.3-89 (1 of 1) 0 T2.3-90 (1 of 1) 0 T2.3-91 (1 or 1) 0 T2.3-92 (1 of 1) 0 T2.3-93 (1 of 1) 0 T3.3-94 (1 of 1) 0 T2.3-95 (1 or 13 thru 13 of 13) 0 T2.3-96 (1 af 13 thru 13 of 13) 0 2.3-97 (1 or 13 thru 13 of 13 0 2.3-98 (1 of 1) 0 2.3-99 (1 of 1) 0 2.3-100 (1 of 1) 0 2.3-101 (1 or 1) 0 2.3-102 (1 of 1) 0 2.3-103 (1 or 1) 0 2.3-104 (1 of 1) 0 2.3-105 (1 of 13 thru 13 of 13) 0 2.3-106 (1 of 13 thru 13 of 13) 0 2.3-107 (1 or 1) 0 2.3-108 (1 of 1) 0 2.3-109 (1 of 91 thru 91 of 91) 0 2.3-110 (1 of 1) 0 2.3-111 (1 of 1) 0 2.3-112 (1 of 1) 0 2.3-113 (1 of 1) 0 2.3-114 (1 of 1) 0 2.3-115 (1 of 1) 0 2.3-116 (1 of 1) 0 2.3-117 (1 or 13 thru 13 of 13) 0 2.3-118 (1 of 1) 0 2.3-119 (1 of 3 thru 3 of 3) 0 2.3-120 (1 of 3 thru 3 of 3) 0 9OO O1j 2.3-121 (1 of 1) 0 LUdb' Ui EP -3
NYSEGG PSAR Page, Table (T) , or Amendment Fiqure (F) Number 2.3-122 (1 of 2 thru 2 of 2) 0 2.3-123 (1 of 1) 0 2.3-124 (1 of 1) 0 2.3-125 (1 of 1) 0 2.3-126 (1 of 1) 0 2.3-127 (1 of 1) 0 2.3-128 (1 of 1) 0 2.3-129 (1 of 13 thru 13 of 13) 0
".3-130 (1 of 1)
_ 0 2.3-131 (1 of 13 thru 13 of 13) 0 2.3-132 (1 0 2.?-133 (1 or ', 0 2.3 -134 (1 of 1) 0 2.3-135 (1 of 1) 0 2.3-136 (1 of 91 thru 91 of 91) 0 2.3-137 (1 of 91 thru 91 of 91) 0 2.3-138 (1 of 1) 0 2.3-139 (1 of 1) 0 2.3-140 (1 of 1) 0 2.3-141 (1 of 1) 0 2.3-142 (1 of 1) 0 2.3-143 (1 of 1) 0 2.3-144 (1 of 1) 0 2.3-145 (1 of 1) 0 2.3-146 (1 of 1) 0 2.3-147 (1 of 1) 0 2.3-148 (1 of 1) 0 2.3-149 (1 of 1) 0 2.3-150 (1 of 1) 0 T2.3-151 thru 2.3-153 1 F2.3-1 thru F2.3-14 0 2.4-1 thru 2.4-34 0 2.4-5 thru 2.4-8 1 2.4-9 thru 2.4-18 0 2.4-19 thru 2.4-20b 1 2.4-21 thru 2.4-22 0 2.4-23 1 2.4-24 thru 2.4-27 0 2.4-28 thru 2.4-28a 1 2.4-29 1 2.4-30 thru 2.4-32 0 2.4-33 thru 2.4-33a 1 T2.4-1 (1 of 1) 0 T2.4-2 (1 of 1) 0 T2.4-3 (1 of 1) 0 T2.4-4 (1 of 1) 0 T2.4-5 (1 of 1) 0 T2.4-6 (1 of 1) 0 T2.4-7 (1 of 1) 0 T2.4-8 (1 of 1) 0 T2.4-9 (1 of 2 thru 2 of 2) 0 T2.4-10 (1 of 16 thru 16 of 16) 1 T2.4-11 (1 of 1) 0 F2.4-1 thru F2.4-2 0 F2.4-3 1 F2.4-4 thru F2.4-13 0 F2.4-14 1 F2.4-15 thru F2.4-25 0 F2.4-26 1 _
2.5-1 1 2.5-2 thru 2.5-8 2.5-9 thru 18d 1
1 2086 012 EP -4
NYSESG PSAR Page, Table (T) , or Amendment Fiqure (F) Number 2.5-19 thru 2.5-20 0 2.5-21 1 2.5-22 thru 2.5-24 0 2.5-25 thru 2.5-34a 1 2.5-35 thru 2.5-39 0 2.5-40 thru 2.5-46a 1 2.5-47 thru 2.5-49 0 2.5-50 thru 2.5-52 1 2.5-53 thru 2.5-74 0 2.5-75 thru 2.5-104 1 2.5-104a thru 2.5-104c 1 T2.5-1 (1 of 55 thru 55 of 55) 0 T2.5-2 (1 of 3 thru 3 of 3) 0 T2.5-3 (1 of 4 thru 4 of 4) C T2.5-4 (1 of 1) 0 T2.5-5 (1 of 1) 1 T2.5-6 (1 of 1) 1 T2.5-7 (1 of 4 thru 4 of 4) 1 T2.5-8 (1 of 1) 1 T2.5-9 (1 of 1) 1 T2.5-10 (1 of 1) 1 T2.5-11 (1 of 1) 1 F2.5-1 thru F2.5-5 0 F2.5-5A thru F2.5-5B 1 F2.5-6 thru F2.5-8 0 F2.5-9 1 F2.5-10 thru F2.5-11 0 F2.5-12 thru F.25-13A 1 F2.5-14 1 F2.5-15 thru F2.5-48 0 F2.5-49 thru F2.5-62 1 2.6-1 thru 2.6-2 0 App 2.5A title page 0 2.5A-1 thru 2.5A-17 0 F2.5A-1 thru F2.5A-33 0 App 2.5B title page 0 2.5B-1 thru 2.5B-8 0 F2.5B-1 thru 2.5B-12 0 App 2.5C title page 0 2.5C-1 1 2.5C-2 (R-Borings) title page 0 T -1 (1 of 5 thru 5 of 5) 0 R-2 (1 of 3 thru 3 of 3) 0 R-3 (1 of 8 thru 8 of 8) 0 R-4 (1 of 5 thru 5 of 5) 0 R-5 (1 of 2 thru 2 of 2) 1 R-6 (1 of 3 thru 3 of 3) 1 R-7 (1 of 2 thru 2 of 2) 1 R-8 (1 of 3 thru 3 of 3) 1 R-9 (1 of 2 thru 2 of 2) 1 R-10 (1 of 3 thru 3 of 3) 1 R-11 (1 of 3 thru 3 of 3) 1 R-12 (1 of -4 thru 4 of 4) 1 R-13 (1 of 3 thru 3 of 3) 1 R-14 (1 of 4 thru 4 of 4) 1 R-15 (1 of 4 thru 4 of 4) 1 R-16 (1 of 3 thru 3 of 3) 1 R-17 (1 of 4 thru 4 of 4) 1 R-18 (1 of 3 thru 3 of 3) 1 R-19 (1 of 5 thru 5 of 5) 1 EP -5 Q
NYSESG PSAR Page, Table (T) , or Amendment Fiqure (F) Number R-20 (1 of 2 thru 2 of 2) 1 R-21 (1 of 2 thru 2 of 2) 1 R-22 (1 of 3 thru 3 of 3) 1 R-23 (1 of 4 thru 4 of 4) 1 R-24 (1 of 3 thru 3 of 3) 1 R-25 (1 of 3 thru 3 of 3) 1 R-26 (1 of 2 thru 2 of 2) 1 R-27 (1 of 2 thru 2 of 2) 1 R-28 (1 of 2 thru 2 of 2) 1 R-29 (1 of 2 thru 2 of 2) 1 N/A (1 of 2 thre 2 of 2) 1 314 (1 of 1) 1 L-1 (1 of 1) 1 L-4 (1 of 1) 1 L-8 (1 of 1) 1 2.5C-3 (S-Borings) title page O S-1 (1 of 2 thru 2 of 2) O S -2 (1 of 2 thru 2 of 2) O S-3 (1 of 2 thru 2 of 2) O S-4 (1 of 2 thru 2 of 2) O S-5 (1 of 2 thru 2 of 2) O S-6 (1 of 2 thru 2 of 2) O S-7 (1 of 2 thru 2 of 2) 0 S-8 (1 of 2 thru 2 of 2) O S-9 and S-9A (1 of 2) O S-9A (2 of 2) O S-10 (1 of 2 thru 2 of 2) O S-11 (1 of 2 thru 2 of 2) O S-12 (1 of 3 thru 3 of 3) O S-13 (1 of 2 thru 2 of 2) O S-14 (1 of 2 thru 2 of 2) O S-15 (1 of 2 thru 2 of 2) O S-16 (1 of 3 thru 3 of 3) 0 S-17 (1 of 2 thru 2 of 2) O S-18 (1 of 2 thru 2 of 2) O S-19 (1 of 2 thru 2 of 2) O S-20 (1 of 2 thru 2 of 2) O S-21 (1 of 2 thru 2 of 2) O S-22 (1 of 2 thru 2 of 2) O S-23 (1 of 2 thru 2 of 2) O S-24 (1 of 2 thru 2 of 2) O S-25 (1 of 2 thru 2 of 2) O S-26 (1 of 3 thru 3 of 3) O S-27 (1 of 2 thru 2 of 2) O S-28 (1 of 2 thru 2 of 2) O S-29 (1 of 2 thru 2 of 2) O S-30 (1 of 2 thru 2 of 2) O S-31 (1 of 2 thru 2 of 2) O S-32 (1 of 2 thru 2 of 2) O S-33 (1 of 2 thru 2 of 2) O S-34 (1 of 2 thru 2 of 2) O S-35 (1 of 6 thru 6 of 6) 0 2,5C-4 (G-Borings) title page O G-1 (1 of 2 thru 2 of 2) 0 G-2 (1 of 2 thru 2 of 2) 0 G-3 (1 of 3 thru 3 e , O G-4 (1 of 2 thru 2 ot /* O G-5 (1 of 4 thru 4 of 0 G-6 (1 of 4 thru 4 of 0 G-6 (Geologic) (1 of 4 cnru 4 of 4) 0 G-7 (1 of 2 thru 2 of 2) 0 G-8 (1 of 4 thru 4 of 4) 0 EP -6
)
NYSt,6G PSAR Page, Table (T) , or Amendment Fiqure (F) Ntraber G-9 (1 of 2 thru 2 of 2) 0 G-9 (1 of 2 thru 2 of 2) 0 G-10 (1 of 2 thru 2 of 2) 0 G-11 (1 of 4 thru 4 of 4) 0 G-12 (1 of 2 thru 2 of 2) 0 G-13 (1 of 1) 0 G-14 (1 of 2 thru 2 of 2) 0 G-15 (1 of 1) 0 G-16 (1 of 2 thru 2 of 2) 0 G-17 (1 of 2 thru 2 of 2) 0 G-18 (1 of 1) 0 G-19 (1 of 2 thru 2 of 2) 0 G-20 (1 of 2 thru 2 of 2) 0 G-21 0 G-22 (1 of 2 thru 2 of 2) 0 G-23 (1 of 4 thru 4 of 4) 0 G-23 (Geologic) (1 of 4 thru , of 4) 0 G-24 (1 of 4 thru 4 of 4) 0 G-24 (Geologic) (1 of 4 thru 4 of 4) 0 G-25 (1 of 4 thru 4 of 4) 0 G-26 (1 of 4 thru 4 of 4) 0 G-26 (Geologic) (1 of 4 thru 4 of 4) 0 G-27 (1 of 4 thru 4 of 4) 0 G-27 (Geologic) (1 of 4 thru 4 of 4) 0 G-28 (1 of 2 thru 2 of 2) 0 G-29 (1 of 4 thru 4 of 4) 0 G-30 (1 of 4 thru 4 of 4) 0 G-31 (1 of 4 thru 4 of 4) 0 G-32 (1 of 2 thru 2 of 2) 0 G-33 (1 of 4 thru 4 of 4) 0 G-34 (1 of 2 thru 2 of 2) 0 G-35 (1 of 2 thru 2 of 2) 0 G-36 (1 of 4 thru 4 of 4) 0 G-37 (1 of 2 thru 2 of 2) 0 G-38 (1 of 4 thru 4 of 4) 0 G-39 {1 of 1) 0 f G-40 (1 of 2 thru 2 of 2) 0
- G-41 (1 of 2 thru 2 of 2) 0 G-42 (1 of 2 thru 2 of 2) 0 G-43 (1 of 2 thru 2 of 2) 0 G-44 (1 of 1) 0 G-45 (1 of 1) 0 G-46 (1 of 1) 0 G-47 (1 of 1) 0 G-48 (1 of 2 thru 2 of 2) 0 G-49 (1 of 1) 0 G-50 (1 of 1) 0 G-51 (1 of 1) 0 G-52 (1 of 1) 0 G-53 (1 of 1) 0 G-54 (1 of 1) 0 G-55 (1 of 2 thru 2 of 2) 0 G-56 (1 of 2 thru 2 of 2) 0 G-57 (1 of 1) 0 G-58 (1 of 1) 0 G-59 (Geologic) (1 of 3 thru 3 of 3) 0 G-60 (1 of 1) 0 G-61 (1 of 1) 1 G-62 (1 of 1) 1 G-63 (1 of 1) 1 G-64 (1 of 1) 1 G-65 () of 1) 1 G-66 (1 of 1) 1 G-67 (1 of 2 thru 2 of 2) 1 ,
2080 EP -7
NYOESG PSAR Page, Table (T) , or Amendment Figure (F) J uber G-68 (1 of 2 thru 2 of 2) 1 G-69 (1 of 1) 1 G-70 (1 of 1) 1 G-71 (1 of 1) 1 G-72 (1 of 1) 1 G-73 (1 of 3 thru 3 of 3) 1 G-74 (1 of 3 thru 3 of 3) 1 G-75 (1 of 5 thru 5 of 5) 1 G-76 (1 of 4 thru 4 of 4) 1 G-77 (1 of 1) 1 G-78 (1 of 1) 1 G-79 (1 of 1) 1 G-80 (1 of 1) 1 G-81 '1 of 1) 1 G-82 (1 of 1) 1 G-83 (1 of 1) 1 2.5C-5 (B-Borings) title page 0 B-1 (1 of 1) O B-2 and B2A (1 of 1) O B-3 (1 of 2 thru 2 -)f 2) O B-0 (1 of 1) O B-5 (Geologic) (1 of 4 thru 4 of 4) O B-6 (1 of 1) O B-7 and B-7A (1 of 1) 0 Explanation of Boring Logs 0 2.5C-6 (T-Borings) 0 T-1 (1 of 2 thru 2 of 2) 1 T-2 {1 of 2 thru 2 of 2) 1 T-3 (1 of 2 thru 2 of 2) 1 T-4 (1 of 2 thru 2 of 2) 1 T-5 (1 of 2 thru 2 of 2) 1 2.5C-7 (Gamma Logs) 0 R-1 (1 of 5 thru 5 of 5) 0 R-3 (1 of 8 thru 8 of 8) 0 App 2.5D title page 0 2.5D-1 thru 2.5D-3 0 2.5D.1-1 thru 2.5D-2 0 F2.5D-1A 0 F2.5D-1 thru F2.5D-25 0 App 2.5E title page 0 2.5E-1 thru 2.5E-2 0 T2.5E-1 (1 of 1) 0 F2.5E-1 thru F2.5E-1 0 App 2.5F title page 0 2.5F-1 thru 2.5F-2 0 2.5F.1-1 thru 2.5F.1-16 0 2.5F.2-1 thru 2.5F.2-23 0 2.5F.3-1 thru 2.5F.3-17 0 2.5F.4-1 thru 2.5F.4-99 0 2.5F.5-1 thru 2.5F.5-12 0 App 2.5G title page 0 TP1 (1 of 1) 0 TP2 (1 of 1) 0 TP3 (1 of 1) 0 TP4 (1 of 1)
TPS (1 of 1) 0 O })086 016 EP -8 t
NYSESG PSAR Page, Table (T) , or Amendment Figure (F) Number TP6 (1 of 1) 0 TP7 (1 of 1) 0 TP8 (1 of 1) 0 TP9 (1 of 1) 0 TP10 (1 of 1) 0 TP11 (1 of 1) 0 TP12 (1 of 1) 0 TP13 (1 of 1) 0 TP14 (1 of 1) 0 TP15 (1 of 1) 0 TP16 (1 of 1) 0 TP17 (1 of 1) 0 TP18 (1 of 1) 0 TP19 (1 of 1) 0 TP22 (1 c+ 1) 0 TP23 (1 or 1) 0 TP24 (1 of 1) 0 TP25 (1 or 1) 0 App 2.5H title page 2.531 thru 2.5H6 0 F2.5H-1 thru F2.5H-18 App 2.5I title page 1 2.5I01 thru 2.5I-53 1 2.5I-54 (T2. 5I-1) 1 2.5I-55 (T2.5I-2) 1 2.5I-56 thru 2.5I-106 (Att 1) 1 2.5I-107 thru 2.5I-151 (Att 2) 1 2.5I-152 (Att 3) 1 2.5I-153 thru 2.5I-160 (Att 4) 1 2.5I-161 thru 2.5I-169 (Att 5) 1 2.5I-170 thru 2.5I-172 (Att 6) 1 2.5I-173 thru w.5I-177 (Att 7) 1 F2.5I-1 thru F2.5I-39 1 App 2.5J title page 0 2.5J-iii 0 2.5J-1 0 2.5J- 3 thru 2.5J-13 0 T of C (G-Z-DSA Report) 0 1 thru 5 0 T1 (1 of 2 thru 2 of 2) 0 T2 (1 of 2 thru 2 of 2) 0 T3 (1 of 2 thru 2 of 2) 0 F1 thru F22 0 App 2.5K title page 0 2.5K-111 0 2.5K-1 0 2.5K-3 thru 2.5K-7 0 2.5K-9 thru 2.5K-17 0 2.5K-19 0 2.5K-21 thru 2.5K-31 0 2.5K-33 0 2.5K-35 thru 2.5K-38 0 App 2.5L title page 0 2.5L-1 thru ?.5L-2 0 F2.5L-1 thru '2. 5L-2 0 a 2.5M title page 1 Oh C
2.5M-i thru 2.5M-li 1 2.5-1 thru 2.5M-13 1 EP -9
NYSESG PSAR Page, Table (T) , or Amendment Fiqure (F) Number
~
T2.5M-1 (1 of 1) 1 F2.5M-1 thru F2.5M-4 1 Attach I title page 1 I2.5M-1 thru I2.5M-34 1 Attach II title page 1 II2.5M-1 thru II2.5-11 1 Attach III title page 1 III2.5M-1 1 Attach IV title page 1 IV2.5M-1 thru IV2.5M-7 1 Attach V title page 1 V2.5M-1 thru V2.5M-6 1 Attach VI title page 1 VI2.5M-1 thru VII.5M-6 1 3-1 thru 3-111 0 3.1-1 thru 3.1-2 0 3.2-1 0 T3.2-1 (1 of 1) 0 3.3-1 0 3.4-1 1 3.5-1 thru 3.5-2 0 3.6-1 0 3.7-1 1 3.8-1 0 3.9-1 1 T3.9-1 0 3.10-1 0 3.11-1 1 App 3A title page 0 3A-i thru 3A-il 0 3A-iii thru 3A-iv 1 3A.1-1 thru 3A.1-3 0 3A.1-4 thru 3A.1-4a 1 4.0-1 0 5-1 0 5.0-1 thru 5.0-2 0 6-1 0 6-iii 0 6-v 0 6.0-1 thru 6.0-2 0 6.0-3 thru 6.0-4 1 T6.2-1 (1 of 1) 0 T6.2-2 (1 of 1) 0 T6.2-3 (1 of 2 thru 2 ot 2) 0 f6.2-4 (1 of 1) 0 F6.2-1 F6.2-2 1
0 g
L
}h hgQ iU 7-i 0 EP -10
NYSESG PSAR Page, Table (T) , or Amendment Fiqure (F) Number 7-iii 0 7.0-1 thru 7.0-2 0 F7.1-1 0 0-1 0 8-iii 0 8.1-1 thru 8.1-2 0 8.2-1 thru 8.2-4 0 F8.2-1 0 F8.2-2 0 8.3-1 0 8.4-1 thru 8.4-2 1 9-i thru 9-lii 0 9-v 0 9-vii 0 9.1-1 thru 9.1 -4 0 9.2-1 thru 9.2-4 0 9.2-5 thru 9.2-6a 1 9.2-7 thru 9.2-8 0 T9.2-1 (1 of 1) 0 T9.2-2 (1 of 1) 0 T9.2-3 (1 of 2 thru 2 of 2) 0 T9.2-4 (1 of 1) 0
- F9.2-1 thru F9.2-9 0 9.3-1 0 9.4-1 thru 9.4-3 0 F9.4-1 0 9.5-1 thru 9.5-4a 1 9.5-5 thru 9.5-6 0 9.5-7 thru 9.5-12 1 F9.5-1 thru F9.5-3 1 10-i 0 10-iii 0 10-v 0 10.1-1 0 10.2-1 0 10.3-1 0 10.4-1 thru 10.4-2 0 10.4-3 thru 10.4-4a 1 10.4-5 tr.ru 10.4-6 0 T10.4-1 0 F10.4-1 thru F10.4-7 0 11-i 11-iii thru 11-v 0
0
)g86 019 11.1-1 0 11.2-1 thru 11.2-7 0 T11.2-1 (1 of 1) 0 T11.2-2 (1 ot 3 thru 3 of 3) 0 T11.2 c (1 of 2 thru 2 of 2) O EP -11
NYSEGG PSAR e
Page, Table (T) , or Amendment Fiqure (F) Number 711.2-4 (1 of 2 thru 2 of 2) 0 T11.2-5 (1 of 2 thru 2 of 2) 0 T11.2-6 (1 of 2 thru 2 of 2) 0 T11.2-7 (1 of 1) 0 T 11. 2 -8 (1 of 1) 0 T11.2-9 (1 of 1) 0 F11.2-1 0 11.3-1 thru 11.3-S 0 T11.3-1 (1 of I' 0 T11.3-2 (1 of 14 0 T11.3-3 (1 of 1) 0 T11.3-4 (1 of 1) 0 T11.3-5 (1 of 1) 0 T11.3-6 (1 of 1) 0 T11.3-7 (1 of 1) 0 11.4-1 0 11.5-1 0 11.6-1 thru 11.6-3 0 T11.6-1 (1 of 3 thru 3 of 3) 0 F11.6-1 0 12-1 0
- 2-iii i 0 12.1-1 thru 12.1-2a 0 12.1-3 thru 12.1-4 1 T12.1-1 0 T12.1-2 0 T12.1-3 0 F12.1-1 1 12.2-1 thru 12.2-2 0 T12.2-1 0 12.3-1 thru 12.3-3 0 12.4-1 0 13-i thru 13-111 13-v 13-vii 13.1-1 thru 13.1-11 T13.1-1 T13.1-2 T13.1-3 F13.1-1 thru F13.1-7 13.2-1 thru 13.2-2 13.2-3 thru 13.2-4a 1 13.2-5 thru 13.2-7 0 F13.2-1 13.3-1 thru 13.3-7 T13.3-1 T13.3-2 F13.3-1 thru F13.3-3 13.4-1 208o, 020 $
13.5-1 0 EP -12
NYSESG PSAR Page, Table (T) , or Amendment Fiqure IF) Number 13.6-1 0 14-i 0 14.1-1 thru 14.1-2 1 15-i 0 15-111 0 15.0-1 thru 15.0-2 0 T15.1-1 (1 of 1) 0 T15.1-2 (1 of 1) 0 16-i thru 16-11 0 16-iii 16-v 0 16.0-1 thru 16.0-12 0 T16.6-1 (1 of 1) 0 F16.6-1 thru F16.6-6 0 17-i thru 17-111 0 17-v 0 17.1-1 thru 17.1-10 0 17.1-11 thru 17.1-12a 1 17.1-13 thru 17.1-30 0 17.1-31 thru 17.1-32a 1 17.1-33 thru 17.1-34 0 T17.1-1 0 T17.1-2 0 T17.1-3 0 T17.1-4 0 F17.1-1 0 F17.1-2 0 F17.1-3 0 F17.1-4 0 17.2-1 0 Acceptance Review Questions and Responses 1 0010.1 (1 p) 1 QO22.1 (1 p) 1 0022.2 (1 p) 1 9040.1 (3 p) 1 Q044.2 (3 p) 1 0040.3 (1 p) 1 9040.4 (2 p) 1 0040.5 (1 p) 1 0040.6 (1 p) 1 Q040.7 (1 p) 1 Q040.8 (1 p) 1 Q112.1 (1 p) 1 Q130.1 (1 p) 1 Q130.2 (1 p) 1 0130.3 (1 p) 1 Q221.1 (2 p) 1 Q231.1 (1 p) 1 2086 021 Q312.1 (1 p) 1 EP -13
NYSESG PSAR Page, Table (T) , or Amendment Piqure (P) Number Q321.1 (1 p) 1 Q321.2 (1 p) 1 Q321.3 (1 p) 1 Q321.4 (1 p) 1 Q331.1 (1 p) 1 Q331.2 (1 p) 1 Q331.3 (1 p) 1 Q361.1 gi p) 1 0361.2 (1 p) 1 Q361.3 (1 p) 1 Q361.4 (1 p) 1 Q361.5 (1 p) 1 Q361.7 (1 p) 41 Q361.8 (1 p) 1 Q361.9 (1 p) 1 Q371.3 (1 p) 1 Q371.4 (1 p) 1 Q371.6 (1 p) 1 Q371.18 (1 p) 1 0371.19 (1 p) 1 0371.20 (1 p) 1 Q371.21 (1 p) 1 Q371.22 (1 p) 1 Q371.23 (1 p) 1 0371.23 (1 p) 1 Q371.25 (1 p) 1 Q371.26 (1 p) 1 9371.27 (1 p) 1 Q372.1 (1 p) 1 Q372.2 (1 p) 1 V372.3 (1 p) 1 Q372.4 (1 p) 1 0372.5 (1 p) 1 Q372.6 (1 p) 1 Q372.7 (1 p) 1 Q372.8 (1 p) 1 Q372.9 (1 p) 1 Q372.10 (1 p) 1 Q372.11 (1 p) 1 Q372.12 (1 p) 1 Q372.13 (1 p) 1 Q372.14 (1 p) 1 Q372.15 (1 p) 1 Q421.1 (1 p) 1 Q421.2 (1 p) 1 Q421. 3 (1 p) 1 Q421.4 (1 p) 1 Q423.1 (1 p) 1 Q441.1 (1 p) 1 Q441.2 (1 p) 1 Q441.3 (1 p) 1 Q442.1 (1 p) 1 0442.2 (1 p) 1 2086 022 EP -14
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS Section Title Volume 1 INTRODUCTION AND GENERAL DESCRIPTION OF PLANT
1.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . ...... I 1.2 GENERAL PLANT . . . . . . . . . . . . . . . . . . . ...... I 1.3 COMPARISON TABLES . . . . . . . . . . . . . . . . ...... I 1.4 IDENTIFICATION OF AGENTS AND CONTRACTORS. . . . . . ...... I 1.5 REQUIREMENTS FOR FURTHER TECHNICAL INFORMATION. . . ...... I 1.6 MATERIAL INCORPORATED BY REFERENCE. . . . . . . . . ...... I 1.7 TERMINOLOGY AND FLOW DIAGRAM SYMBOLS. . . . . . . . ...... I 1.8 INTERFACE WITH NSSS VENDOR AND UTILITY APPLICANT SARS ..... I 2 SITE CHARACTERISTICS. . . . . . . . . . . . . . . . . ...... I 2.1 GEOGRAPHY AND DEMOGRAPHY. . . . . . . . . . . . . . ...... I 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES. . . I 2.3 METEOROLOGY . . . . . . . . . . . . . . . . . . . . ...... I 2.4 HYDROLOGIC ENGINEERING. . . . . . . . . . . . . . . ...... II 2.5 GEOLOGY AND SEISMOLOGY. . . . . . . . . . . . . . . ...... II 2.6 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . ...... II 2.5A REGIONAL GEOLOGIC INVESTIGATIONS ST. LAURENCE REGION . .... II 2.5B GEOPHYSICAL SURVEY LAKE GEORGE, NEW YORK . . . . . ...... III 2.5C BORING LOGS. . . . . . . . . . . . . . . . . . . . ...... III 2.5D SEISMIC REFRACTION SURVEY NEW HAVEN, NEW YORK. . . ...... III 2.5E IN SITU VELOCITY MEASUREMENTS PROPOSED NUCLEAR POWER PLANT SITE, NEW HAVEN, NEW YORK. . . . . . . . . . . . . ...... III 2.5F SUPPLEMENTAL SEISHICITY DATA . . . . . . . . . . . ...... III 2.5G FIELD EXPLORATORY TEST PIT LOGS. . . . . . . . . . ...... IV iii 2080 e
}
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume 2.5H SITE TRENCH INVESTIGATIONS . . . . . . . . . . . . . . . . . . IV 2.5I GEOLOGIC INVESTIGATIONS DEMPSTER STRUCTURAL ZONE . . . . . . . IV 2.5J LABORATORY TESTING OF ROCK SAMPLES . . . . . . . . . . . . . . IV 2.5K LABORATORY TESTING OF 05 SITE SOILS . . . . . . . . . . . . . . IV 2.5L EVALUATION OF OFFSITE SOURCES FOR STRUCTURAL BACKFILL. . . . . IV 2.5M IN SITU STRESS MEASUREMENTS. . . . . . . . . . . . . . . . . . IV 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT, AND SYSTEMS. . . . . . V 3.1 CONFORMANCE WITH NRC GENERAL DESIGN CRITERIA. . . . . . . . . . . V 3.2 CLASSIFICATION OF STRUCTURES, SYSTEMS, AND COMPONENTS . . . . . . V 3.3 WIND AND TORNADO LOADINGS . . . . . . . . . . . . . . . . . . . . V 3.4 WATER LEVEL (FLOOD) DESIGN. . . . . . . . . . . . . . . . . . - V 3.5 MISSILE PROTECTION. . . . . . . . . . . . . . . . . . . . . . . . V 3.6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING . . . . . . . . . . . . . . . . . . . . . . . . V 3.7 SEISMIC DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . V 3.8 DESIGN OF CATEGORY I STRUCTURES . . . . . . . . . . . . . . . . . V 3.9 MECHANICAL SYSTEMS AND COMPONENTS . . . . . . . . . . . . . . . - V 3.10 SEISMIC DESIGN OF CATEGORY I INSTRUMENTATION AND ELECTRICAL EQUIPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 3.11 ENVIRONMEV?AL PESIGN OF MECHANICAL AND ELECTRICAL EQUIPMENT . . . V 3A CONFORMANCE WITH REGULATORY GUIDES. . . . . . . . . . . . . . . . V 4 REACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 5 REACTOR COOLANT SYSTEM AND CONNECTED SYSTEMS. . . . . . . . . . . . V iv 2086 024
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume
5.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 5.2 INTEGRITY OF REACTOR COOLANT PRESSURE BOUNDARY. . . . . . . . . . V 5.3 THERMAL HYDRAULIC SYSTEM DESIGN . . . . . . . . . . . . . . . . .
5.4 REACTOR VESSEL AND APPURTENANCES. . . . . . . . . . . . . . . . . V 5.5 COMPONENT AND SUBSYSTEM DESIGN. .
.,. . . . . . . . . . . . . . . V 5.6 INSTRUMENTATION REQUIREMENTS. . . . . . . . . . . . . . . . . . . V 6 thGIhEERLD SAFETY FEATURES. . . . . . . . . . . . . . . . . . . . . V 6.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 6.2 CONTAINMENT SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . V 6.3 EMERGENCY CORE COOLING SYSTEM . . . . . . . . . . . . . . . . . . V 6.4 HABITABILITY SYSTEMS. . . . . . . . . . . . . . . . . . . . . . . V 7 INSTR,UMENTATION AND CONTROLS. . . . . . . . . . . . . . . . . . . . V
7.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 7.2 REACTOR TRIP SYSTEM . . . . . . . . . . . . . . . . . . . . . . . V 7.3 ENGINEERED SAFETY FEATURES SYSTEM . . . . . . . . . . . . . . . . V 7.4 SYSTEMS REQUIRED FOR SAFE SHUTDOWN. . . . . . . . . . . . . . . . V 7.5 SAFETY RELATED DISPLAY INSTRUMEN'ATION. . . . . . . . ......V 7.6 ALL OTHER INSTRUMENTATION SYSTEMS REQUIRED FOR SAFETY , . . . . . V 7.7 CONTROL SYSTEMS NOT REQUIRED FOR SAFETY . . . . . . . . . . . . . V 7.8 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . . . . . . . . V 8 ELECTRIC POWER. . . . . . . . . . . . . . . . . . . . . . . . . . . V
8.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . - V v
7086 025
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title ' volume 8.2 0FFSITE POWER SYTTEM. . . . . /. ................. V 8.3 ONSITE POWER SYSTEMS. . . .'. .................. V 8.4 INTERFACE DESIGN. . . . . . . .................. V 9 AUXILIARY SYSTEMS . . . . . . . .................. V 9.1 FUEL STORAGE AND HANDLING . . .................. V 9.2 WATER SYSTEMS . . . . . . . . .................. V' 9.3 PROCESS AUXILIARIES . . . . . .................. V 9.4 AIR-CONDITIONING, HEATING, COOLING, AND VENTILATION SYSTEMS ... V 9.5 OTHER AUXILIARY SYSTEMS . . . .................. V 10 STEAM AND POWER CONVERSION SYSTEM . ...............- V 10.1
SUMMARY
DESCRIPTION . . . . . .................. V 10.2 TURBINE-GENERATOR STEAM SYSTEM. ................. V 10.3 MAIN STEAM SYSTEM , . . . . . .................. V 10.4 OTHER FEATURES OF STEAM AND POWER CONVERSION SYSTEMS. ...... V 11 RADIOACTVE WASTE MANAGEMENT . . .................. V 11.1 SOURCE TERMS. . . . . . . . . .................. V 11.2 RADIOACTIVITY LIQUID WASTE SYSTEM (REFER TO SWECO 7701) ..... V 11.3 RADIOACTIVE GASEOUS WASTE SYSTEM. ................ V 11.4 PROCESS AND EFFLUENT RADIATION MONITORING SYSTElf. ........ V 11.5 RADIOACTIVE SOLID WASTE SYSTEM. ................. V 11.6 OFFSITE RADIOLOGICAL MONITORING PROGRAM . ............ V 12 RADIATION PROTECTION. . . . . . .................. V n26 u
u 2080
NYSEEG PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd) 119 tion Title Volume 12.1 SHIELDIE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.2 VENTILATION . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.3 HEALTH PHYSICS PROGRAM. . . . . . . . . . . . . . . . . . . . . . V 12.4 RADIOACTIVE MATERIALS SAFETY. . . . . . . . . . . . . . . . . . . V 13 CONDUCT OF OPERATIONS . . . . . . . . . . . . . . . . . . . . . . - V 13.1 ORGANIZATIONAL STRUCTURE OF APPLICANT . . . . . . . . . . . . . . V 13.2 TRAINING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 13.3 EMERGENCY PLANNING. . . . . . . . . . . . . . . . . . . . . . . V 13.4 REVIEW AND AUDIT. . . . . . . . . . . . . . . . . . . . . . . . . V 13.5 PLANT PROCEDURES. . . . . . . . . . . . . . . . . . . . . . . . . V 13.6 INDUSTRIAL SECURITY . . . . . . . . . . . . . . . . . . . . . . . V 14 INITIAL TEST AND OPERATIONS . . . . . . . . . . . . . . . . . . . . V 14.1 SPECIFIC INFORMATION TO BE INCLUDED IN PRELIMINARY SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 14.2 SPFCIFIC INFORMATION TO BE INCLUDED IN FINAL SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 15 ACCIDENT ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . V 15.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 15.2 ANTICIPATED TRANSIENTS WITHOUT SCRAM. . . . . . . . . . . . . . . V 16 TECHNICAL SPECIFICATIONS. . . . . . . . . . . . . . . . . . . . . . V 16.6 ADMINISTRATIVE CONTROLS NYSE&G. . . . . . . . . . . . . . . . . - V 17 QUALITY ASSURANCE . . . . . . . . . . . . . . . . . . . . . . . . V m
vii
NYSE&G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Title Volume Section
. . . . . V 17.1 QUALITY ASSURANCE PROGRAM POR DESIGN AND CONSTRUCTION .
. . . . . . . . V 17.2 QUALITY ASSURANCE PROGRAM FOR STATION OPERATION .
2086 028 g O
viii
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS Section Title Volume 1 INTRODUCTION AND Gl'NERAL DESCRIPTION OF PLANT
1.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . ..... I 1.2 GENERAL PLANT . . . . . . . . . . . . . . . . . . . . ..... I 1.3 COMPARISON TABLES . . . . . . . . . . . . . . . . . . ..... I 1.4 IDENTIFICATION OF AGENTS AND CONTRACTORS. . . . . . . ..... I 1.5 REQUIREMENTS FOR FURTHER TECMNICAL INFORMATION. . . . ..... I 1.6 MATERIAL INCORP0 BATED BY REFERENCE. . . . . . . . . . ..... I 1.7 TERMINOLOGY AND FLOW DIAGRAM SYMBOLS. . . . . . . . . ..... I 1.8 INTERFACE WITH NSSS VENDOR AND UTILITY APPLICANT SARS . .... I 2 SITE CHARACTERISTICS. . . . . . . . . . . . . . . . . . ..... I 2.1 GEOGRAPHY AND DEMOGRAPHY. . . . . . . . . . . . . . . ..... I 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES. .. I 2.3 METEOROLOGY . . . . . . . . . . . . . . . . . . . . . ..... I 2.4 HYDROLOGIC ENGINEERING. . . . . . . . . . . . . . . . ..... II 2.5 GEOLOGY AND SEISMOLOGY. . . . . . . . . . . . . . . . ..... II 2.6 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . . ..... II 2.5A REGIONAL GEOLOGIC INVESTIGATIONS ST. LAWRENCE REGION . .... II 2.5B GEOPHYSICAL SURVEY LAAE GEORGE, NEW YORK . . . . . . ..... III 2.5C BORING LOGS. . . . . . . . . . . . . . . . . . . . . ..... III 2.5D SEISMIC REFRACTION SURVEY NEW HAVEN, NEW YORK. . . . ..... III 2.5E IN SITU VELOCITY MEASUREMENTS PROPOSED NUCLEAR POWER PLANT SITE, NEW HAVEN, HEW YORK. . . . . . . . . . . . . . ..... III 2.5F SUPPLEMENTAL SEISMICITY DATA . . . . . . . . . . . . ..... III 2.5G FIELD EXPLORATORY TEST PIT LOGS. . . . . . . . . . . ..... IV
- ~
2086 029
NYSERG PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title 19'.222 2.5H SITE TRENCH INVESTIGATIONS . ................. IV 2.5I GEOLOGIC INVESTIGATIONS DEMPSTER STRUCTURAL ZONE . ...... IV 2.5J LABORATORY TESTING OF ROCK SAMPLES .............. IV 2.5K LABORATORY TESTING OF ONSITE SOILS . ............. IV 2.5L EVALUATION OF OFFSITE SOURCES FOR STRUCTURAL BACKFILL. .... IV 2.5M IN SITU STRESE MEASUREMENTS. ................. IV 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT, AND SYSTEMS. ..... V 3.1 CONFORMANCE WITH NRC GENERAL DESIGN CRITERIA. .......... V 3.2 CLASSIFICATION OF STRUCTURES, SYSTEMS, AND COMPONENTS ...... V 3.3 WIND AND TORNADO LOADINGS . . .................. V 3.4 WATER LEVEL (FLOOD) DESIGN. . .................. V h
3.5 MISSILE PROTECTION. . . . . . .................. V 3.6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING . . . . . . .................. V 3.7 SEISMIC DESIGN. . . . . . . . .................. V 3.8 DESIGN OF CATEGORY I STRUCTURES ................. V 3.9 MECHANICAL SYSTEMS AND COMPONENTS ................ V 3.10 SEISMIC DESIGN OF CATEGORY I INSTRUMENTATION AND ELECTRICAL EQUIPMENT . . . . . . . . . . .................. V 3.11 ENVIRONMENTAL DESIGN OF MECHANICAL AND ELECTRICAL EQUIPMENT . .. V 3A CONFORMANCE WITH REGULATORY GUIDES. ............... V 4 REACTOR . . . . . . . . . . . .................. V 5 REACTOR COOLANT SYSTEM AND CONNECTED SYSTEMS. ........... V O
a 2086 030
. NYSERG PSAR SUMdARY TABLE OF CONTENTS (Cont'd)
Section Title Volume
5.1 INTRODUCTION
. . . . . . . . . . . . .. . . . . . . . . . . . . . V 5.2 INTEGRITY OF REACTOR COOLANT PRESSURE BOUNDARY. . . . . . . . . . V 5.3 THERMAL HYDRAULIC SYSTEM DESIGN . . .. . . . . . . . . . . . . . V 5.4 REACTOR VESSEL AND APPURTENANCES. . . . . . . . . . . . . . . . . V 5.5 COMPONENT AND SUBSYSTEM DESIGN. . . . . . . . . . . . . . . . . . V 5.6 INSTRUMENTATION REQUIREMENTS. . . . . . . . . . . . . . . . . . . V 6 ENGINEERED SAFETY FEATURES. . . . . . . . . . . . . . . . . . . . . V 6.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 6.2 CONTAINMENT SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . V 6.3 EMERGENCY CORE COOLING SYSTEM . . . . . . . . . . . . . . . . . . V 6.4 HABITABILITY SYSTEMS. . . . . . . . . . . . . . . . . . . . . . . V 7 INSTRUMENTf. TION AND CONTROLS. . . . . . . . . . . . . . . . . . . . V
7.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 7.2 REACTOR TRIP SYSTEM . . . . . . . . . . . . . . . . . . . . . . - V 7.3 ENGINEERED SAFETY FEATURES SYSTEM . . . . . . . . . . . . . . . - V 7.4 SYSTEMS REQUIRED FOR SAFE SHUTDOWN. . . . . . . . . . . . . . . . V 7.5 SAFETY RELATED DISPLAY INSIRUMENTATION. . . . . . . . . . . . . - V 7.6 ALL OTHER INSTRUMENTATION SYSTEMS REQUIRED FOR SAFETY . . . . . . V 7.7 CONTROL SYSTEMS NOT REQUIRED FOR SAFETY . . . . . . . . . . . . . V 7.8 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . . . . . . . . V 8 ELECTRIC POWER. . . . . . . . . . . . . . . . . . . . . .....V
8.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V
, 2086 09
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume 8.2 OFFSITE POWER SYSTEM. . . . . . . . . . . . . . . . . . . . . . . V 8.3 ONSITE POWER SYSTEMS. . . . . . . . . . . . . . . . . . . . . . . V 8.4 INTERFACE DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . V 9 AUXILIARY SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . V 9.1 FUEL STORAGE AND HANDLING . . . . . . . . . . . . . . . . . . . . V 9.2 WATER SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . V 9.3 PROCESS AUXILIARIES . . . . . . . . . . . . . . . . . . . . . . V 9.4 AIR-CONDITIONING, HEATING, COOLING, AND VENTILATION SYSTEMS . . . V 9.5 OTHER AUXILIARY SYSTEMS . . . . . . . . . . . . . . . . . . . . . V 10 STEAM AND POWER CONVERSION SYSTEM . . . . . . . . . . . . . . . . . V 10.1
SUMMARY
DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . V 10.2 TURBINE-GENERATOR STEAM SYSTEM. . . . . . . . . . . . . . . . . . V 10.3 MAIN STEAM SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . V 10.4 OTHER FEATURES OF STEAM AND POWER CONVERSION SYSTEMS. . . . . . . V 11 RADI0ACTVE WASTE MANAGEMENT . . . . . . . . . . . . . . . . . . . . V 11.1 SOURCE TERMS. . . . . . . . . . . . . . . . . . . . . . . . . . . V 11.2 RADIOACTIVITY LIQUID WASTE SYSTEM (REFER TO SWECO 7701) . . . . . V 11.3 RADIOACTIVE GASEOUS WASTE SYSTEM. . . . . . . . . . . . . . . . . V 11.4 PROCESS AND EFFLUENT RADIATION MONITORING SYSTE!!. . . . . . . . . V 11.5 RADIOACTIVE SOLID WASTE SYSTEM. . . . . . . . . . . . . . . . . . V 11.6 OFFSITE RADIOLOGICAL MONITORING PROGRAM . . . . . . . . . . . . . V 12 RADIATION PROTECTION. . . . . . . . . . . . . . . . . . . . . . . . V vi
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume 12.1 SHIELDING . . . . . . . . . . . . , . . . . . . . . . . . . . . V 12.2 VENTILATION . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.3 HEALTH PHYSICS PROGRAM. . . . . . . . . . . . . . . . . . . . . . V 12.4 RADIOACTIVE MATERIALS SAFETY. . . . . . . . . . . . . . . . . . . V 13 CONDUCT OF OPERATIONS . . . . . . . . . . . . . . . . . . . . . . . V 13.1 ORGANIZATIONAL STRUCTURE OF APPLICANT . . . . . . . . . . . . . . V 13.2 TRAINING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 13.3 EMERGENCY PLANNING. . . . . . . . . . . . . . . . . . . . . . . . V 13.4 REVIEW AND AUDIT. . . . . . . . . . . . . . . . . . . . . . . . . V 13.5 PLANT PROCEDURES. . . . . . . . . . . . . . . . . . . . . . . . . V 13.6 INDUSTRIAL SECURITY . . . . . . . . . . . . . . . . . . . . . . . V 14 INITIAL TEST AND OPERATIONS . . . . . . . . . . . . . . . . . . . . V 14.1 SPECIFIC INFORMATION TO BE INCLUDED IN PRELIMINARY SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 14.2 SPECIFIC INFORMATION TO BE INCLUDED IN FINAL SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 15 ACCIDENT ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . V 15.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 15.2 ANTICIPATED TRANSIENTS WITHOUT SCRAM. . . . . . . . . . . . . . . V 16 TECHNICAL SPECIFICATIONS. . . . . . . . . . . . . . . . . . . . . . V 16.6 ADMINISTRATIVE CONTROLS NYSESG. . . . . . . . . . . . . . . . . - V 17 QUALITY ASSURANCE . . . . . . . . . . . . . . . . . . . . . . ...V 200, Qh vii
NYSERG PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Volume Section M
. . . . . V 17.1 QUALITY ASSURANCE PROGRAM FOR DESIGN AND CONSTRUCTION .
. . . . . . . . V 17.2 QUALITY ASSURANCE PROGRAM FOR STATION OPERATION .
2086 034 g 9
viii
NYSE8G PSAR 1pMMARY TABLE OF CONTENTS Lection Title Volume 1 INTRODUCTION AND GENERAL DESCRIPTION OF PLANT
1.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . ...... I 1.2 GENERAL PLANT . . . . . . . . . . . . . . . . . . . ...... I 1.3 COMPARISON TABLES . . . . . . . . . . . . . . . . . ...... I 1.4 IDENTIFICATION OF AGENTS AND CONTRACTORS. . . . . . ...... I 1.5 REQUIREMENTS FOR FURTHER TECHNICAL INFORMATION. . . ...... I 1.6 MATERIAL INCORPORATED BY REFERENCE. . . . . . . . . ...... I 1.7 TERMINOLOGY AND FLOW DIAGRAM SYhBOLS. . . . . . . . ...... I 1.8 INTERFACE WITH NSSS VENDOR AND UTILITY APPLICANT SARS ..... I 2 SITE CHARACTERISTICS. . . . . . . . . . . . . . . . . ...... I 2.1 GEOGRAPHY AND DEMOGRAPHY. . . . . . . . . . . . . . ...... I 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES. .. I 2.3 METEOROLOGY , . . . . . . . . . . . . . . . . . . . ...... I 2.4 HYER0 LOGIC ENGINEERING. . . . . . . . . . . . . . . ...... II 2.5 GEOLOGY AND SEISMOLOGY. . . . . . . . . . . . . . . ...... II 2.6 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . ...... II 2.5A REGIONAL GEOLOGIC INVESTIGATIONS ST. LAWRENCE REGION . .... II 2.5B GEOPHYSICAL SURVEY LAKE GEORGE, NEW YORK . . . . . ...... III 2.5C BORING LOGS. . . . . . . . . . . . . . . . . . . . ...... III 2.5D SEISMIC REFRACTION SURVEY NEW HAVEN, NEW YORK. . . ...... III 2.5E IN SITU VELOCITY MEASUREMENTS PROPOSED NUCLEAR POWER PLANT SITE, NEW HAVEN, NEW YORK. . . . . . . . . . . . . ...... III 2.5F SUPPLEMENTAL SEISMICITY DATA . . . . . . . . . . . ...... III 2.5G FIELD EXPLORATORY TEST PIT LOGS. . . . . . . . . . ...... IV iii 2086 035
NYSEiG PSAR SUMdARY IABLE OF CONTENTS (Cont'd)
Section Title Volume 2.5H SITE TRENCH INVESTIGATIONS . .....,........... IV 2.5I GEOLOGIC INVESTIGATIONS DEMPSTER STRUCTURAL ZONE . ...... IV 2.5J LABORATORY TESTING OF ROCK SAMPLES .............. IV 2.5K LABORATORY TESTING OF ONSITE SOILS . ............. IV 2.5L EVALUATION OF OFFSITE SOURCES FOR ..*RUCTURAL BACKFILL. .... IV 2.5M IN SITU STRESS MEASUREMENTS. ................. IV 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT, AND SYSTEMS. ..... V 3.1 CONFJRMANCE WITH NRC GENERAL DESIGN CRITERIA. .......... V 3.2 CLASSIFICATION OF STRUCTURES, SYSTEMS, AND COMPONENTS . ..... V 3.3 WIND AND TORNADO LOADINGS ................ .... V 3.4 WATER LEVEL (FLOOD) DESIGN. V h
3.5 MISSILE PROTECTION. . . . .................... V 3.6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING . . . . ............. ....... V 3.7 SEISMIC DESIGN. . . . . . ............ ........ V 3.8 DESIGN OF CATEGORY I STRUCTURES . ................ V 3.9 MECHANICAL SYSTEMS AND COMPONENTS ................ V 3.10 SEISMIC DESIGN OF CATEGORY I INSTRUMENTATION AND ELECTRICAL EQUIPMENT . . . . . . . . ... ................. V 3.11 ENVIRONMENTAL DESIGN OF MECHANICAL AND ELECTRICAL EQUIPMENT . ..V 3A CONFORMANCE WITH REGULATORY GUIDES. ............... V 4 REACTOR . . . . . . . . . . . ........... ........ V 5 REACTOR COOLANT SYSTEM AND CONNECTED SYSTEMS. ..........- V a 2086 036
NYSE8G PSAR 9
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume
5.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 5.2 INTEGRITY OF REACTOR COOLANT PRESSURE BOUNDARY. . . . . . . . . . V 5.3 THERMAL HYDRAULIC SYSTEM DESIGN . . . . . . . . . . . . . . . . . V 5.4 REACTOR VESSEL AND APPURTENANCES. . . . . . . . . . . . . . . . . V 5.5 COMPONENT AND SUBSYSTEM DESIGN. . . . . . . . . . . . . . . . . . V 5.6 INSTRUMENTATION REQUIREMENTS. . . . . . . . . . . . . . . . . . . V 6 ENGINEERED SAFETY FEATURES. . . . . . . . . . . . . . . . . . . . . V 6.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 6.2 CONTAINMENT SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . V 6.3 EMERGENCY CORE COOLING SYSTEM . . . . . . . . . . . . . . . . . . V 6.4 HABITABILITY SYSTEMS. . . . . . . . . . . . . . . . . . . . . . . V 7 INSTRUMENTATION AND CONIROLS. . . . . . . . . . . . . . . . . . . . V
7.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 7.2 REACTOR TRIP SYSTEM . . . . . . . . . . . . . . . . . . . . . . . V 7.3 ENGINEERED SAFETY FEATURES SYSTEM . . . . . . . . . . . . . . . . V 7.4 SYSTEMS REQUIRED FOR SAFE SHUTDOWN. . . . . . . . . . . . . . . . V 7.5 SAFETY RELATED DISPLAY INSTRUMENTATION. . . . . . . . . . . . . . V 7.6 ALL OTHER INSTRUMENTATION SYSTEMS REQUIP.ED FOR SAFETY . . . . . . V 7.7 CONTROL SYSTEiS NOT REQUIRED FOR SAFETY . . . . . . . . . . . . . V 7.8 INTERFACE REQUIREMENTS. . . . . . . . , . . . . . . . . . . . . . V 8 ELECTRIC POWER. . . . . . . . . . . . . . . . . . . . . . . ....V
8.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . V hb
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Iitig Volume 8.2 0FFSITE POWER SYSTEM. . . . . . . . . . . . . . . . . . . . . . V 8.3 ONSITE POWER SYSTER . . . . . . . . . . . . . . . . . . . . . V 3.4 INTERFACE DESIGN. . . . . . . . . . . . . . . . . . . . . . . V 9 AUXILIARY SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . V 9.1 FUEL STORAGE AND HANDLING . . . . . . . . . . . . . . . . . . . . V 9.2 WATER SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . V 9.3 PROCESS AUXILIARIES . . . . . . . . . . . . . . . . . . . . . . . V 9.4 AIR-CONDITIONING, HEATING, COOLING, AND VENTILATION SYSTEMS . . . V 9.5 OTHER AUXILIARY SYSTEMS . . . . . . . . . . . . . . . . . . . . . V 10 STEAM AND POWER CONVERSION SYSTEM . . . . . . . . . . . . . . . . . V 10.1
SUMMARY
DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . V 10.2 TURBINE-GENERATOR STEAM SYSTEM. . . . . . . . . . . . . . . . . . V 10.3 MAIN STEAM SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . V 10.4 OTHER FEATURES OF STEAM AND POWER CONVERSION SYSTEMS. . . . . . . V 11 RADI0ACTVE WASTE MANAGEMENT . . . . . . . . . . . . . . . . . . . . V 11.1 SOURCE TERMS. . . . . . . . . . . . . . . . . . . . . . . . . . . V 11.2 RADIOACTIVITY LIQUID WASTE SYSTEM (REFER TO SWECO 7701) . . . . . V 11.3 RADI0 ACTIVE GASEOUS WASTE SYSTEM. . . . . . . . . . . . . . . . . V 11.4 PROCESS AND EFFLUENT RADIATION MONITORING SYSTEM. . . . . . . . . V 11.5 RADIOACTIVE SOLID WASTE SYSTEM. . . . . . . . . . . . . . . . . . V 11.6 0FFSITE RADIOLOGICAL MONITORING PROGRAM . . . . . . . . . . . . . V 12 RADIATION PROTECTION. . . . . . . . . . . . . . . . . . . . . . . .V vi 2086 038
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume 12.1 SHIELDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.2 VENTILATION . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.3 HEALTH PHYSICS PROGRAM. . . . . . . . . . . . . . . . . . . . . . V 12.4 RADIOACTIVE MATERIALS SAFETY. . . . . . . . . . . . . . . . . . . V 13 CONDUCT OF OPERATIONS , . . . . . . . . . . . . . . . . . . . . . . V 13.1 ORGANIZATIONAL STRUCTURE OF APPLICANT . . . . . . . . . . . . . - V 13.2 TRAINING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 13.3 EMERGENCY PLANNING. . . . . . . . . . . . . . . . . . . . . . . . V 13.4 REVIEW AND AUDIT. . . . . . . . . . . . . . . . . . . . . . . . - V 13.5 PLANT PROCEDURES, . . . . . . . . . . . . . . . . . . . . . . . . V 13.6 INDUSTRIAL SECURITY . . . . . . . . . . . . . . . . . . . . . . . V 14 INITIAL TEST AND OPERATIONS . . . . . . . . . . . . . . . . . . . . V 14.1 SPECIFIC INFORMATION TO BE INCLUDED IN PRELIMINARY SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 14.2 SPECIFIC INFORMATION TO BE INCLUDED IN FINAL SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 15 ACCIDENT ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . V 15.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 15.2 ANTICIPATED TRANSIENTS WITHOUT SCRAM. . . . . . . . . . . . . . . V 16 TECHNICAL SPECIFICATIONS. . . . . . . . . . . . . . . . . . . . . . V 16.6 ADMINISTRATIVE CONTROLS NYSE1G. . . . . . . . . . . . . . . . . . V 17 QUALITY ASSURANCE . . . . . . . . . . . . . . . . . . . .....V vii
?Nb
NYSE&G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title
. . . . - V 17.1 QUALITY ASSURANCE PROGRAM FOR DESIGN AND CONSTRUCTION .
. . . . . . . . V 17.2 QUALITY ASSURANCE PROGRAM FOT; STATION OPERATION .
2086 040 0
9 vif i
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS Section Title Volume 1 INTRODUCTION AND GENERAL DESCRIPTION OF PLANT
1.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . I 1.2 GENERAL PLANT . . . . . . . . . . . . . . . . . . . . . . . . . I 1.3 COMPARISON TABLES . . . . . . . . . . . . . . . . . . . . . . . I 1.4 IDENTIFICATION OF AGENTS AND CONTRACTORS. . . . . . . . . . . . I 1.5 REQUIREMENTS FOR FURTHER TECHNICAL INFORMATION. . . . . . . . . I 1.6 MATERIAL INCORPORATED BY REFERENCE. . . . . . . . . . . . . . . I 1.7 TERMINOLOGY AND FLOW DIAGRAM SYMBOLS. . . . . . . . . . . . . . I 1.8 INTERFACE WITH NSSS VENDOR AND UTILITY APPLICANT SARS . . . . . I 2 SITE CHARACTERISTICS. . . . . . . . . . . . . . . . . . . . . . I 2.1 GEOGRAPHY AND DEMOGRAPHY. . . . . . . . . . . . . . . . . . . . I 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES. . . I 2.3 METEOROLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . I 2.4 HYDROLOGIC ENGINEERING. . . . . . . . . . . . . . . . . . . . . II 2.5 GEOLOGY AND SEISMOLOGY. . . . . . . . . . . . . . . . . . . . . II 2.6 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . . . . . . . II 2.5A REGIONAL GEOLOGIC INVESTIGATIONS ST. LAURENCE REGION . . . . . II 2.5B GEOPHYSICAL SURVEY LAKE GEORGE, NEW YORK . . . . . . . . . . . III 2.5C BORING LOGS. . . . . . . . . . . . . . . . . . . . . . . . . . III 2.5D SEISMIC RETRACTION SURVEY NEW HAVEN, NEW YORK. . . . . . . . . III 2.5E IN SITU VELOCITY MEASUREMENTS PROPOSED NUCLEAR POWER PLANT SITE, NEW HAVEN, NEW YORK. . . . . . . . . . . . . . . . . . . II.
2.5F SUPPLEMENTAL SEISMICITY DATA . . . . . . . . . . . . . . . . . III 2.5G FIELD EXPLORATORY TEST PIT LOGS. . . . . . . . . . . . . . . . IV LLt l\ \
NYSE8G PSAR SUMHARY TABLE OF CONTENTS (Cont'd)
Section h Volume 2.5H SITE TRENCH INVESTIGATIONS .................. IV 2.5I GEOLOGIC INVESTIGATIONS DEMPSTER STRUCTURAL ZONE . . . . . . . IV 2.5J LABORATORY TESTING OF ROCK SAMPLES . . . . . . . . . . . . . . IV 2.5K LABORATORY TESTING OF ONSITE SOILS . . . . . . . . . . . . . . IV 2.5L EVALUATION OF OFFSITE SOURCES FOR STRUCTURAL BACKFILL. . . . . IV 2.5M IN SITU STRESS MEASUREMENTS. . . . . . . . . . . . . . . . . . IV 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT, AND SYSTEMS. . . . . . V 3.1 CONFORMANCE WITH NRC GENERAL DESIGN CRITERIA. . . . . . . . . . . V 3.2 CLASSIFICATION OF STRUCTURES, SYSTEMS, AtD COMPONENTS . . . . . . V 3.3 WIND AND TORNADO LOADINGS .................... V 3.4 WATER LEVEL (FLOOD) DESIGN. V l
3.5 MISSILE PROTECTION. . . . .................... V 3.6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING . . . . .................... V 3.7 SEISMIC DESIGN. . . . . . .................... V 3.8 DESIGN OF CATEGORY I STRUCTURES . . . . . . . . . . . . . . . . . V 3.9 MECHANICAL SYSTEMS AND COMPONENTS . . . . . . . . . . . . . . . . V 3.10 SEISMIC DESIGN OF CATEGORY I INSTRUMENTATION AND ELECTRICAL EQUIPMENT . . . . . . . . .................... V 3.11 ENVIRONMENTAL DESIGN OF MECHANICAL AND ELECTRICAL EQUIPMENT . . . V 3A CONFORMANCE WITH REGULATORY GUIDES. . . . . . . . . . . . . . . . V 4 REACTOR . . . . . . . . . . . ................... V 5 REACTOR COOLANT SYSTEM AND CONNECTED SYSTEMS. . . . . . . . . . . .V O
iv 2086 042
NYSESG PSAR SUMHARY TABLE OF CONTENTS (Cont'd)
Section Title Volume
5.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 5.2 INTEGRITY OF REACTOR CCOLANT PRESSURE BOUNDARY. . . . . . . . . . V 5.3 THERMAL HYDRAULIC SYSTEM DESIGN . . . . . . . . . . . . . . . . . V 5.4 REACTOR VESSEL AND APPURTENANCES. . . . . . . . . . . . . . . . . V 5.5 COMPONENT AND SUBSYSTEM DESIGN. . . . . . . . . . . . . . . . . . V 5.6 INSTRUMENTATION REQUIREMENTS. . . . . . . . . . . . . . . . . . . V 6 ENGINEERED SAFETY FEATURES. . . . . . . . . . . . . . . . . . . - V 6.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 6.2 CONTAINMENT SYSTEMS . . . . . . . . . . . . . . . . . . . . . . - V 6.3 EMERGENCY CORE COOLING SYSTEM . . . . . . . . . . . . . . . . . - V 6.4 HABITABILITY SYSTEMS. . . . . . . . . . . . . . . . . . . . . . - V 7 INSTRUMENT /_ TION AND CONTROLS. . . . . . . . . . . . . . . . . . . . V
7.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 7.2 REACTOR TRIP SYSTEM . . . . . . . . . . . . . . . . . . . . . . . V 7.3 ENGINEERED SAFETY rEATURES SYSTEM . . . . . . . . . . . . . . . . V 7.4 SYSTEMS REQUIRED FOR SAFE SHUTDOWN. . . . . . . . . . . . . . . - V 7.5 SAFETY RELATED LISPLAY INSTRUMENTATION. . . . . . . . . . . . . - V 7.6 ALL OTHER INSTRUMENTATION SYSTEMS REQUIRED FOR SAFETY . . . . . . V 7.7 CONTROL SYSTEdS NOT REQUIRED FOR SAFETY . . . . . . . . . . ...V 7.8 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . . . . . . . . V 8 ELECTRIC POWER. . . . . . . . . . . . . . . . . . . . . . . . . . . V
8.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V v hb
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title VQJM. Eft 8.2 0FFSITE POWER SYSTEM. . . . . . . . . . . . . . . . . . . . . . . V 8.3 ONSITE POWER SYSTEMS. . . . . . . . . . . . . . . . . . . . . . . V 8.4 INTERFACE DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . V 9 AUXILIARY SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . V 9.1 FUEL STORAGE AND HANDLING . . . . . . . . . . . . . . . . . . . . V 9.2 WATER SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . . . . V 9.3 PROCESS AUXILIARIES . . . . . . . . . . . . . . . . . . . . . . . V 9.4 AIR-CONDITIONING, HEATING, COOLING, AND VENTILATION SYSTEMS . . . V 9.5 OTHER AUXILIARY SYSTEMS . . . . . . . . . . . . . . . . . . . . . V 10 STEAM AND POWER CONVERSION SYSTEM . . . . . . . . . . . . . . . . . V 10.1
SUMMARY
DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . V 10.2 TURBINE-GENERATOR STEAli SYSTEM. . . . . . . . . . . . . . . . . . V 10.3 MAIN STEAM SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . V 10.4 OTHER FEATURES OF STEAM AND POWER CONVERSION SYSTEMS. . . . . . . V 11 RAPIOACTVE WASTE MANAGEMENT . . . . . . . . . . . . . . . . . . . - V 11.1 SOURCE TERMS. . . . . . . . . . . . . . . . . . . . . . . . . . . V 11.2 RADIOACTIVITY LIQUID WASTE SYSTEM (REFER TO SWECO 7701) . . . . . V 11.3 RADIOACTIVE GASEOUS WASTE SYSTEM. . . . . . . . . . . . . . . . . V 11.4 PROCESS AND EFFLUENT RADIATION MONITORING SYSTEti. . . . . . . . . V 11.5 RADIOACTIVE SOLID WAC*E SYSTEM. . . . . . . . . . . . . . . . . . V 11.6 0FFSITE RADIOLOGICAL !!CNITORING PROGRAM . . . . . . . . . . . . . V 12 RADIATION PROTECTION. . . . . . . . . . . . . . . . . . . . . . . . V vi
{h hk
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume 12.1 SHIELDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.2 VENTILATION . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.3 HEALTH PHYSICS PROGRAM. . . . . . . . . . . . . . . . . . . . . . V 12.4 RADIOACTIVE MATERIALS SAFETY. . . . . . . . . . . . . . . . . . . V 13 CONDUCT OF OPERATIONS . . . . . . . . . . . . . . . . . . . . . . . V 13.1 ORGANIZATIONAL STRUCTURE OF APPLICANT . . . . . . . . . . . . . . V 13.2 TRAINING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 13.3 EMERGENCY PLANNING. . . . . . . . . . . . . . . . . . . . . . . . V 13.4 REVIEW AND AUDIT. . . . . . . . . . . . . . . . . , . . . . . . . V 13.5 PLANT PPOCEDURES. . . . . . . . . . . . . . . . . . . . . . . . . V 13.6 INDUSTRIAL SECURITY . . . . . . . . . . . . . . . . . . . . . . . V 14 INITIAL TEST AND OPERATIONS . . . . . . . . . . . . . . . . . . . . V 14.1 SPECIFIC INFORMATION TO BE INCLUDED IN PRELIMINARY SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 14.2 SPECIFIC INFORMATION TO BE INCLUDED IN FINAL SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 15 ACCIDENT ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . V 15.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 15.2 ANTICIPATED TRANSIENTS WITHOUT SCRAM. . . . . . . . . . . . . . . V 16 TECHNICAL SPECIFICATIONS. . . . . . . . . . . . . . . . . . . . . . V 16.6 ADMINISTRATIVE CONTROLS NYSESG. . . . . . . . . . . . . . . . . . V 17 OUALITY ASSURANCE . . . . . . . . . . . . . . . . . . . . . . . . . V vii
NYSE&G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Title Volume Sectio.
. . . . . V 17.1 QUALITY ASSURANCE PROGRAM FOR DESIGN AND CONSTRUCTION .
17.2 QUALITY ASSURANCE PROGRAM FOR STATION OPERATION .
........V 2086 046 g O
viii
NYSE1G PSAR SEKMARY TABLE OF CONTENTS Section Title Volume 1 INTRODUCTION AND GENERAL DESCRIPTION OF PLANT
1.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . I 1.2 GENERAL PLANT . . . . . . . . . . . . . . . . . . . . . . . . . I 1.3 COMPARISON TABLES . . . . . . . . . . . . . . . . . . . . . . . I 1.4 IDENTIFICATION OF AGENTS AND CONTRACTORS. . . . . . . . . . . . I 1.5 REQUIREMENTS FOR FURTHER TECHNICAL INFORMATION. . . . . . . . . I 1.6 MATERIAL INCORPORATED BY REFERENCE. . . . . . . . . . . . . . . I 1.7 TERMINOLOGY AND FLOW DIAGRAM SYMBOLS. . . . . . . . . . . . . . I 1.8 INTERFACE WITH NSSS VENDOR AND UTILITY APPLICANT SARS . . . . . I 2 SITE CHARACTERISTICS. . . . . . . . . . . . . . . . . . . . . . . I 2.1 GEOGRAPHY AND DEMOGRAPHY. . . . . . . . . . . . . . . . . . . . I 2.2 NEARBY INDUSTRIAL, TRANSPORTATION, AND MILITARY FACILITIES. . . I 2.3 METEOROLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . I 2.4 HYDROLOGIC ENGINEERING. . . . . . . . . . . . . . . . . . . . . II 2.5 GEOLOGY AND SEISMOLOGY. . . . . . . . . . . . . . . . . . . . . II 2.6 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . . . . . . . II 2.5A REGIONAL GEOLOGIC INVESTIGATIONS ST. LAURENCE REGION . . . . . II 2.5B GEOPHYSICAL SURVEY LAKE GEORGE, NEW YORK . . . . . . . . . . . III 2.5C BORING LOGS. . . . . . . . . . . . . . . . . . . . . . . . . . III 2.5D SEISMIC REFRACTION SURVEY NEW HAVEN, NEW YORK. . . . . . . . . III 2.5E IN SITU VELGCITY MEASUREMENTS PROPOSED NUCLEAR POWER PLANT SITE, NEW HAVEN, NEW YORK. . . . . . . . . . . . . . . . . . . III 2.5F SUPPLEMENTAL SEISMICITY DATA . . . . . . . . . . . . . . . . . III 2.5G FIELD EXPLORATORY TEST pit LOGS. . . . . . . . . . . . . . . . IV iii 2086 0 0
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volune 2.5H SITE TRENCH INVESTIGATIONS . . . . . . . . . . . . . . . . . . IV 2.5I GEOLOGIC INVESTIGATIONS DEMPSTER STRUCTURAL ZONE . . . . . . . IV 2.5J LABORATORY TESTING OF ROCK SAMPLES . . . . . . . . . . . . . . IV 2.5K LABORATORY TESTING OF ONSITE SOILS . . . . . . . . . . . . . . IV 2.5L EVALUATION OF OFFSITE SOURCES FOR STRUCTURAL BACKFILL. . . . . IV 2.5M IN SITU 3 TRESS MEASUREMENTS. . . . . . . . . . . . . . . . . . IV 3 DESIGN OF STRUCTURES, COMPONENTS, EQUIPMENT, AND SYSTEMS. . . . . . V 3.1 CONFORMANCE WITH NRC GENERAL DESIGN CRITERIA. . . . . . . . . . . V 3.2 CLASSIFICATION OF STRUCTURES, SYSTEMS, AND COMPONENTS . . . . . . V 3.3 WIND AND TORNADO LOADINGS . . . . . . . . . . . . . . . . . . . V 3.4 WATER LEVEL (FLOOD) DESIGN. . . . . . . . . . . . . . . . . . . . V 3.5 MISSILE PROTECTION. . . . . . . . . . . . . . . . . . . . . . . . V 3.6 PROTECTION AGAINST DYNAMIC EFFECTS ASSOCIATED WITH THE POSTULATED RUPTURE OF PIPING . . . . . . . . . . . . . . . . . . . . . . . . V 3.7 SEISMIC DESIGN. . . . . . . . . . . . . . . . . . . . . . . . . . V 3.R DESIGN OF CATEGORY I STRUCTURES . . . . . . . . . . . . . . . . . V 3.9 MECHANICAL SYSTEMS AND COMPONENTS . . . . . . . . . . . . . . . . V 3.10 SEISMIC DESIGN OF CATEGORY I INSTRUMENTATION AND ELECTRICAL EQUIPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 3.11 ENVIRONMENTAL DESIGN OF MECHANICAL AND ELECTRICAL EQUIPMENT . . . V 3A CONFORMANCE WITH REGULATORY GUIDES. . . . . . . . . . . . . . . . V 4 REACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
V 5 REACTOR COOLANT SYSTEM AND CONNECTED SYSTEMS. . . . . . . . . . . . V O
- 1. -
20Bb 98
NYSERG PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume
5.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 5.2 INTEGRITY OF REACTOR COOLANT PRESSURE BOUNDARY. . . .. . . . . . V 5.3 THERMAL HYDRAULIC SYSTEM DESIGN . . . . . . . . . . . . . . . . . V 5.4 REACTOR VESSEL AND APPURTENANCES. . . . . . . . . . . . . . . . . V 5.5 COMPONENT AND SUBSYSTEM DESIGN. . . . . . . . . . . . . . . . . . V 5.6 INSTRUMENTATION REQUIREMENTS. . . . . . . . . . . . . . . . . . . V 6 ENGINEERED SAFETY FEATURES. . . . . . . . . . . . . . . . . . . . . V 6.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 6.2 CONTAINMENT SYSTEMS . . . . . . . . . . . . . . . . . . . . . . . V 6.3 EMERGENCY CORE COOLING SYSTEM . . . . . . . . . . . . . . . . . . V 6.4 HABITABILITY SYSTEMS. . . . . . . . . . . . . . . . . . . . . . . V 7 INSTRUMENTATION AND CONTROLS. . . . . . . . . . . . . . . . . . . . V
7.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . . . . . . . . V 7.2 REACTOR TRIP SYSTEM . . . . . . . . . . . . . . . . . . . . . . . V 7.3 ENGINEERED SAFETY FEATURES SYSTEM . . . . . . . . . . . . . . . . V 7.4 SYSTEMS REQUIRED FOR SAFE SHUTDOWN. . . . . . . . . . . . . . . . V 7.5 SAFETY RELATED DISPLAY INSTRUMENTATION. . . . . . . . . . . . . . V 7.6 ALL OTHER INSTRUMENTATION SYSTEMS REQUIRED FOR SAFETY . . . . . . V 7.7 CONTROL SYSTEMS NOT REQUIRED FOR SAFETY . . . . . . . . . . . . . V 7.8 INTERFACE REQUIREMENTS. . . . . . . . . . . . . . . . . . . . . . V 8 ELECTRIC POWER. . . . . . . . . . . . . . . . . . . . . . . . . . . V
8.1 INTRODUCTION
. . . . . . . . . . . . . . . . . . . . .......V hbb V
NYSE8G PSAR
SUMMARY
TABLE OF CONTENTS (Cont'd)
Section Title Volume 8.2 0FFSITE POWER SYSTEM. . . ... . . . . . . . . . . . . . . . . . V 8.3 ONSITE POWER SYSTEMS. . . ... . . . . . . . . . . . . . . . . . V 8.4 INTERFACE DESIGN. . . . . ... . . . . . . . . . . . . . . . . . V 9 AUXILIARY SYSTEMS . . . . . ... . . . . . . . . . . . . . . . . . V 9.1 FUEL STORAGE AND HANDLING . .. . . . . . . . . . . . . . . . . . V 9.2 WATER SYSTEMS . . . . . .. . . . . . . . . . . . . . . . . . . V 9.3 PROCESS AUXILIARIES . . . ... . . . . . . . . . . . . . . . . . V 9.4 AIR-CONDITIONING, HEATING, COOLING, AND VENTILATION SYSTEMS . . . V 9.5 OTHER AUXILIARY SYSTEMS . .. . . . . . . . . . . . . . . . . . . V 10 STEAM AND POWER CONVERSION SYSTEM . . . . . . . . . . . . . . . . . V 10.1
SUMMARY
DESCRIPTION . . . .. . . . . . . . . . . . . . . . . . . V 10.2 TURBINE-GENERATOR STEAM SYSTEM. . . . . . . . . . . . . . . . . . V 10.3 MAIN STEAM SYSTEM . . . . .. . . . . . . . . . . . . . . . . . . V 10.4 OTHER FEATURES OF STEAM AND POWER CONVERSION SYSTEMS. . . . . . . V 11 RADIOACTVE WASTE MANAGEMENT . . . . . . . . . . . . . . . . . . . . V 11.1 SOURCE TERMS. . . . . . . .. . . . . . . . . . . . . . . . . . . V 11.2 RADIOACTIVITY LIQUID WASTE SYSTEM (REFER TO SWECO 7701) . . . . . V 11.3 RADIOACTIVE GASEOUS WASTE SYSTEM. . . . . . . . . . . . . . . . . V 11.4 PROCESS AND EFFLUENT RADIATION MONITORING SYSTEM. . . . . . . . . V 11.5 RADIOACTIVE SOLID WASTE SYSTEM. . . . . . . . . . . . . . . . . .V 11.6 0FFSITE RADIOLOGICAL MONITORING PROGRAM . . . . . . . . . . . . . V 12 RADIATION PROTECTION. . . . . .. . . . . . . . . . . . . . . . . . V h
vi 2086 0 %
NYSE8G PSAR
SUMMARY
TABLE OF CGNTENTS (Cont'd)
Section Title Volume 12.1 SHIELDING . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.2 VENTILATION . . . . . . . . . . . . . . . . . . . . . . . . . . . V 12.3 HEALTH PHYSICS PROGRAM. . . . . . . . . . . . . . . . . . . . . . V 12.4 RADI0 ACTIVE MATERIALS SAFETY. . . . . . . . . . . . . . . . . . . V 13 CONDUCT OF OPERATIONS . . . . . . . . . . . . . . . . . . . . . . . V 13.1 ORGANIZATIONAL STRUCTURE OF APPLICANT . . . . . . . . . . . . . . V 13.2 TRAINING. . . . . . . . . . . . . . . . . . . . . . . . . . . . V 13.3 EMERGENCY PLANNING. . . . . . . . . . . . . . . . . . . . . . . . V 13.4 REVIEW AND AUDIT. . . . . . . . . . . . . . . . . . . . . . . . . V 13.5 PLANT PROCEDURES. . . . . . . . . . . . . . . . . . . . . . . . . V 13.6 INDUSTRIAL SECURITY . . . . . . . . . . . . . . . . . . . . . . . V 14 INITIAL TEST AND OPERATIONS . . . . . . . . . . . . . . . . . . . . V 14.1 SPECIFIC INFORMATION TO BE INCLUDED IN PRELIMINARY SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 14.2 SPECIFIC INFORMATION TO BE INCLUDED IN FINAL SAFETY ANALYSIS REPORT . . . . . . . . . . . . . . . . . . . . . . . . . V 15 ACCIDENT ANALYSIS . . . . . . . . . . . . . . . . . . . . . . . . . V 15.1 GENERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . V 15.2 ANTICIPATED TRANSIENTS WITHOUT SCRAM. . . . . . . . . . . . . . . V 16 TECHNICAL SPECIFICATIONS. . . . . . . . . . . . . . . . . . . . . . V 16.6 ADMINISTRATIVE CONTROLS NYSE8G. . . . . . . . . . . . . .....V 17 QUALITY ASSURANCE . . . . . . . . . . . . . . . . . . . . . . . . . V 2086 051
NYSERG PSAR SLMMARY TABLE OF CONTENTS (Cont'd)
Volue.e Section Title
. . . . . V 17.1 QUALITY ASSURANCE PROGRAM FOR DESAGN AND CONSTRUCTION .
17.2 QUALITY ASSURANCE PROGRAM FOR STATION OPERATION . .
.......V
~ 2086 052 g O
viii
NYSE8G PSAR CHAPTER 2 THE SITE CHARACTERISTICS 2.1 GEOGRAPHY AND DEMOGRAPHY 2.1.1 Site Location and Descriotion 2.1.1.1 Specification of Location The proposed location for the station is in the Town of New Haven, Oswego County, New York, approximately 9 mi east of the city of Oswego and 30 mi north of Syracuse. Figure 2.1-1 shows the general site location. The site is located approximately 2 mi south of Lake Ontario on gently sloping terrain, approximately 340 ft above mean sea level (ms1). The site is located within an area bounded by Mason Road and State Route 104B to the north and northwest, State Route 104 to the south, To11 gate Road to the east, and 1,900 ft east of County Route 6 to the west.
The coordinates of the center of the containment structures for Unit 1 and 2 are:
NYS Coordinate Geographic Zone System-Central Coordinates yTMw Grid Zone Unit 1 43'-29'-3" N Lat N4815200m N1269630.00 76*-17'-46" W Long E395200m E576240.00 Unit 2 43'-28'-58" N Lat N4815000m N1269139.47 76'-17'-41" W Long E395300m E576602.61 MUniversal Transverse Mercator 2.1.1.2 Site Atea Mao Figure 2.1-2 shows the site area map, a detailed topographic map showing the identification, location, and orientation of principal station stru:tures.
This figure also indicates the exclusion area boundary and the proposud site boundary. All of the property within the site boundary will be owned by NYSE&G. The area within the site boundary is approximately 1,294 acres.
There will L9 no industrial, recreational, or residential structures, railways, or navigable waterways within the site boundary. Lee Road, passing through the site area, will be owned and controlled by NYSE8G. Section 2.1.2 discusses NYSE&G authority and control of this road.
2.1.1.3 Boundaries for Establishine Effluent Release Limits The restricted area coincides with the exclusion area (Figure 2.1-2) and will be posted and controlled for the purposes of protection of individuals from exposure to radiation and radioactive materials. The radiation dose to 2.1-1 2086 053
NYSE&G PSAR individuals outside the restricted area will be within the limits defined in 10CTR20 and 10CFR50, Appendix I.
The exclusien area boundary is fr.med by two half circles drawn from the centerline of each containment, connected by tangent lines. The radius of each half circle is defined as the shortest distance from the centerline of Unit 2 to Route 104. Property within this boundary is discussed in Section 2.1.1.2. Figure 2.1-2 shows the orientation of the restricted area boundary to the surrounding region.
The only potentially radioactive gaseous effluent release point is the ventilation vent (Figure 2.1-2). The distance from the ventilation vent to the restricted area boundary (as a function of direction) is given for each unit in Table 2.1-1.
2.1.2 Exclusion Area Authority and Control 2.1.2.1 Authority The site and exclusion area are described in Section 2.1.1. The exclusion area is identified on Figure 2.1-2. None of the property within the site boundary is currently owned by NSYERG. Figure 2.1-3 shows the current property lines within the site boundary. Table 2.1-2 lists current owners of property within the proposed site boundaries.
Portions of the exclusion area are traversed by Lee Road, an abandoned railroad owned by Penn-central Railroad, and a 115 kV transmission line.
Although travel upon Lee Road is compatible with the construction and cperation of NYSEAG Units 1 and 2, NYSEtG's emergency plan will include provision for the control of traffic in the event of an emergency. The control of traffic on Lee Road as well as on other roads in the vicinity of the station will be coordinated by the government agencies listed in Section 13.3.3. NYSEtG's emergency plan is discussed in Section 13.3. Upon acquisition of the property within the site boundary adjacent to Lee Road by NYSE&G, the town of New Haven intends to cease to maintain such road and the right to control access thereto will be surrendered to NYSE8G and Lee Road will ultimately cease to be a public highway.
Each of the property owners listed in Table 2.1-2 has property interests of such a nature that upon acquisition by purchase, condemnation, lease, contract or other means, will provide NYSE8G with the authority to determine all activities including exclusion and removal of personnel and preperty from tne exclusion area. None of the lands owned by the property owners listed in Tnble 2.1-2 are publicly cuned. NYSE&G will acquire the mineral rights for all the property within the exclusion area.
Although NYSE8G does r.o t currently own any of the property within the exclusion area, it will, subsequent to the completion of the New York State power plant siting proceeding (Public Service Law Sections 140-149), purchase the property within the site boundary, obtain the property by the exercise of the power of eminent domain which has been delegated to it by Section 11.3(A)
Amendment 1 2.1-2 February 1979 200B6 054
NYSE&G PSAR of the Transportation Corporation Law, and to the extent that NYSERG has not
- acquired the property interests by purchase or eminent domain, NYSE8G will acquire by lease, contract, grant, or other means the authority to determine all activities, including exclusion and removal of personr.el and property from the exclusion area.
i NYSE8G does not plan to begin purchase negotiations on any site property until all state and federal construction approvals have been issued. Preparations for purchase negotiations, such as surveying and abstract work, will be completed prior to the scheduled Construction Permit issue date (or Certificate of Environmental Compatability and Pubite Need issue date, which ever is later).
The abandoned railroad will be either purchased by NYSE8G or NYSE&G will include in its emergency plan adequate provisions for the control of traffic occurring at the time of an emergency. The easement for the existing 115 kV transmission line, which passes through the exclusion area seuth of the plant structures, will by agreement with Niagara Mohawk Power Corporation either be relocated or NYSE&G will include in its emergency plan adequate provisions to control personnel in the event of an emergency.
Natural and constructed terrain features vill be supplemented by physical barriers to facilitate control of activities and to minimize access to the exclusion area.
Provisions for the evacuation of the station and the exclusion area, in the event of an emergency, are discussed in Section 13.3.
2.1.2.2 Control of Activities Unrelated to Plant Operation If under the easement agreement, provisions for the relocation of the existing 115 kV transmission lines are not made, inspections, general maintenance, and emergency repair activities vill be permitted with access to the transmission corridor controlled by NYSE8G. Line crews required for these activities generally consist cf 3 to 12 individuals. No other activities unrelated to pl nt operation will be permitted within the exclusion area. There are no residential, agricultural, recreational, commercial, or industrial activities that are unrelated to power generation within the site boundary.
2.1.2.3 ArranRements for Traffic Control Continued use of Lee Road as a thoroughfare may be permitted; however, suitable measures, physical barriers, to control access during an emergency will be established. The site access rosd will be constructed, owned, and controlled by NYSE8G.
Butterfly Creek, which transverses the exclusion area, is an unnavigable stream. Within the site boundary, access to the creek vill be controlled by 2086 055 Amendment 1 2.1-3 February 1979
KYSE1G PSAR 2.1.2.4 Abandonment or Relocation of Roads With the exception of Lee Road, discussed in Section 2,1.2.1 and 2.1.2.3, no public roads are affected by the nuclear station.
2.1.3 Poeulation and Population Distributi2D 1970 U.S. census data and projected futufe prpulations of sectors defined by distance and direction from the site are presented in the sections and tables that follow. Mileage and radii have been measured from the site center, the midpoint of the line drawn between the two containment structures.
Population projections for all sectors are identified by ccmpass direction and distance irem the site. The area within 50 mi was divided by concentric circles to the site at distances of 19, 29, 39, 49, 59, 109, 209, 309, 409, and 509 mi from the site center and these annular rings were, in turn, divided into 22.5 deg sectors corresponding to the 16 points of the ecmpass and oriented to true north. The geographic relationship of these sectors to counties, towns, and villages in the area is shown in Figures 2.1-4 and 2.1-5.
2.1.3.1 Population Proiection Methodolony The population and the age distribution of the population within 50 mi was projected by sector using the following methodology. Population for 1970, using U.S. Bureau of Census, 1970 Census of Population data, was distributed to sectors between 10 and 50 mi by a computar program network developed by Urban Decisions Systems (Los Angeles). The network (On/ Site and Tele / Site are proprietary names) superimposes the above polar grid network on the site area, using the latitude and longitude of the plant site as the basic reference point. The centroid of each census block group or enumeration district is then located via this program in relation to each grid sector.
The centroid is the population center of gravity as located by the U.S. Bureau of Census in the Master Enumeration District list. The population for each enumeration district or block group is then assigned to the sector in which the centroid falls.
Between 10 and 50 mi, the individual sectors are largo enough to make this procedure valid. For the O- to 10-mi area, a different procedure was followed. The total population in the O- to 10- mi area is known from the preceeding procedure. This total population vas allocated to the 96 included sectors through a house count based or the New York State Department of Transportation planimetric maps (7.5 min series). The number of homes counted in each sector was converted to residents by using the persons per housing unit factor for each county contained in the 1970 federal census. The federal census population was then cilocated to- each sector in proportion to the population weights derived from the house count. These figures were then compared to the census tract totals to check the reliability of these estimates.
Onsite population was obtained through onsite visits to all residences, supplemented by telephone calls as necessary. Population projections were derived principally from growth rates implicit in population estimates Amendment 1 2.1-4 February 1979 2086 056
NYSE&G PSAR cases occurred during 1965. A total of 49 such hailstorms vire recorded in the years 1955 through 1967. Table 2.3-3 presents these data on a seasonal basis. The year of most frequent h::11 storm occurrence for hail larger than 1.5-inch dia was 1959 when five such hailstorms were reported.
Tornadoes Conditions conducive to formation of tornadoes include strong convective instability, strong moisture advection in about the lowest 200 mb, and much dryer air above the 200 mb levc1898 Strong frontal lifting in advance of cold frcnts associated with developing extratropical cyclones produces these conditions most frequently. Even though an average of several tornadoes per year occur in the State of New York, intense tornadic storms, .uch as those often observed in the Midwest, are quite rare.
Table 2.3-4 summarizes the annual and seasonal frequency of tornadoes over the period 1950 to 1975 for the region within a 125 nautical mi radius of the site based on data supplied by the National Severe Stovts Forecast Center (NSSFC)o'. Data for Lake Ontario and Canada were unavailable. For tornadoes after 1970, an intensity rating was included in the NSSFC data on the basis of the Fujita-Scale (F-Scale)ol:
F-Scale Wind Speed (meh) Description 0 40 to 72 Very weak tornado (light damage) 1 73 to 112 Weak tornado (moderate damage) 2 113 to 154 Strong tornado (considerable damage) 3 155 to 206 Severe tornado (severe damage) 4 207 to 260 Devastating tornado (devastating damage) 5 261 to 318 Incredible tornado (incredible damage) 6 319 and higher Inconceivable tornado (inconceiv-able damage)
Figure 2.3-1 provides insight into the tornado occurrence density over the site region. The figure shows that recorded occurrences are rather uniformly distributed over the site region.
Pearsont'o' has devised a ccheme to indirectly measure the swath area of tornadoes for which direct measurements are not availaole. The Pearson length and width scales (Pg -Scale and Py -Scale) are defined at follows:
Eg-Sca e Tornado Length E -Scale Tornado Width unknown
-1 176 to 556 yd -
less than 6 yd 0 557 to 1760 yd 0 6 to 17 yd 1 1.0 to 3.1 mi 1 18 to 55 yd 2 3.2 to 9.9 mi 2 56 to 175 yd 3 10 to 31 mi 3 176 to 556 yd 4 32 to 99 mi 4 0.3 to 0.9 mi 2.3-3
NYSESG PSAR 5 100 to 315 mi 5 1.0 to 3.1 mi 6 316 to 999 mt 6 3.2 to 9.9 mi -
of the 55 tornacloes in Table 2.3-4, 37 swath areas were directly measured and the arithmetic mean swath area was 0.393 statute sq mi.
The tornadoes which were reported between 1950 and 1975 within 50 nautical mi of the site are chronologically listed in Table 2.3-5. Data pertinent to their size and intensity, if available, accompanies the list. In the period 1950 to 1975 within the 50 nautical mi range, the highest Ps and Ps scales recorded were 2 and 3. respectively, and were not for the same tornado. Only four tornadoes had an F-Scale 3 intensity within the 125 nautical mi radius (U.S. territory only).
Based upon the NSSFC data given in Table 2.3-151 a " tornado strike probability" has been calculated for the site. Firstly, a statistical method explained by A. C. Cohent'oa* was employed to derive the maximum likelihood estimates of the mean and variance for tornado swath area. Cohen's technique can be utilized for data which represents a singly truncated sample. Such a sample consists of specimens for which all measurements greater than a specified value are known so that the number of measured specimens is considered the total number for the sample. All specimens whose values are less than a terminus or cutoff value are disregarded. All measured tornadoes had a swach area greater than 0.001 sq st mi. This method was applied with the assumption that tornado swath area data are log-normally distributed, as found to be the case in a study of Midwestern tornadoes reported by Thom<10b>.
The maximum likelihood estimates of the mean and variance for tornado swath areas were then used to calculate the " expected mean," E, of tornado swath areas given by the formula, E: exp ( $+ )
(2.3-la) 0: maximum likelihood estimate of the mean of in zi zi : individual measured tornado swath area maximum likelihood estimate of the variance of in zi Once the adjusted mean of a tornado swath area is known, the tornado strike probability can be determined frem Thom's formula:
Ps: E E A (2.3-lb) t : average number of tornadoes per year A: area over which tornadoes occur In Formula 2.3-lb the average number of tornadoes per year includes all reported tornadoes, whether measured or not.
208C 058 O
Amendment 1 2.3-4 February 1979
NYSEtG PSAR 2.3 METEOROLOGY 2.3.1 Regional ClimatoloRY 2.3.1.1 General climate The climate of the site region is primarily continental in character but is modified substantially by the presence of Lake Ontario. The lake shoreline is 4 km to the north of the site.
The region is in close proximity to the track of cyclonic systems through the St. Lawrence Valley and is, therefore, subject to relatively frequent changes of weather especially during the colder portions of the year. During the warmer months of the year, especially May, June, and July, frequent lake breezes are observed at the site. These local circulations are best developed when synoptic conditions are such that the gradient wind is light and insolation strong while the lake water temperature is less than the air temperature. Passage of a lake breeze " front" is accompanied by a drop in temperature and shift in wind direction to northerly or a strengthening of pre-existing light northerly flow.
During the late fall and winter seasons, the warm lake surface induces a large upward flux of latent and sensible heat in cold Canadian air masses moving southward across the lake. As this air moves over the lake and eventually the site region, snow squalls and flurries may develop. Snow squali development is most pronounced during the months of late October through December when the temperature contrast between air and water is greatest. Synoptic conditions interacting with the lake effect to produce the most well-developed snow activity include a fresh outbreak of very cold air on the western side of a cyclonic disturbance and a cold upper tevel low over the lake.
Persistent cloudiness may also be produced at the site under conditions of air-water temperature contrast less than those required to produce substantial snowfall. An air-water temperature differential of 13'C has been shown to cause significant cloudiness over the lake and the southern shore <'). This cloudiness contributes to limiting sunshine in the site region (as represented by National Weather Service (NWS) measurements at Syracuse) to only about one-third of possible sunshine <25 Temperature extremes in the site region are modified by the lake effect so that both diurnal and annual temperature ranges are less than at strictly continental locations at the same latitude. Summer daily maximum temperatures are generally in the 78*to 82*F range while winter daily minimum temperatures average in the mid-teens. The highest temperature recorded over the last 75 years at Syracuse was 102'T in July 1936. The lowest was -26*F in January 1966.
The climate of the site region is relatively humid. Average afternoon relative humidities recorded by the NUS at Syracuse during the warmer months are in the range of 50 to 60 percent. During the winter months, afternoon relative humidities are near 70 percent. Early morning (0700 local time) 2.3-1 2086 059
NYSERG PSAR average relative humidities vary between 75 and 87 percent throughout the year.
Wind velocities are generally moderate averaging about 10 mph over the annual period based on long term Syracuse NWS data. The prevailing direction is WNW.
Precipitation is rather uniformly distributed throughout the year, averaging approximately 3 inches per month. Snowfall is moderately heavy and somewhat variable over the site region. The normal annual snowfall at Syracuse is 110.7 inches based on 40 years of record. Thunderstorms occur on .29 days during a normal year with maximum frequency during the summer months. Heavy fog is infrequent, occurring on only 9 days in an average year.
2.3.1.2 Regional Meteorological Conditions for Design and Operating Bases 2.3.1.2.1 Severe Weather Analysis Thunderstorms and Lightning The number of thunderstorm-days per year for New Haven is expected to closely approximate the number at Rochester and Syracuse. The annual and monthly valuss of this parameter are shown in Table 2.3-1 88,48 Syracuse experiences a mean of 29 thunderstorm-days per year with a peak seasonal frequency of 19 in the summer (June, July, and August). Rochester also experiences a mean of 29 thunderstorm-days per year, with a summer season frequency of 18. The mean number of thunderstorm-days per month is significantly lower in the months of September throu8h March than during the summer season.
Several studies indicate that lightning strikes terrestrial objects between 0.05 and 0.8 times per sq mi per year for each thunderstorm-day's>. This results in a calculated average number of strikes over a 1 sq mi area in the site region of between 1.5 and 23 strikes per year. The frequency of strikes over a given limited area such as the site depends upon several parameters including shape, composition, and ralative height of the objects in the area.
The probabilities of lightning strikes to safety related structures were determined by a method developed by Golde<sa>. The basis of the method is that the " attractive area" of a structure is a function of the intensity of the stroke and that the number of flashes to earth per thunderstorm-day per square kilometer is a function of latitude. A stroke intensity of 20,000 a ,
amperes, which has a frequency of occurrence of approximately 50 percentes was considered. Based on a latitude 43deg N, a range of 0.07 to 0.20 flashes to earth per thunderstorm-day per square kilometer was calculated.
The " attractive areas" and the probabilities of lightning strikes to safety related structures for either Unit 1 or Unit 2 are listed in Table 2.3-la.
The analysis conservatively assumed that the attractive area for each structure is independent of overlapping attractive areas developed for other nearby structures. For example, the attractive area calculated for the reactor containment / annulus building configuration, which is the tallest safety related structure, envelopes the attractive areas for other safety Amendment 1 2.3-2 February 1979 2086 060
NYSE&G PSAR itation (PMWP) in the site vicinity is 15.8 inches of water (equivalent to 82.3 psf)'. For structures with adjacent walls, ANSI A58.1-1972 will be used to determine design value for snow loading by application of the appro-priate loading coefficient.
2.3.1.2.5 Meteorological Parameter Values Used for Evaluating the Ultimte Heat SQ1h' The meteorological conditions considered in the design of the ultimate heat sink were selected with respect to the controlling parameters of the particular cooling system and the critical time periods unique to the specific design of the sink. A discussion of these meteorological conditions and their statistics for the Syracuse NWS station is given below. All Syracuse data are based on the period from January 1945 to December 1975. Twenty-four observations per day were utilized from 1945 to 1964 and eight observations per day after January 1, 1965.
The meteorological data used in evaluating the performance of the ultimate heat sink were the maximum 1-day wet bulb temperatures on an hourly basis and the maximum 30-day wet bulb temperature on a daily basis for the 30-year period (1945-1975). The maximum one-day wet bulb temperature is based on the data taken at Syracuse, NY on August 28, 1973. The maximum 30-day mean vet bulb temperature is based on the data taken at Syracuse, N.Y. from August 4, 1947 through September 2, 1947. The temperatures used are presented in Section 9.2.5.
2.3.1.2.6 Rasien Basis Tornado The station is conservatively designed to withstand the effects of a tornado having the design parameters given in Section 3.3.2 of SWESSAR-Pl.
2.3.1.2.7 one Hundred Year rastest Mile Wind Seeed The method outlined by Thomr> was employed to determine the annual extreme fastest mile wind speed with a 100-year mean recurrence interval. As explained by Thom in an earlier paper**, the series of annual extreme fastest miles for a given station form the basis for an extreme value distribution from which a design extreme wind speed can be calculated. The design extreme wind speed is defined as a critical value which will be exceeded with a certain probability or with a corresponding recurrence interval. Here the recurrence interval has been chosen as 100 years.
To apply Thom's method, a long period of fastest mile observations is required. The fastest mile (the shortest period in which 1 mi of air passes the anemometer, expressed in mph) is recorded for each day at first order NWS stations. Hancock International Airport in Syracuse is the nearest location to the site with such a record. For this analysis a 29-year period of record (1949 to 1977) was utilized in determining the fastest mile value with a 100-year mean recurrence interval'. The 29 years of record represent an increase of 8 years over the 21-year record used by Thom<"> in his 1968 analysis. Table 2.3-8 shows the fastest mile record fcr each of the 29 years and also gives the anemometer heights during the period.
2.3-6a
)_00
NYSE&G PSAR
.Following Thom's methodology, these f astest miles were first standardized to a height of 30 ft using the "l/7" power law, which is widely accepted for relatively smooth open locations such as airports. Next, the fastest miles were subdivided into four groups of six and one group of five, maintaining 2086 062 9
O Amendment 1 2.3-6b February 1979
NYSE8G PSAR parameters were measured at the site on a 100 m tower at the indicated levels.
The onsite tower was located at a base elevation of 111 m msl in an area representative of the site.
The ground around the base of the tower slopes away from the tower. The slope is quite gradual, approximately 1:15 (see Figure 2.1 the meteorological tower is located in the southeast corner of the site). Ground cover in the vicinity of the tower is actively grazed pasture land. Ground distributed by tower installation was restored soon after the completion of installation activities in the fall of 1976. No potential obstructions exist in the area of the tower. The nearest large group of trees in any direction is approximately 305 m southeast of the tower.
The 100 m tower is located ESE of the proposed station. The approximate distances from the tower to the major plant structures are listed below. The tower is located at least eight building heights away from any structure.
Containment Unit 1 1620 m Unit 2 1450 m Natural Draft Cooling Towers Unit 1 2030 m Unit 2 1560 m Turbine Building Unit 1 1670 m Unit 2 1500 m The preoperational monitoring program was designed and maintained in accordance with NRC Regulatory Guide 1.23, "Onsite Meteorological programs."
Data recovery rates for the above parameters exceeded 90 percent for the data base year April 1, 1977 to March 31, 1978. Joint recovery rates exceeded 90 percent for the same period. Individual and joint recovery rates are presented in Tables 2.3-133 and 2.3-134, respectively.
2.3.3.1.2 Meteorological Instrumentation The equipment used in the preoperational monitoring program represented the state-of-the-art in continuous monitoring equipment. The equipment was located and installed in accordance with NRC Regulatory Guide 1.23. Table 2.3-135 lists the instruments, and the digital and analog recording equipment used. Included in Table 2.3-135 are the instrument performance Amendment 1 2.3-31 February 1979 2086 063
NYSE8G PSAR specifications. All instrumentation met the specications for instrumentation accuracy contained in Regulatory Guide 1.23. Teledyne Geotech wind sensors, aspirated shields and signal conditioners were employed.
Rosemount Engineering platinum sensors and precision bridges were used for the temperature system. EG & G Model 110 cooled mirror dewpoint systems were used for the dewpoint measurements.
2.3.3.L.3 Dixital Recordin2 System The digital system used to record data was a Data General Nova 2/10 minicomputer. Sensors on the tower were interrogated every 20 see by the minicomputer. Hourly averages were computed and recorded on punched paper tape. The raw data were also recorded on magnetic tape once per minute.
2.3.3.1.4 Analen Recordine System All data were recorded on Esterline Angus continuous strip charts to provide a backup to the digital system. These charts were changed weekly and evaluated.
2.3.3.1.5 Instrument Calibration Methods Meteorology equipment was calibrated every 3 months. Multipoint temperature baths were used as the standard to calibrate the temperature and temperature difference sensors. The cooled mirror dewpoint system was calibrated electronically. Wind systems were checked for signs of bearing drag and other abnormal operation. The wind speed and direction transmitters were replaced by calibrated spares; wind direction transmitters were -then tested and recalibrated to ensure that each potentiometer was linear and operating properly. Wind speed sensors were tested in a wind tunnel to ensure that their starting speed was less than 0.5 m/s and that they met the accuracy required for measuring low wind speeds. The accuracy of the digital recording system was checked continuously by a reference signal. The signal had to be received and processed within set tolerances by the minicomputer. If these tolerances were not met, an "out-of-tolerance" message was displayed. The manufacturer of the minicomputer performed a complete preventive maintenance program every 6 months.
2.3.3.1.6 System Maintenance and operation Procedure The equipment employed in the program was designed to operate continuously and unattended. However, the monitoring station was inspected every day by a technician to ensure that the instruments were operating properly. Checklists which were used as part of the standard operating procedure, and a station log that described any problems or equipment malfunctions and any corrective action taken were maintained at the station. A set of detailed technical procedures and instrument manuals were available onsite to help deal with equipment problems. A meteorologist at the consultant's home office used a telemetry system to interrogate the tower each morning and afternoon to check for problems. Any problems detected in this way were then brought to the attention of the onsite technician for correction.
2086 064 g Amendment 1 2.3-32 February 1979
NYSE&G PSAR Daily checks of the network coupled with the use of checklists and technical procedures minimized data loss due to instrument outage. Individual recovery rates for the entire data year were considerably in excess of 90 percent for all parameters (Table 2.3-133). However, some oitages in excess of 24 hr duration did occur. As listed in Table 2.3-153, there were 17 such outages during the data base year. While several of these outages were due to instrument failure, more than half were a result of regularly scheduled quarterly calibrations. Corrective action taken (if appropriate) is indicated in Table 2.3-153.
Strip charts and paper tapes were taken to the consultant's home office each week for evaluation. Minute data on magnetic tapes were reviewed independently.
2.3.3.1.7 Data Analysis Procedures The data collected from all sensors were averaged for each hour and labeled with the time (on the hour) at which the hour ended. Meteorological sensors on the 100-m tower were interrogated by the minicomputer every 20 sec. To develop hourly averages the minicomputer computed the arithmetic mean of all scans made during the hour. The hourly average values were recorded and stored on paper tape.
The paper tape was retrieved from the site at weekly intervals, and converted to magnetic tape and hard copy. All hourly average data, together with the strip charts and other system documentation were subjected to a rigorous review. Strip charts for all parameters were scanned for any indication of abnormal equipment operation. Hourly averages were determined to be invalid if any of the following conditions were ovesent:
- 1. Less than 45 min of valid data (less than 30 min during a calibration hour).
- 2. Malfunction of the instrument or its peripheral support equipment.
- 3. Instrument was out of tolerance during zero/ span check (s) or at an end (beginning)-of-period calibration. Appropriate corrections were later incorporated into the data base.
4 Data were not consistent with other parameters during the same time period with no observed or recognizable meteorological explanation.
The systematic review of analog (strip chart) wind traces was also used to determine the frequency of variable wind conditions. While this determination is, of necessity, somewhat subjective, the use of the following criteria ensured consistent treatment of the entire data base. An hour of wind data was determined to be variable only if the following two criteria were satisfied:
- 1. The average hourly wind speed is generally less than 3.0 mph, Lnt greater than 0.9 mph, and with an upper limit of 5.0 mph. Several hours during the data base year with average wind speeds slightly in excess of 5 mph were assigned to variable winds however, these hours were associated with unusual meteorological situations (e.g., wind gusts during frontal passages, shower activity, etc.).
065 Amendment 1 2.3-33 February 1979
NYSE&G PSAR
- 2. The wind direction trace exhibits the following a) A square wave character for at least one half of the hour, with minimum shifts of at least 180 deg over the hour, or-b) Several occurrences over the hour of complete 360 deg wirI shifts with the direction undefinable for at least 35 minutes o.
the hour.
If approximately 30 minutes of the hour are in a determinable direction, variable wind conditions are not assigned, provided the standard deviation of the wind direction is not greater than 45 deg.
Machine digitized strip chart (analog) data were used when digital data were not available or when use of analog data were indicated by subjected data review. The percentage of analpg data included in the data base is indicated, by month for each meteorological parameter, in Table 2.3-152. Analog data were used exclusively during the first 2 months of the data base year while the proper operation of the digital system was being fully verfied. .However, more than 80 percent of the data base, for most parameters, was collected on the digital system.
2.3.3.1.8 Operational Program When the station becomes operational, a system similar to the present onsite monitoring system will be established and continue in operation for the life of the station. Onsite measurements will be made in accordance with the technical requirements of Regulatory Guide 1.23. A semiannual summary report in the format of joint wind stability frequency distributions for each calendar quarter in the 6-month period will be submitted with the semiannual Effluent and Waste Disposal Report as required by Regulatory Guide 1.21.
Hourly meteorological data collected by the monitoring system will be summarized corresponding to periods of release as specified in Regulatory Guide 1.21.
A control room remote readout system will provide continuous monitoring capability for 61-10 m temperature difference, 10 and 61 m vind speed, and 10 and 61 m wind direction data. These data vill provide for the timely assessment of radiological impact of the plant.
Spare sensors, recorders, and auxiliary equipment will be available for rapid replacement of any malfunctioning system components.
In the event of an accidental release, and assuming that either the control room remote readout system is inoperable, or that data from the meteorological tower become unavailabic, it is expected that all necessary meteorological data could be obtained from the following sources:
- 1. Nine Mile Point, Units 1 and 2 Niagara Mohawk Power Company, located approximately 5 mi vest of NYSE8G Units 1 and 2.
20 Amendment 1 2.3-34 February 1979
NYSE&G PSAR
- 2. James A. FitzPatrick Station, Power Authority of the State of New York, located approximately 5 mi vest of NYSE&G Units 1 and 2.
- 3. National Weather Service, Syracuse, located approximately 30 mi south of NYSERG Units 1 and 2.
Instantaneous meteorological data vill be received and stored by the station computer located in the control room; 15-min average meteorological data vill also be available.
2.3.3.2 Joint Wind-Stability Frecuency Distribution Monthly and annual joint wind-stability frequency distributions are presented in Tabiss 2.3-136 and 2.3-137 for the following onsite data sets, respectively:
- 1) 10 m wind, 61-10 m AT stability class
- 2) 61 m wind, 61-10 m AT stability class The T stability classification scheme is defined according to NRC Regulatory Guide 1.23, 10 n Wind. 61-10 m AT On an overall annual basis, the following stability class frequency distribu-tion has been summarized from Table 2.3-136.
Pasouill Class A 3 C D E F G Total frequency (%) 0.31 1.50 3.45 43.64 32.42 9.79 8.87 Maximum frequency NNW NW NNW W SSE S S wind direction Frequency (%) 0.06 0.31 0.68 6.05 4.32 2.48 4.26 2nd Maximum NW,ESE W W N S SSE SSE frequency wind direction Frequency (%) 0.05 0.30 0.58 4.70 3.43 2.27 2.12 Unstable and neutral conditions are most frequently accompanied by winds from the west through north sectors. The vast majority of the unstable conditions occurred during the warmer half of the year when insolation is strongest.
Also, it is during this period that the effect of the lake in inducing cloudiness is weak. A high coincidence of stable conditions in conjunction with south and south-southeast winds is also prevalent, especially for F and G stability. This is primarily the result of the land breeze which develops under light gradient vind conditions in response to nocturnal cooling of the ground relative to the lake surface. The somewhat higher terrain to the south adds a drainage wind effect, enhancing this correlation.
2086 067 Amendment 1 2.3-35 February 1979
NYSE6G PSAR 61 m Wind 61-10 m AT The 61 m vind distribution with 61-LO m T in Table 2.3-137 is, by and large, quite similar to the 10 m wind stability distribution. For F and G stability the maa.imum directional frequency was less strongly confined to S and SSE.
Also, wind speeds associated with highly stable conditions (G) were about twice as high as those 10 m winds associated with the same class.
2.3.4 Short Term (Accident) Diffusion Estimates 2.3.4.1 Objastive All accidents hypothesized for the station are considered to result in ground level effluent releases from the annulus building. For the O to 2-hr period after an accident, atmospheric dispersion factors (X/Q) were calculated at the exclusion area boundary for each of the 16 downwind sectors. The exclusion
. area boundary distance of 2,710 ft represents the shortest distance from the
~
outer edge of the containment building (from either unit) to the nearest site boundary distance within each sector.
Table 2.3-138 presents the equal rick 5-percent X/Q values for each of the 16 downwind sectors for the O to 2-br time period (represented by 1 hr of meteorological data) at the exclusion area bcundary. Table 2.3-139 presents the equal risk 5-percent X/Q statistics at the lov population zone (LPZ),
while Table 2.3-140 presents the equal risk 50-percent X/0 statistics at the exclusion area boundary for the time periods of 0 hr to 8 hr, 8 hr to 24 hr, 1 to 4 days, and 4 to 30 days.
2.3.4.2 Calculations The X/Q dispersion factors presented in Tables 2.3-138 through 2.5-140 vere calculated using a bivariate normal or Gaussian diffusion model, modified for source configuration and lateral meander under neutral and stable atmospheric conditions. Input parameters were determined from onsite meteorological dara acquired during the April 1, 1977 through March 31, 1978 pericd (Section 2.3.3). These included the hourly average values of wind speed and wind direction at the 10-m level, and atmospheric stability determined from the hourly average temperature differences (temperature gradient) measured between the 10 and 61-m levels. Atmospheric stability was classified according to the temperature gradient values listed in Table 2 of Regulatory Guide 1.23 for the various Pasquill stability categories. Data recovery of the composite of atmospheric stability, wind speed, and wind direction was approximately 91.2 percent for this period.
Hourly average X/Q values for the 0 to 2-hr accident period were calculated from the following equations:
For D-G stability conditions, when the wind speed is <6 m/s E=fu Q \ 10 n Io) y Z/
(2.3-3)
Amendment 1 2.3-36 February 1979
NYSE&G PSAR TABLE 2.3-2 OCCURENCES OF llAIL OF ANY SIZE AS RECORDED AT THE SYRACUSE AND ROCHESTER, N.Y. NWS STATIONS DURING THE PERIOD 1950-1977 Rochester Syracuse Winter 2 2 Spring 7 10 Summer 15 7 Fall 9 4 28-Year Total 33 23 Data Source: Monthly LCD Summaries (5,6) 2086 069 1 of I
NYSE&G PSAR TABLE 2.3-1 -
SYRACUSE AND ROCllESTER TilUNDERSTORM DAYS Mean Number of Thunderstorm Davs a Jan Feb March April May June July Auji Sept Oct Nov Dec Total Syracuse b *
- 1 2 3 6 7 6 3 1 1
- 29 Rochester c *
- 1 2 4 5 7 6 3 1 1
- 29 8
The character '*' means less than 0.5.
Data period from 1950-1977.
" Data period from 1941-1977. Data Source: Annual LCD Summaries (1,2)
N O
03 CJ '
1 of 1 g
N O
NYSERG PSAR TABLE 2.3-la 20,000 AMPERE LIGHTNING STRIKE PROBABILITIES FOR SAFETY-RELATED STRUCTURES - EITHER UNIT Structure Total Attractive Area (Km2) No. of Strikes / Year Containment and 0.109 0.221 - 0.630 Annulus Building Configuration Mechanical Draft 0.006 0.013 - 0.036 Cooling Tower Control Buidling 0.018 0.036 - 0.103 Diesel Generator 0.008 0.017 - 0.049 Building Diesel Generator 0.001 0.001 - 0.004 Pump House 2086 071 Amendment 1 1 of 1 February 1979
NYSE&G PSAR where:
I =
M [u to , S] c y for distances to 800 m y
and: .
E = (M-1) [u , S) o y
+c y for distances beyond 800 m to yacom Figure 2.3-14 depicts the functional relationship of M (meander factor) with respect to wind speed (uia) and atmospheric stability (S). If the X/Q value caTeulated in Equation 2.3-3 is less than the greater X/Q value of either of Equations 2.3-4 and 2.3-5 it is retained; otherwise, the applicable X/Q value is the greater of those calculated by Equatiens 2.3-4 and 2.3-5.
E= 2.3-0 Q
u
. 10 (ncyzF + A/2)
. .-1 X-= (2.3-5) u (370yz.o)
Q . 10 For all A-C stability conditions and for D-G stability conditions when the wind speed is 26 m/s, the greater X/Q value calculated from Equations 2.3-4 and 2.3-5 is chosen.
In Equation 2.3.4-2, the parameter A corresponds to the minimum cross - sectional area (4,239 sq m) of the containment structure, while - and cz represent the standard deviations of plume concentration distribution in the horizontal and vertical planes, respectively. The minimum cross-sectional j area includes the annulus building, which is 26.5 m high by 94.5 m vide, and the containment structure, which is 17.5 m high by 48.9 m wide, topped by a 23.6 m radius hemispherical dome. Zy depicts the horizontal standard deviation of plume concentration enhanced by lateral meander. Tne u so and S represent the mean wind speed at the lowest (10 m) tower level, and the stability class, respectively.
Each valid hour of the April 1, 1977 to March 31, 1978 onsite meteorolo3ical data base was utilized in the X/Q calculation. An hour of data was considered valid if recovery of the 10-m wind speed, 10-m wind direction, and 10 to 61 m temperature difference was simultaneously accomplished. For the April 1, 1977 through March 31, 1978 period at the site, approximately 91.2 percent of the data fulfilled this criterion. For each valid hour of meteorological data, a X/Q value was calculated with Equations 2.3-3 through 2.3-5 (whichever was applicable) where the 10-m wind direction determined the downwind sector. In 2086 072 Amendment 1 2.3-36a February 1979
NYSE8G PSAR this. calculation, the exclusion area boundary distance, as defined in this section, was uced (along with the stability class) to determine the magnitudes of oy and0 2.
For the hours with calm vinds, a wind speed of 0.7 mph (instrument threshold) was assigned. Wind directions during calm conditions were assigned in proportion to the directional distribution of noncalm conditions bounded by a wind speed ranging from just above threshold to 1.5 mph. For the hours with variable wind directions, the last valid wind direction and the actual recorded wind speed were coupled.
For each of the 16 downwind sectors, each calculated X/Q value was stored and arranged in descending order, and the equal risk 5-percent and 50-percent values were chosen from that X/Q distribution. Equal risk 5-percent and 50-percent values were campared by sector, and the sector with the largest X/Q value determined the ultimate 5-percent X/Q used for Class 8 accident dose calculations. The 50-percent X/Q was utilized for the Class 1-7 accident dose calculations.
The equal risk value adjusts the 5-percent criterion to account for the actual frequency of occurrence of diffusion conditions for each given sector. The 5-percent value (P) was adjusted by the following equation for each sector:
P' : EE_ (2.3-6) 16F where:
P': the equal risk 5 percent value N: the total number of valid hours of data F: the frequency of winds blowing into the sector of interest The equal risk 5-percent X/Q value for the 0 to 2-hr period was plotted at 2 hr on logarithmic X/Q vs time coordinates, while the ground level release annual average X/Q value for the same sector was plotted at 8,760 hr.
Logarithmic interpolation was applied to locate X/Q values for time periods corresponding to O to 8 hr, 8 to 24 hr, 1 to 4 days, and 4 to 30 days following an accident.
This logarithmic interpolation technique is similar to what is suggested in Standard Review Plan 2.3.4. The equation that was applied for the calculation of the annual average X/Q value for each sector was:
"1 -
r .: 2086 073 E = 2.032 }] R u o 2
+h Q N ,
- to z b (2.3-7) kt _
Amendment 1 2,3-36b February 1979
NYSE8G PSAR s
2.3.5.2.3 (X/c) and D/0 Modelinn Technioug
/
Annual average and grazing season average depleted relative concentration values were conservatively assumed to be equal to annual aversge and grazing season average relative concentration valuee (X/Q = (X/Q) ). Therefore, no credit was taken for attendant plume depletion of radiciodines and particulates. In addition, no decay credit for the noble gases and radiciodines was taken.
Annual average and grazing season average relative deposition values were calculated using Regulatory Guide 1.111, Revision 1, Figures 6 to 9 with the following equation:
.,( ng ,
6/Q E 16 "E T kt k j=1 -
u G k
'~' (2.3-17)
T "it ik
~
n=1 -
s For the continuous ventilation vent release, Figures 6 to 9 were used to calculate the (6/Q)g and (6/Q)g values, respectively, while for the ground level release portion, Figure 6 was utilized to calculate the (6/Q)g value.
2.3.5.2.4 Methodolor Employed for an Intermittent Release The mettiodology employed in the calculation of intermittent release X/Q's and D/Q's is as follows:
- 1. One-hr, sector-averaged X/Q values are calculated without terrain recirculation factors.
- 2. The 15-percent, 1-hr value is plotted et 1-hr on log-log coordinates while the annual average value is plotted at 8,760 hr. A straight line is drawn, connecting the two points.
- 3. Log-log interpolation based on total intermittent ground release hours versus annual hours yields a X/Q multiplier.
- 4. The multiplier is applied to annual average X/Q and D/Q values to obtain intermittent X/Q and D/Q values.
For the station, a 32-hr/ year intermittent containment purge released through the ventilation vent was evaluated (Section 6.2.5).
bb 2.3-41
NYSEtG PSAR References for Section 2.3
- 1. Ball, J. T. Cloud Analysis and Diagnosis over Lake Ontario and Vicinity (IFYGL). Proceedings 17th Conference Great Lakes Research 1974, International Association Great Lakes Research, 1974, p 704-712.
- 2. US Department of Commerce, National Oceanic and Atmospheric Administration. Lccal Climatological Data Annual Summary with Comparative Data, Syracuse, NY. Environmental Data Servfce Federal Building, Asheville,14, 1977.
- 3. U.S. Department cf Commerce, National Oceanic and Atmospheric Administration. National Climatic Center, Local Climatological Data Annual Summary, 1977 - Rochester, NY. Environmental Data Service, Federal Building, Asheville, NC, 1978
- 4. U.S. Department of Commerce, National Oceanic and Atmospheric Administration. National Climatic Center, Local Climatological Data Annual Summary, 1977 - Syracuse, NY. Environmental Data Service, Federal Building, Asheville, NC, 1978.
- 5. Uman, M. A. Understanding Lightning. Bek Technical Publications, Inc.,
100 West Mall Plaza, Carnegie, Pa, 1971.
Sa. Golde. Protection of Structures against Lightning. Proceedings of the IEEE, Vol 115, No. 10, Oct. 1,1978.
- 6. U.S. Weather Bureau. Severe Local Storm occurrences, 1955-1967. ESSA Technical Memorandum WBTM FCST 12. Weather Analysis and Prediction Division, Silver Springs, Md, 1969.
- 7. U.S. Department of Commerce, National Oceanic and Atmospheric Administration. National Climatic Center, 1950-1977, Monthly Local Climatological Data Summaries, Syracuse, NY. Environmental Data Service, Federal Building, Asheville, NC.
- 8. U.S. Department of Commerce, National Oceanic and Atmospheric Administration. National Climatic Center, 1950-1977, Monthly Local Climatological bata Summaries, Rochestar, NY. Environmental Data Service, Federal Building, Asheville, NC.
- 9. Pe:terssen, S. Weather Analysis and Forecastint, Volume II, Weather and Weather Systems, 2nd Ed. , McG*aw-Hill Book Compary, Inc., NY, 1956.
- 10. Pearson, A. Director, National Severe Storms Forecast Center, Personal Communication. National Oceanic and Atmospheric Administration, Kansas City, Mo, 1976.
10a. Cohen, A. C. Il?61): " Tables for Maximum Likelihood Estimates: Singly Truncated and Singly Censored Samples", Technometrics, Vol 3, No. 4.
10b. Thom, H.C.S. (1963): " Tornado Probabilities", Monthly Weather Review, Oct-Dec. 1963.
075
- 11. Fujita, T.T. Personal Communication, University of Chicago, August 1978.
Amendment 1 2.3-42 February 1979
NYSE&G PSAR TABLE 2.3-150 GRAZING SEASON AVERACE D/Q VALUES x109(m*2) FOR VENTILATION VENT PURGE Marinna Individuni Reecetors Nearest Nearest Reservoir,(R)
Nearest Nearest Cow, School,(S) Population (PC) Population Distances Downwind Site Resident and Goat, and Hospital,(H) Center, and (m)
Sector Bourdary Vegetable Carden Heat Animal and Orchard (0) Food Processor (pp}g 2,414 4,023 5,633 7,242 12,070 24,140 40,234 56,327 72,421 S 55.2 57.8 24.8(0)
SSW 36.6 39 5 1.03 SW 21.4 21.0 0.495 0.365(FP) m 23 9 23 1 1.01 *
- w 15.3 19 2 0.358 f2.69(S) 0.143(R) to.094(H) 0.165(PC)
WNW 32.3 20.6 NW 44.8 41.1 20.1 Refer to D/q Values for Population NNW 40 9 32.0 21.5 Distances Shown in Table 2.3.5-6 It 38.8 35.7 10 3 NME 24.3 17 0 NE 21.8 10.8 3.71 -
12tE 22.0 14.3 3.75 E 46.3 35 9 5 77 ESE 40.3 25 2 13.8 SE 43.0 27 9 14.6 SSE 64.9 58.0 18.3 N_0TE:
- The nearest receptor is beyond 5 miles.
N 1 of 1 0
CD CB CD N
CD
NYSEtG PSAR TABLE 2.3-151 TORNADO HISTORY 1950-1975 FOR TORNADOES HAVING MEASURED SWATH AREAS WITHIN 125 NAUTICAL HILES h
OF THE NEW HAVEN SITEM Path Width Swath Fath Length (tens of AreaMMM EA.t.R IingMM (mi) feet) (so mi) 05-06-52 1900 5.0 60 0.005 07-14-54 2230 2.0 150 0.005 08-30-55 2120 1.0 60 0.005 07-02-56 0045 0.5 180 0.006 04-25-57 2315 0.5 5 0.007 10-16-58 2130 0.3 9 0.007 05-22-60 1935 0.5 45 0.009 06-24-60 2330 12.0 132 0.011 06-29-60 2230 1.0 00 0.019 09-09-60 2000 2.0 75 0.028 05-10-61 0010 8.0 75 0.034 07-07-61 2045 8.0 30 0.043 09-10-62 2100 0.5 30 0.057 06-11-63 1830 6.0 30 0.068 06-15-64 2130 8.0 30 0.102 07-07-65 2230 1.0 80 0.114 08-02-65 2230 0.1 60 0.114 08-17-65 2115 1.0 90 0.123 06-10-66 0000 1.0 10 0.170 07-24-67 2000 10.0 75 0.170 07-12-69 1600 0.8 45 0.170 07-26-69 1705 2.0 30 0.284 08-19-70 1945 3.0 90 0.284 08-23-71 0600 3.0 50 0.341 05-02-72 2330 12.0 105 0.341 05-30-72 2000 0.3 15 0.341 06-09-72 2215 0.3 12 0.384 08-07-72 1800 6.0 9 0.454 06-30-73 2215 1.3 3 0.454 08-28-73 1315 4.0 45 0.511 06-16-74 1815 3.5 20 0.568 07-29-74 2330 0.1 25 0.568 06-05-75 1045 0.5 5 0.795 09-19-54 2300 1.0 30 1.136 09-19-54 2300 13'.5 15 1.420 08-31-70 0330 0.3 60 2.386 04-14-74 2330 14.0 30 3.000 NOTES:
MData excludes area over Lake Ontario and Canada MMGreenwich time MMMNumbers rounded to nearest 0.001 sq mi SOURCE:
2,00b NSSFC (Pearson (10) ) Amendment 1 1 of 1 February 1979 v
NYSE8G PSAR TABLE 2.3-152 METEOROLOGICAL DATA BASE. HOURS (PERCENTAGE) OF ANALOG DATA UTILIZED BY MONTH 10m 61m 100m Month WD/US WD/WS WD/WS 61n4T 100 MAT LQmT 10mDP 100mDP Ere. h APR 77 713 670 720 720 689 720 720 720 720 696 685 720 (99.0%) (93.0%) (100%) (100%) (95.7%) (100%) (100%) (100%) (100%) (96.7%) 95.1%) (100%) MAY 77 734 725 723 744 702 702 724 702 737 743 731 744 (98.7%) (97.4%) (97.2%) (100%) (94.4%) (94.4%) (97.3%) (94.4%) (99.1%) (99.9%) (98.3%) (100%) JUN 77 713 720 53 53 54 54 71 71 79 81 84 23 (99.0%) (100%) (7.4%) (7.4%) (7.5%) (7.5%) '(9.9%) (9.9%) (11.0%) (11.3%) (11.7%) (3.2%) JUL 77 22 22 22 22 22 22 25 25 27 27 33 73 (3%) (3%) (3%) (3%) (3%) (3%) (3.4% (3.4%) (3.6%) (3.6%) (4.4%) (9.8%) AUG 77 31 32 32 19 32 32 31 31 31 34 36 40 (4.2%) (4.3%) (4.3%) (2.6%) (4.3%) (4.3%) (4.2%) (4.2%) (4.2%) (4.6%) (4.8%) (5.4%) . SEP 77 0 0 0 0 0 0 0 0 0 0 0 11 (1.5%) OCT 77 13 13 13 13 13 13 0 0 0 0 0 20 (1.7%) (1.7%) (1.7%) (1.7%) (1.7%) (1.7%) (2.7%) NOV 77 0 0 0 0 0 0 0 0 0 7 2 12. (1.0%) (3.1%) (1.7%) DEC 77 0 0 0 0 0 0 1 2 8 30 47 17 (0.1%) (0.3%) (1.1%) (4.0%) (6.3%) (2.3%) JAN 78 0 0 0 0 0 0 13 13 0 0 19 13 (1.7%) (1.7%) (2.6%) (1.7%) FEB 78 0 0 0 0 18 18 10 10 13 23 31 29 (2.;%) (2.7%) (1.5%) (1.5%) (1.9%) (3.4%) (4.6%) (4.3%) MAR 78 36 36 38 36 38 38 37 37 36 42 46 41 (4.8%) (4.8%) (5.1%) (4.8%) (5.1%) C5.1%) (5.0%) (5.0%) (4.8%) (5.6%) (6.2%) (5.5%) O . CD TOTAL 2262 2218 1601 1607 1568 1599 1632 1611 1651 1683 1734 1743
& (25.8%) (25.3%) (18.3%) (18.3%) (17.9%) (18.3%) (18.6%) (18.4%) (18.8%) (19.2%) (19.8%) (19.9%)
O w CO 1 of 1
NYSE8G PSAR TABLE 2.3-153 NEW HAVEN METEOROLOGICAL TOWER SIGNIFICANT INSTRUMENT OUTAGES (4/1/77-3/21/78) Parameter / Level Date/ Hour Qaupq p7rrective Action WD/WS/100 m 5/1/77 01 - 5/2/77 18 Strip chart sent to consultant, N/A data lost. AT 10/61 5/31/77 15 - 6/2/77 12 1st Quarter Calibration N/A AT 10/100 5/31/77 15 - 6/2/77 12 1st Quarter Calibration N/A T 10 5/31/77 18 - 6/2/77 11 1st Quarter Calibration N/A AT 10/61 8/23/77 07 - 8/24/77 15 2nd Quarter Calibration N/A AT 10/100 8/23/77 07 - 8/24/77 15 2nd Quarter Calibration N/A T 10 DP 10 8/23/77 08 - 8/24/77 15 2nd Quarter Calibration N/A 8/23/7- Os - 8/24/77 15 2nd Quarter Calibration N/A DP 100 8/23/77 10 - 8/24/77 15 2nd Quarter Calibration N/A AT 10/61 11/16/77 09 - 12/5/77 14 Occurred after 3rd Quarter Calibration; Cleaned a Lubricated values were always positive- Not connector, noticed until data reviewed by consultant's meteorologist. DP 100 11/17/77 12 - 11/20/77 12 After calibration sensor was not Sensor optically aligned installed due to inclement weather. & replaced. US 100 12/12/77 22 - 12/14/77 03 Cups frozen due to freezing rain. Thawed out on own. US 61 12/26/77 07 - 12/30/77 16 Cup broke off during storm. Replaced. DP 10 2/2/78 02 - 2/3/78 02 Instrument exhibited unstable Adjusted. balance after daily calibration. AT 10/61 2/15/78 12 - 2/16/78 17 4th Quarter Calibration. N/A AT 10/100 2/15/78 12 - 2/16/78 17 4th Quarter Calibration. N/A T 10 2/15/78 13 - 2/16/78 15 4th Quarter Calibration. N/A N CD CO CJr CD N O 1 of 1 O O O
NYSE3G PSAR
- 12. Phillips, D. W. IFYGL Weather Highlights, Proceedings 17th Conference on Great Lakes Research. International Association of Great Lakes Research, 1974, p. 230-320.
2086'080 Amendment 1 2.3-4 2a February 1979
NYSE3G PSAR The NSSFC reports that there were 55 tornadoes within a 125 n mi radius of the New Haven Site (43 deg, 29 ' N and 76 deg 18 ' W) during the 26-year period. Territory contained within this radius, however, includes Lake Ontario and Canada for which no tornado reports were collected. Beacuse of this, an adjustment in the value of area was made in Thom's for.aula so that the value of Ps more accurately reflects the strike probability. A 125 deg sector of the circular area was eliminated. Of the 55 tornadoes reported, 37 tornadoes have measured swath areas. There were no reported " trace" tornadoes (i.e. mea:ured swath area of less than 0.001 s st mi). Insufficient data existed to compute the swath area for the 18 remaining tornadoes reported. Therefore, only 37 tornadoes with measured swath areas were considered in the analysis of maximum likelihood estimates of the mean and variance for the data sample. ~The adjusted mean swath area was calculated to be 0.666 sq st mi. The tornado strike probability Ps for the site thus becomes 3.3195 x 10-8 tornado strikes per year, or one tornado every 30,125 years. Reports of waterspouts on the Great Lakes are rare'. Studies concerning l this frequency are not available. Since the surface water temperature is cooler than the air temperature in the summer, the boundary layer convection necessary to support a waterspout is absent <. Late fall and early winter l conditions, which are more conducive to surface convection, create a possibility of waterspouts. In addition, the potential threat to the site is negligible for two reasons. Firstly, the trajectory of the waterspout would be expected to be northward rather than onto the South Shore of Lake Ontariot). Secondly, the winds of a waterspout seldom exceed 80 to 90 mph, which is comparable to a very weak tornado'85 Hr.ricanes The site is approximately 220 mi inland from the nearest ocean coastline. Thi.m distance in combination with the intervening Appalachian Mountain Range makes it extremely unlikely that hurricane force winds from a tropical storm would occur at the site. The most significant potential effect of such storms is the heavy rainfall which c.an result inland well after the strong winds have dissipated. Such a case occurred in the Lake Ontario Basin when the remnants of Hurricane Agnes merged with an extratropical cyclone and passed over the New Haven area in June 1972. The two systems caused rainfall amounts of up to 13 inches over a 5 day period in an area about 100 mi southwest of New Haven. The New Haven area experienced 3 inches of rainfall during this period28 2.3.1.2.2 Potential for High Air Pollution When the NWS determines that low wi-3 speeds and stable atmospheric conditions exist or are predicted for an extended period, it issues an air pollution advisory foreca t indicating that high air pollution levels could occur. National Oceanic and Atmospheric Administration (NOAA) has analyzed these forecasts and predicts 1 or 2 days per year of high air pollution potential in the Oswego region near the site85 Such days occur primarily in the summer or early fall when upper-level winds are weakest and surface ventilation is Amendment 1 2 . 3 -5 February 1979 2086 081
NYSE&G PSAR reduced. In the winter, strong upper-level winds cause frequent passage of weather systems and reduce the potential for air pollution. 2.3.1.2.3 T_;3ging Rain Statistics of freezing rain episode frequency and duration were determined from Syracuse,-Rochester, and Watertown, N.Y. NWS hourly surface observations covering the period 1945 to 1964. These data are considered sufficiently representative of freezing rain episodes at the site. The NUS data were obtained from the National Climatic Center",$5,'65 The freezing rain episodes for each winter season (defined here as November through April) are listed in Table 2.3-6. A freezing rain episode is defined to include consecutive hours for which one of the following two conditions is met:
- 1. Freezing rain or drizzle is observed
- 7. Hours (6 or less) of freezing temperatures (with no freezing rain or drizzle falling) which intervene hourly observations of freezing rain Condition 2 above assumes that after an hour of freezing rain, and prior to the next observation of freezing rain, the frozen precipitation subsequently remains on surfaces without sublimating for up to 6 hr of freezing temperatures. The data in Table 2.3-6 show that the 1946 to 1947 season experienced the most frequent freezing rain episodes with 14 occurring in Syracuse. In each of two other seasons, 1948 to 1949 and 1951 to 1952, 12 episodes affected Syracuse.
The average number of occurrences of freezing rain was about eight, seven, and six each season for Syracuse, Rochester, and Watertown, respectively, in the period of record9,'8,'68 Table 2.3-7 provides the frequency distribution for the duration of freezing rain episodes. The median duration is about 3 hr for Watertown and Rochester, while Syracuse has a median of about 2 hr. The longest episode occurred in Syracuse and began on March 3, 1955. This episode lasted 33 hr in which freezing rain and drizzle fell intermittently. Episodes of 30, 27, and 23 hr also occurred at Syracuse. The longest episodes at Rochester and Watertown were 28 and 27 hr, respectively. Approximately 82 percent of the episodes at the three NWS stations lasted 6 hr or less. 2.3.1.2.4 Extreme Snow Loads The 100-year recurrence maximum snow load on the ground in the New Haven site vicinity is 40 psf"'. For structural design purposes, the weight of the 100-year recurrence snowpack on the ground has been conservatively estimated to be 60 psf. Converting to snow load on flat roofs results in 50 psf ' " * . Consideration of a vinter rainfall on top of a 100-year recurrence snowpack is discussed in SWESSAR-P1, Section 2.3.1. Using that basis, the saturated snowpack on flat roofs of safety related structures is 55 psf, well within the envelope established in SWESSAR-Pl. The 48-hr probable maximum winter precip-Amendment 1 2.3-6 February 1979 [hb
NYSE&G PSAR related structures. It is, therefore, expected that the total strike Probability to all safety structures would be less than the sum of the strike probabilities to each individual structure indicated in Table 2.3-la. Hail Hailstorms in New York State most commonly develop during the spring and summer months although they can occur at any time of the year. The prime hours for hailstorm development are 1500 to 1800 LST'6). In a tabulation of hailstorm reports within 1 degree (latitude-longitudc) , blocks covering the U.S., the block in which the site is located experienced six hailstorms with hail of 0.75 inch or greater dia during the 13-year period, 1955 through 1967'48 However, for hail of any size, the Sy?scuse and Rochester NWS Stations reported a total of 23 and 33 hail episodet over the period 1950 through 19778','* . Table 2.3-2 presents the number of occurrences on a seasonal basis during this period at Syracuse and Rochester. On a statewide basis, the hailstorm frequency for hail 0.75 inch or larger averages about four occurrences per year <*,7,88 An annual maxinum of nine 2086 083 Amendment 1 2 . 3 -2a February 1979
NYSEAG FSAR prepared by the New York State Economic Development Boaro (EDB). Tha EDB methodologies are defined in the referenced documents <28, and generally involve separais projections for each county of birth rates, death rates and migration rates, by age-sex cohort. (A cohort is an age and/or sex specific group within a population, for instance, 21- to 40-year-old males. Population projections are often made by predicting the change in size of it.Jividual cohorts rather than of the population as a whole. The age limits and sex of each cohort are critical to identifying the nature of changes that are likely to occur in the size of that cohort. For example, the 0- to 5-year cohort is f most affected by changes in birth rates, whereas the size of the 21- to 40-year cohort is most affected by the size of the next younger age cohort.) The composite of these rates produces estimated population totals through 2005 for each county. Comparable data were obtained from Canada'88 For sectors that are wholly included in one county, the 10 year growth rate I for the county of each decade was applied to the sector, starting with the 1970 population of the sector. Where the sector included portions cf two or mere counties, a composite growth rate was cajaulated, weighing the growth 9 6 (: - 7 2086 084
/
1 f u Amendment i , 2.1-4a February 1979
\
NYSE8G PSAR to obtain water for cooling systems. The James A. FitzPatrick Nuclear Generating Station of the Power Authority of the State of New York is estimated to use an avera8e of 259.2 mgd f rom Lake Ontario for "open cycle" cooling. The Niagara Mohawk Power Corporation's Nine Mile Point No. 1 power plant pumps an average of 180.0 mgd f rom the lake at an adjoining location'28 8 also for "open cycle" cooling. These intakes are located approximately 5.9 and 6.2 radial mi, respectively, vest-northwest of NYSEtG 1 and 2 and approximately 3.6 and 4.1 water mi vest of the intake structure. The center of the proposed site is 2.0 mi south of Lake Ontario. NYSEtG 1 and 2 utilizes lake water for cooling purposes. The average consumptive water use by the plant is 52 cfs, or 34 mgd. Lake Ontario is the major water resource in the region. The New York State Department of Environmental Conservation has classified it as a Class A - Special (International Boundary Waters), a rating which indicates its best use as water supply for drinking, culinary or food processing, primary contact recreation, and any other use. This rating is reflected in Lake Ontario as a source of water for communities within 50 water mi of the discharge point, which have a total population of 107,700 in 1978'298 The water taken from Lake Ontario must be filtered and chlorinated to assure a good potable water supply, but the lake remains a very large reservoir of trettable drinking water. Localized pollution results from the discharge of waste water and sewerage in the metropolitan areas which border the lake, for example Rochester and Toronto'288 Lake Ontario also suffers from indirect pollution coming from Lake Erie and Buffalo. Table 2.4-2 presents data for all municipal and industrial water systems drawing on Lake Oncario within a distance of 50 mi both east and west of the planned intake structure in the Town of New Haven. The users are identified in Figure 2.4-11. These systems serve users in Cayuga, Jefferson, Onondaga, Oswego, and Wayne Counties with a total average withdrawal of 498.9 mgd. This figuro represents 59.73 mgd average municipal use, and 439.2 mgd for "open cycle" cooling by the Nine Mile Point No. 1 power plant, and the James A. FitzPatrick Nuclear Generating Station. Thus, the two existing nuclear generating stations located in the Town of Scriba account for 88 percent of present withdrawals. Among the smaller towns and villages which draw upon Lake Ontario, water use fluctuates by season, with demand greater in the months June through December due to summer vacationer visitation and autumn food processing. The seasonal difference in withdrawals from the lake is estimated at 10.0 mgd and is not significant in relation to total water availability. Except for power generation, there are no projections available regarding future withdrawals from Lake Ontario for industrial uses. The Niagara Mohawk Power Corporation's second nuclear-fueled unit at Nine M113 Point, a closed cycle cooling plant now under construction, will not require significantly greater quantities of water from the lake than other existing stations; however, consumptive use will be greater than that of presently operating "open cycle" systems on the lake. It is assumed that present industrial users will take water at approximately the same rates of use as at present. Domestic consumptive use will increase along the 50-mi stretches of shore east and west from the proposed intake as local populations grow and per capita rates of water use increase. By 2020, residential and commercial uses within Amendment 1 2.4-5 February 1979 2086 085
NYSE8G PSAR this radius will require approximately 200 mgd, an increase of 235 percent from the 59.6 mgd figure for current use. This will be chiefly due to increased development in the Syracuse Standard Metropolitan Statistical Area, which is a major user of water from Lake Ontario. 2.4.1.2.7 nnnite straa-= The onsite streams at New :!aven site are Catfish Creek and Butterfly Creek (see Figure 2.4-14). Section 2.4.2 discusses flooding and presents additional hydrologic information for these streams. Flow measurements of these streams were taken weekly at the locations . presented on Figure 2.4-26 during the period April 1977 to March 1978 (except when measurement was preventcd due to ice formation). Cstfish Creek Current Velocity Current velocities ranged from less than 0.02 to 1.2 m/see with a mean of 0.09 m/see for the April through December sampling period. Current velocities increased during periods of rainfall; and the lowest velocities were observed during dry periods, especially the summer months. The highest monthly mean current velocities of 0.16 and 0.17 m/see were recorded in October and November, respectively. Lowest current velocities were recorded at the eastern-most tributary, upstream of the site (location 3, Figure 2.4-26), and on Catfish Creek downstream of the site (Location S10, Figure 2.4-26). The highest current velocities were recorded at Location Sil (Figure 2.4-26). Location 1 (Figure 2.4-26), the mouth of Catfish Creek, was not taken due to the influence of the inflowing water from Lake Ontario. Stream Flow Stream flows ranged from less than 0.0003 to 6.0 cu m/s with a mean of 0.42 cu m/s. Stream flow was generally greatest at Location S10 (Figure 2.4-26) where the creek was the videst and deepest (greater than 4 m). Stream flow measurements at upstream Location 3 and S11 (both Figure 2.4-26) usually were similar, and greater flows were measured at downstream Location 2 (Figure 2.4-26). The greatest stream flows were recorded during April, October, and November and coincided with periods of rainfall. The mean stream flow was 0.61 cu m/s in April, 0.41 cu m/s in October, and 1.1 e m/s in November. Butterfiv Creek Current Velocity Current velocity ranged from less than 0.02 to 2.5 m/sec with a mean of 0.29 m/sec. Current velocities were generally low throughout the year, although small increases were observed after periods of rainfall. The lowest current velocities were usually at tributary Locations 7 and 8 (both Figure 2.4-26) and the flows became intermittent during the late spring and summer months. Cu rent velocities were usually highest at Location 4 (Figure 2.4-26) where the water flowed from Butterfly Swamp into Lake Ontario. However, the l Amendment 1 2,4-6 February 1979 20B6 086
NYSE8G PSAR currents at Location 4 (Figure 2.4-26) were occasionally decreased by inflow of water from Lake Ontario. Stream Flow Stream flows ranged from less than 0.0003 to 1.9 cu m/see with a mean of 0.25 cu m/sec. Highest stream flows were recorded from October through December resulting from increased rainfall during this period. Stream flow was generally low during the summer months. Little or no flow was recorded at Locations 7 and 8 (Figure 2.4-26) from May 27 through September 19. 2.4.2 rioods The probable maximum flood (PMF) is defined as "the hypothetical flood (peak discharge, volume, and hydrograph shape) that is considered to be the most severe reasonably possible, based on comprehensive hydrcmeteorological application of probable maximum precipitation (PHP) and other hydrologic factors favorable for maximum flood runoff, such as sequential storms and snowmelt"8868 In keeping with this definition, the flood analyses for the site have been developed following the American National Standards Institute Standard N170-1976, " Standards for Determining Design Basis Flooding at Power Reactor Sites,"*26* which is Appendix A of NRC Regulatory Guide 1.59. The following combinations were considered for the selection of the PMT:
- 1. The maximum nonsnow season PHP with an antecedent storm equal to one-half the PMP 5-days earlier
- 2. The 100-year snowpack coincident with the maximum snow season PMP
- 3. The probable maximum snowpack coincident with the 100-year snow season rainfall To conservatively combine the most critical hydrological event with potential embankment failure, the roadway embankments upstream of the site are assumed to fail. The maximum discharge of the embankment failure is added to the peak flow of the PMF hydrograph to determine the maximum flood discharge. Section 2.4.3.4 describes the embankment failure analysis.
The design flood conditions are considered to be caused by Combination 1 with embankment failure where applicable. Combinations 2 and 3 produce a less severe flood of longer duration for the following reasons:
- 1. The smaller drainage areas and short times of concentration at the site will produce greater peak flows in a rainfall event than in the slower snowmelting process
- 2. The total volume of rainfall and runoff is greater in the maximum non-snow season PMP (August, 20 inches)'278 than the sum of the 100-year snow pack (7.7 inches)<288, and maximum snow season PMP (November, 10 inches)'278 which is Combination 2. The time of Amendment 1 2,4_7 February 1979 2086 087
NYSE8G PSAR melting a probable maximum snow pack would be significantly longer than that of one 100-year snow pack, therefore Combination 3 would be less critical than Combination 2 Consequently, flood levels were not predicted for Combinations 2 or 3. The water levels adjacent to the site, corresponding to the PMF flow as calculated 2086 088 9 Amendment 1 2.4-8 February 1979
NYSESG PSAR Travel Times Average travel time from the discharge to various locations along the coast is computed from the simple relationship of velocity, time, and distance, using average east or west velocity: Travel time = distance from point of discharge (2.4-4) average current velocity Justification of Far-Field Parameters: All of the parameters used in the far field analysis are either realistic values based on actual data from this or similar sites or were conservatively chosen on the basis of general literature about effluent dispersal:
- 1. Currents:
The values of receiving water speed and direction used in the analysis are based on site specific measurements. The use of these values is considered to be conservative because all plumes are assumed to be directed along the shoreline, either eastward or westward, regardless of the actual distribution of current directions. This assumption results in significantly lower dilutions because the maximum plume concentrations are doubled (and the dilution halved) to account for the shoreline acting as a barrier to diffusion and because the travel times. to shoreline points are minimized for a given current speed. In addition, the actual frequency of plume impacts upon a given shoreline point is consevatively estimated because offshore plume transport is neglected.
- 2. Diffusion Coefficient:
The constant diffusion coefficient of 104 sq cm/see was selected on the basis of previous studies of diffusion in Lake Ontario (43, 44, 57, 58, 59, 60, 61). One investigation **** concluded that a value five times larger than this would be appropriate as a minimum value. A continuous dye survey conducted at a proposed power plant site'""' which is also on the south shore of Lake Ontario found a constant value of diffusion coefficient equal to 10" sq cm/sec. Values of the diffusion coefficient between 103 and 10" sq cm/sec have been measured for short diffusion times (less than 3 hr) by several studies'"**. However, for the nearest point at which dilution was calculated using the plume model, the travel time was 11 hr. In this regard, the value of 104 sq cm/see is considered to be a conservative choice because the data'"85 clearly indicates diffusion coefficients as high as 105 sq cm/see for diffusion times comparable with the travel times between the discharge and shoreline points at which far field dilution has been calculated. Far field dilutions for locations very near the discharge, for example the nearest shoreline point, have been conservatively limited to the near field dilution. Amendment 1 2.4-19 February 1979 2086 089
NYSE&G PSAR
- 3. Plume Depth:
The constant plume depth of 5 ft (152.4 cm) used in the far field calculation is at the low end of the range of plume depths observed during dye studies conducted in Lake Ontario (43, 44, 57, 58, 59, 60, 61). Also, the depth of the surface layer at the edge of the jet mixing zone is estimated to be at least 3 ft in thickness on the basis of near field jet characteristics. The assumption that the depth is constant is regarded as being conservative in that even a small level of vertical diffusion may produce significant vertical plume spread over large travel times. For example, the smallest vertical diffusivity (10 ' sq cm/sec) observed in Lake Ontario *6 will result in a plume growth of about 2 ft in 30 fr. resulting in a 40 percent increase in dilution. Sensitivity Study: Table 2,4-12 presents the calculated plume characteristics for the parameter values assumed in the analysis and for additional combinations of parameter values. These results indicate that possible uncertainty in a parameter value is offset by conservative choices of other parameters. For example, a ten fold reduction in the horizontal diffusion coefficient combined with a doubling of the plume depth results in dilution values very nearly equal to those resulting from the assumed parameter values. Dilution values resulting from unreasonably conservative combinations of parameters are within a factor of three of the values calculated in the far field study. The minimum shoreline dilution value of 22 is based on the near field dilution achieved and is intended to apply to shoreline points relatively near the discharge for shor time periods associated with onshore plume transport. This value is regarded as conservative because significant shoreline plume transport is likely to involve moderate to high current shears and consequent dilution. The shoreline dilution factors listed in Table 11.2-2 are annual average dilution at points along the shoreline and are calculated using the far field model discussed in this section. 2.4.12.2 Sediment Uotake Models radionuclide concentratiotis in the water column as
~
Sediment uptake reduces predicted by the Brooks model. However, because only limited information is available on sediment uptake, the effect of this process is conservatively neglected. It should be noted that such uptake could result in additional pathways of radioactivity to man and biota. The models to calculate doses and the doses resulting from sediment uptake are described in Section 11.2.9. 2.4.12.3 'Jater Use Models There are no planned changes in water use or flow regulations in Lake Ontario or adjacent waters that could have an appreciabla effect on far field dilution estimato during the operating life of the station. 2086 090 g Amendment 1 2.4-20 February 1979
NYSE&G PSAR 2.4.13 Ground Water 2.4.13.1 Descriptien and onsite Use 2.4.13.1.1 Fenional Ground Water Oswego County is in the Lake Ontario major drainage basin and contains portions of the Lake Ontario, Oswego-Seneca, and Oneida River subdrainage basins. Drainage is northward to Lake Ontario via smaller streams which discharge directly into the lake or by way of the Oswego and oneida Rivers. The ground water table generally follows t:pography and in the lowland region slopes northward towards Lake Ontario, :: an average gradient of about 37 ft/mi. The bedrock topography indicates that proglacial drainage was also toward Lake Ontario; however, no deep preglacial bedrock valleys have been located'as'. There is no evidence of large movements of ground water into or out of the county. The entire county is underlain by essentially flat lying sedimentary rocks which occur as vide bands that trend east-west across the area. The rock types consist basically of sandstones, shales, and siltstones. All the rock types have low permeabilities and are poor sources for large ground water supplies. The average yield for wells installed in shale and siltstone is 3 gpm with a maximum of 28 gpm'96,478 Wells installed in sandstone average 10 gpm with a maximum reported yield of 125 spm'46 "F'. Most of the county is covered by glacial drift and bedrock exposures are limited. Soil deposits consist of four types: till, glacial lake sediments, outwasa sand and gravel, and recent alluvial deposits (Figure 2.5-18). Till, the most widespread deposit, is found over most of the southern upland area and a large portion of the lowland. Till is not a good water-bearing deposit due to its unsorted nature and abundance of fine grained particles. To obtain sufficient yield for domestic supplies it is normally necessary to construct large diameter dug wells. The maximum yield of a deeyly dug well in till is about 2 gpm, and for most wells it is probably less than 0.5 gpm'46'. However, in some areas, till is the only available unconsolidated deposit and is thus considered a principal source for ground water supply. In some sections of the lowland area, glacial lake deposits surpass till in areal extent (Figure 2.5-18). Although these stratified silt, clay, and fine sand deposits can store considerable quantities of water, they are virtually impermeable and are considered the poorest source of ground water in the county. Yields from wells tapping these deposits rarely exceed 1 to 2 gpm'488 The best source of large yielding wells in Oswego County are the glacial outwash sand and gravel deposits found in the major valleys. Weist and Giese**** have identified two areas in Oswego County where wells yielding 500 gpm or more can be developed. One area is located in the Oswego River Valley near Fulton, the other is 20 mi east of New Haven and extends from the county boundary northwest to Kasoag Lake, along the west branch of Fish Creek. The reason for such high potential yields in these areas is that the deposits Amendment 1 2,4-20a February 1979 2086 091
NYSEtG PSAR are recharged primarily by surface water. Lesser yields can be obtained from outvash deposits, consisting primarily of sand, which are scattered throughout the lowland area'. The nearest municipality that obtains its water from wells is the village of Mexico, located 4 mi southeast of the site. The three Mexico wells have a combined pumping capacity of about 1,000 gpm (Section 2.4.13.2). The wells are located in a narrow glacial outwash valley which extends southeastward from Mexico to Hastings<". There are no known deposits down gradient from the site, (to the north) that are potential sources for large yield ve11s. 2.4.13.1.2 Site Ground Water conditions Surface drainage in the vicinity of the site is controlled by north-south trending drumlin ridges. The eastern part of the site is drained by Butterfly Creek, and the western part by Catfish Creek. Both streams flow northward on nearly parallel courses and discharge directly into Lake Ontario. A small, intermittent tributary to Catfish Creek crosses the site proper, and runoff in the area of the proposed site structures is toward this stream. The streams noted above flow primarily on unconsolidated materials. Bedrock outcrops in Catfish Creek in the vicinity of Demster, approximately 7,000 ft northwest of the site. There is no known rock outcrop in Butterfly Creek between the site and Lake Ontario. Water level measurements taken in observation wells indicate that the ground water table generally follows topography with highs occurring ander the drumlin ridges (Figure 2.5-48). The average depth to ground water in the area 2086 092 O Amendment 1 2.4-20b February 1979
NYSERG PSAR local deposit of outwash sands and gravels. In addition to wells, Table 2.4-10 indicates that three owners draw water directly from Butterfly Creek, one owner uses a spring, and four have spring fed ponds used only for watering livestock. No other surface water users have been identified within a 1.5-mi radius of the site. The total average daily ground water consumption by the wells within the survey area is roughly 150,000 gpd, based conservatively on 500 gpd per family plus 3,000 gpd for the few large dairy farms (well nos. 123 and 246). There is no known use of ground water for irrigation in the site vicinity. The wells that could be affected by any station effluents are those individually owned systems located along the northerly ground water flow path between the site and Lake Ontario. The nearest wells along this path are of both the drilled and dug varieties (No. 230, 233, 241, 242, 243, 244) and are over one-half mile from the plant structures. In addition to the surveyed wells listed in Table 2.4-10, other down gradient wells are located at the seasonal lakeside communities of Demster Beach and Hickory Grove 2.3 mi to the north on the Lake Ontario shore. There are no municipal ground water systems down gradient from the site nor do any of the northerly flowing streams which pass through the site (Catfish and Butterfly Creeks) approach any municipal system. The nearest system is in the Town of Mexico which is supplied by three welic located almost 5 mi to the southeast of the site. Section 2.4.13.3 discusses the effect upon nearby wells of a hypothetical spill accident occurring at the site. The possibility of present or future ground water consumption exceeding the annual recharge is improbable. Within the 7-sq mi area encompassed by the well survey, the annual ground water recharge is approximately 1,131,400,000 gal, based on a mean annual precipitation of 36.85 inches (Section 2.3.2.1.1) and a 75-percent loss due to surface water runoff and evapotranspiration'*b,478 This large recharge could not easily be exceeded by the future consumption. Based on an estimated population of 3,141 for New Haven in the year 20008455, and assuming a conservative per capita use of 200 gallens per capita daily, the average daily consumption would be only 0.63 mgd or 20 percent *of the ground water recharge *"58 Another factor which ensures low future consumption in the site vicinity is that the low yields of the underlying aquifers (Section 2.4.13.1.1) limit most local wells to the small domestic variety. Large industrial or community water systems could not be developed in the immediate site area without depending heavily on a surfacs water source to supply their needs. 2.4.13.2.2 Ground Water Levels and riuctuations The ground water table at the New Haven site generally follows the surface topograpny (Figure 2.5-48). The overall trend in the water table shows a gradual dip to the north-northwest at an average gradient of 0.006. The monitoring of water levels in observation wells onsite has shown both the water levels and their fluctuseinns to vary with the topography and time of year. Although monthly precipitation is relatively uniform throughout the year c ia,s'8, large amounts of evaporation and transpiration during the summer prevents any significant recharge to ground water from May through September (468 Consequently, the lowest water levels usually occur in late Amendment 1 2.4-23 February 1979 2086 093
NYSE8G PSAR summer and recover to their original high levels during the late winter thaw (see hydrographs for site observation wells B-2 and B-3, in Figure 2.5-49). Site observation wells located on ridges or high areas (B-2 and S-30, Figure 2.5-48) have water levels ranging from 15 ft to 25 ft below ground surface in late summer and show a 5-ft to 10-ft seasonal fluctuation (Figures 2.5-49 and 2.5-54). In contrast, observation wells located in adjoining low areas (S-7, S-14, S-19, S-33, G-1, G-2, and G-40) have summer water levcis within 10 ft of ground surface and show only 5 ft of seasonal fluctuation (Figures 2.5-51, 2.5-52, 2.5-55, 2.5-56, and 2.5-58). Several wells locat'ed in topographic lows exhibit small hydrostatic heads due to the impervious nature of the glacial lake sediments that blanket most of the low areas. Consequently, water levels in a few of these wells (S-7, S-18, S-19. S-33 and S-34) will occasionally rise above the ground surface. This occurs primarily after periods of heavy rain in the fall and during winter thaws. Extended trends in the water table fluctuations onsite are unknown due to the lack of long term observation well readings. The nearest U.S. Geological Survey observation well which has been monitored extensively is OW-65, located 14.5 mi southwest of New Haven. Water level readings were taken at this well from 1966 through 1974 The hydrograph of well OW-65 (Figure 2.4-25) reveals seasonal fluctuations similar to those observed to date onsite in which the high water levels occur in late winter and low water levels in late summer. The hydrograph also shows the water level to recover completely each year. Total recovery of the water table indicates that regional ground water recharge is not being exceeded by consumption. 2.4.13.2.3 Aouifer Characteristics Permeability, porosity, density and average grain size have been determined for the various soils and bedrock onsite. The results are summarized in Table 2.5-11. Bedrock water pressure tests were performed in four borings onsite (Table 2.5-9). Field percolation tests were performed in ten borings (Table 2.5-6). Coefficients of permeabilities were determined from the percolation tests for glacial lake deposits (silt, clay, and silty sand), glacial till, and jointed rock (near the bedrock surface). The coefficient of permeability for the kame deposits and the values for effective porosity and in situ density were estimated from published data on similar materials. It is evident from Table 2.5-11 that the glacial lake deposits and sound bedrock have low permeabilities and effective porosities, and ground water movement through these units occurs at a very slow rate. Permeabilities calculated for glacial till are quite variable. In general, the lower permeabilities are typical of the till onsite, while the higher permeabilities can be associated with localized zones of bouldery till. The bouldery zones are not continuous so there is no interconnected permeable layer within the till. The generally low permeability in the till indicates poor ground water transmission. Kate deposits (sand and gravel) have moderate to high permeabilities and high effective porosities. The zone of jointed rock at the bedrock surface exhibits moderately high permeability and effective porosity. 2.4-24 2086 094
NYSE8G P3AR t : the time of travel to the r6ceptor n, : the effective porosity K,K,K : dispersions coefficients in the x,y,x x y z direction, respectively x,y,z : downgradient, transverse horizontal, and vertical distances to the receptor, respectively U = the downgradient seepage velocity H : the aquifer thickness The seepage velocity is determined from Darcy's law as follevs: (2*4~7} U = E1 "e where: k: the horizontal permeability coefficient i: the hydraulic gradient The dispersion coefficients K, K, K, are determined from disaersivity x 3 values as follows: ThedispersioncoEfficientisa linear function of the dispersivity (a ) and ground water velocity (U), i.e.,K=aU<ss'. It was also established that longitudinal dispersivity ( O) x and transverse dispersivity (ay) are related by the approximation
=a n y= 0.3 a x. In the absence of field data it is assumed thata z y.
Robertson,s"8 has referenced field data collected at the National Reactor Testing Station in Idaho near the Snake River. Based on the best fit between field data and analytical solution along the center line of dispersion, the transverse dispersivity (ay) of the Snake River aquifer was determined to be 59 ft. In order to apply these data to the site, parameter generalization is requ'_id. Robertson's field experimental results show that dispersivity varie with aquifer composition and that more permeable aquifers have higher dispersivity. If one assumes that the properties of the aquifer (other than porosity) are similar, then the value of the dispersivity at the site may be estimated by:
~'
a - n Snake a Snake River
- y q site y where:
a Snake : the Snake River aquifer transverse dispersivity 59 ft y 2.4-27 y 2086 093
NYSE1G PSAR n Snake : the Snakr, River ac.uifer porosity : 10 percent n site : the porosity of the aquifer under consideration The coefficient of permeability measured in the weathered-jointed rock zone ranged from 10 2 cm/s to 10-5 cm/s. A value of 2 x 10-5 cm/s was used in this analysis as a conservative representation of the permeability along the paths considered. The parameters used in the calculation of dispersion and travel time and the resulting dilution Yactors are presented in Table 2.4-11. 2.4.13.3.4 Sorption and Decay Ions subject to adsorption travel more slowly and reach greater dilution than given in Table 2.4-11. Credit for sorption is taken only in the case of CS-137, which remains after the travel time and dilution given in Table 2.4-11 are accounted for. A distribution coefficient of 100 55$ is conservatively estimated for CS-137 subject to sorption in the weathered rock zone where the spill will travel. The retardation factor is defined as (568: 1+ b Kd Ot where: P: b the dry bulk density of the aquifer (g/cu em) Ut: the total porosity (%) K: d the distribution coefficient R: d the retardation factor The retardation factor thus calculated for CS-137 for this site is approximately 1,250. Conservatively reducing this by one-half, the travel time for CS-137 is on the order of 18,000 years. Radioactive decay will reduce the concentration of CS-137 to infinitesimal amounts. 2.4.13.3.5 Radioactive Nuclide Concentrations Since the travel time for CS-137 including sorption is on the order of 18,000 years, the concentration of this isotope is decayed to essentially zero. All other significant is, opes are reduced to essentially zero, except for tritium, due to travel time and c!!ution. Tritium is not affected by adsorption so the analysis of it is baseo on the travel times and dilution factors in Table 2.4-11. The resultant tritium concentration at Catfish Creek is 2.8x10-3 v.C1/ g . 2086 096 g Amendment 1 2.4-28 February 1979
NYSE8G PSAR 2.4.13.4 Moattoring and Safeauard Rggnirements The equipment for monitoring ground water conditions during plant operation will be a portion of that used for the preoperational program. Several existing observation valls will be maintained and monitored during the construction stage. If necessary, additional wells will L9 installed to assure that adequate 2086 097 Amendment 1 2.4-28 a February 1979
NYSE1G PSAR assure that adequate water level and water quality sampling locations exist between the site and the nearest down gradient users and/or surface water source. The operational ground water monitoring program will be described in detail in the FSAR. 2.4.13.5 Design Basis for Subsurface Hvdrostatic Loading Measured seasonal fluctuations of ground water at the si.e are discussed in Section 2.4.13.2. The probable maximum flood (PMF) is defined in Section 2.4.2 and the site ground water level associated with the PHP is taken to be plant grade (el +340). The PMF ground water level is the basis for desigt. static water loadings on safety related structures. The design dynamic water loadings on theJe structures are conservatively based on a level taken at plant grade for both units (Section 2.5.4.6). The distribution of these loadings is discussed under design criteria in Section 2.5.4.11. As discussed in Section 2.5.4.5, the excavations for safety related structures - will be dewatered by pumping from sumps. During construction of the foundations there will be no hydrostatic loads generated on these structures. Following construction, pumping will be discontinued and ground water will recover to its natural level. The hydrostatic loading associated with this level is such that permanent control of ground water is not required during station operation. 2.4.14 Technical Specification and EmerRency Operation Re~utrements No emergency protective measures are required to protect safety related facilities from adverse hydrology related events (Section 3.4); therefore, technical specifications and emergency procedures for plant shutdown due to adverse hydrology associated phenomena are not required. References for Section 2.4
- 1. Levels and Flows Work Group. Great Lakes Basin Framework Study.
Appendix 11: Levels and Flows. Great Lakes Basin Commission, Ann Arbor, Mich, 1975.
- 2. Corps of Engineers, Detroic District. Monthly Bulletin of Laks Levels for the Greal Lakes. Department of the Army, Detroit, Mich, 1977.
- 3. International Great Lakes Levels Board. Regulation of Great Lakes Water Levels: Report to the International Joint Commission, Washington, DC, 1973.
- 4. United States Geological Survey. Compilation of Records of Surface Waters of the United States through September 1950, Part 1-B: North Atlantic Slope Basins, New York to York River. Geological Survey Water-Supply Paper 1302. United States Department of the Interior, Washington, DC.
- 5. United States Geological Survey. Surface Water Supply of the United States 1961-1965, Part 1: North Atlantic Slope Basins. Basins from New Amendment 1 2.4-29 February 1979 2086 098
-NYSE8G PSAR York to Delaware. Geological Survey Water-Supply Paper 1902. United States Department of the Interior, Vol 2, Washington, DC.
- 6. United States Geological Survey. Water Resources Data f o r New o rk Part 1: Surface Water Records. United States Department of the Interior, Washington, DC, 1966-1974.
- 7. United States Geological Survey. Water Resources Data for New York.
United States Department of the Interior, Washincton, DC, 1975-1976. 8 Pore, N. A.; McClelland, J. M.; Barrientos, C. S.; and Kennedy, W.E. Wave Climatology for the Great Lakes. National Oceanic and Atmospheric Administration Technical Memorandum NWS ;DL-40. United States Department of Commerce, Washington, DC, 1971.
- 9. S ott, J.T., and Landsberg, D. R. July Currents Near the South Shore of Late Ontario. In: Proceedings of the Twelfth Conference of Great Lakes Resaarch. International Association of Great Lakes Research, 1969, p 70C-721.
10 Scott, J. T.; Jekel, P.; and Fenlon, M. W. Transport in the Baroclinic Coastal Current Near the South Shore of Lake Ontario in Early Summer. In: Proceedings of the Fourteenth Conference of Great Lakes Research. International Association of Great Lakes Research. Windsor Ont, 1971, p 640-653,
- 11. International Lake Erie Water Pollution Board and the International Lake h Ontario-St. Lawrence River Water Pollution Board. Pollution of Lake Ontario and the International Section of the St. Lawrence River. Vol 3, Washington, DC, 1969.
- 12. Rao, D. B., and Murtz, T. S. Calculation of the steady-State Circulations in Lake Ontario. Archiv fur Meteorologie, Geophysik, and Bioklimatologie.
Vol A19, 1970, p 195-210.
- 13. Paskansky, D. F. Winter Circulation in Lake Ontario. In: Proceedings of the Fourteenth Conference of Great Lakes Research. International Association of Great Lakes Research, Windsor, ont 1971, p 593-606.
i
- 14. Pickett, R. L., and Rao, D. B. One and Two Gyre Circulations in Homogeneous Lakes. National Oceanic and Atmospheric Administration, IFYGL Bulletin Vol 19, Rockville, Md, 1976.
- 15. Birchfield, G. E. Horizontal Trasport in a Rotating Basin of parabolic Paradepth. Journal of Geophysical Research, Vol 72, 1967, p 6155-6164
- 16. Csanad/. G. T. Motions in a Model Great Lake Due to a Suddenly Imposed Wind. Journal of Gaophysical Research, Vol 73, 1968, p 6434-6447.
- 17. Csanady, G. T., and Scott, J. T. Baroclinic Coastal Jets in Lake Ontario During ITYGL. Journal of Physical Oceanography, Vol 4, 1974, p 524-541.
9 2086 099 2.4-30
NYSE1G PSAR
- 46. K?rtrovitz, I. H. Ground Water Resources in the Eastern Oswego River Basin, New York. New York State Conservation Department Water Resources Commission, Basin Planning Report ORB-2, 1970.
- 47. Central New York Water Quality Management Program - Oswego County Component, Chapter 5, unpublished, Oswego County Planning Board. Draft completed in September 1977.
- 48. Weist, W. G . , Jr. and Giese, F. 1. Water Resources of the Central New York Region. New York State Conservation Department Water Resources Commission, Bulletin 64, 1969.
- 49. Oswego County D a t.i . Oswego County Planning Board, Oswego County, NY, 1977.
- 50. National Oceanographic and Atmospheric Administration - Environmental Data Service. Climatological Data, Vol 87, 88, and 89, No. 1 to 12. U.S.
Department of Commerce, 1975, 1976, and 1977.
- 51. U.S. Weather Bureau Local Climatological Data, Annual Summary with Comparative Data. U.S. Department of Commerce, 1956 to 1968.
- 52. Yeh, G. T., and Tsai, Y. J., Analytical Taree Dimensional Transient Model1*g of Effluent Discharges, Water Resources Research. Vol 12, No. 3, June 1976, p 533-540.
- 53. Brederhoeft, J. D., and Pinder, C. F., Mass Transport in Flowing Ground Water, Water Resources Research. Vol 9, No. 1, February 1973, p 194-210.
- 54. Robertson, J. 3. Digital Modeling of Radioactive and Chemical Waste Transport in the Snake River Plain Aquifer at the National Reactor Testing Station, Idaho. USGS IDO-220-54, May 1974
- 55. Grove, D. B. A Method to Describe the Flow of Radioactive Ions in Ground Water. Scandia Labs, Report SC-CR-70-6139, December 1970.
- 56. Standards for Evaluating Radionuclide Transport in Ground Water at Nuclear Power Sitet. ANS 2.9, Draft 3, January 1978.
- 57. Csanady, C.S. Dispersal of Effluents in the Great Lakes. Water Research, 1970, Vol 4, p 79-114
- 58. Murthy, C.R. An Experimental Study of Horizontal Diffusion in Lake Ontario. In: Proceedings of the Thirteenth Conference of Great Lakes Research, International Association of Great Lakes, Windsor, Ontario, 1970, p 477-489.
- 59. Hamblin, P.T. An Investigation of Horizot.tal Diffusion in Lake Ontario.
In: Proceedings of the Fourteenth Conference of Great Lakes Research, International Association of Great Lakes, Windsor, Ontario, 1971, p 570 - 577, 2086 100 Amendment 1 2,4-33 February, 1979
NYSE3G PSAR
- 60. Kullenberg, G.; Murthy, C.R.; and Westerbett, H. Aa Experimental Study of Diffusion Characteristics in the Thermocline and hypolimnion Regions of Lake Ontario. In: Proceedings of the Sixteenth Conference of Great Lakes Research, International Association of Great Lakes, Windsor, Ontario, 1973, p 774-790.
- 61. Murthy et al. Large Scale Diffusion Studies. ITYGL Bulletin No. 10, National Oceanic and Atmospheric Administration, United States Department of Commerce, 1974, p 22-49.
2086 101 g O 2.4-34 February, 1979 Amendment 1
NYSEAG PSAR TABLE 2.4-10 INDIVIDUAL WATER SUPPLIES (a) Surf ace (C) Well Well(D) Elevation Depth Diameter No. Owner (ft above ms1) (ft) (in) Comments (d'e) 1 Unknown No information available 2 Barbara Clifford 432 approx. 36 Dug well 3 David VonHoltz 436 40 36 Dug well; water level 2 ft deep 4 Douglas Hoover 430 12 48 Dug wall; hard water; occasionally goes dry 5A Leroy Rc' 'rge 432 35 36 Dug well; hard water 5B Leroy Robarge 432 55 6 Hard water 6 Laura Bullock 434 140 6 Salty water; hydrogen sulfide odor water level approx. 70 ft deep 7 Kenneth Sherman 428 143 6 Hard water; water level 70 ft deep; bedrock approx. 120 ft deep; 7 gpm yield 8 Ronald Phelps 420 12 36 Dug well; water level 10 ft deep 9 Richard Phelps, Jr. 428 36 Dug well; hard water 10 John Petty No well; uses Well No. 9 11 Paul Alexander, Sr. 41S 20 36 Dug well; hard water
- hydrogen sulfide odor water level 14 Et deep 12 Douglas Shumway 430 approx. 15 36 Dug well; hard water 13 John Phelps 424 15 36 Dug well; hard water; water level 10 ft deep N 14 Linda Hoyt 430 36 Dug well h
15 William Branshaw Marjorie Thayer 430 435 11 36 36 Dug well Dug well; water level 8 ft deep 16 - 17 Louise Gero No information available 18 Elin Ware 425 65 6 Hard water Amendment 1 1 of 16 February 1979
NYSE&G PSAR TABLE 2.4-10 (Cont'd) Surface (c) Well Well (b) Elevation Depth Diameter Comments (d,e) No. Owner (ft above ms1) (ft) (in) 19 Eileen Darrov 424 14 36 Dug well; water level 12 ft deep 20 Unknown No information available 21 Donald Wilcox 426 90 6 Hard water 22 Anne Philo No information available 23 Violet Sherman 424 20 36 Dry well hard water; water level approx. 12 ft deep 24 Unknown No information available 25 James Morris 424 109 6 Hard water; water level 50 ft deep 26 National Bank of 424 Hard water; used by few people only Northern New York 27 Ella LaFage 418 35 6 28 Unknown No information available 29 Irene LiCourt 416 40 6 Hard water; bedrock 22 ft deep 30 Victor Parmenter 416 65 6 Hard water; water level 30 ft deep 31 Helen Keefe 416 65 6 32A Richard Yager 412 60 6 Hard water 32B Richard Yager 412 100 6 Hard water 33 Ranalo Alfred 412 92 6 34 Alfred Drake No information available 35 Allan Campney 398 12 6 Dug well; water level 11 ft deep; occasionally goes dry in summer 36 Thomas Benz 388 75 6 Driven well; bedrock 60 ft deep; g 1 gpm yield O 37 Paul Inget 380 10 36 Dug well; hard water CO
& 38 William Whitford 362 approx. 40 6 Public supply Cay 90's Tavern O Amendment 1 2 of 16 February 1979 u
O O O
NYSE8G PSAR TABLE 2.4-10 (Cont'd) Surf ace (c) gell Well (b) Elevation Depth Diameter Comments (d,e) No. Owner (ft above msl) (ft) (in) 39A Wayne Myers 334 20 approx. 36 "ard water; water level approx. 10 ft Jeep 39B Wayne Myers 334 20 approx. 36 Hard water; water level approx. 10 ft deep 40 Edward Mazzoli 334 Spring; no seasonal variation 41 Clara Glenister 324 40 6 42 George Mazzoli 326 42 6 water level 17 ft deep; Hard water;ft bedrock 10 deep; 5 gpm yield 43 Carl Cronk 326 22 36 Dug well; hard water 44 Jeffrey Rank 320 32 6 Driven well; hard water; bedrock 19 ft deep; 0.5 gpm yield 45 Woodrow Clemons 306 10 36 Dug well; hard water; water level 5 ft deep 46 James Reynolds 308 35 6 47 Clemons Plumbing Unoccupied
& Heating Co.
48 New Haven Grange No well Hall #52 49 Anita Bullard 302 15 36 Dug well; hard water; water level 10 ft deep 50A John Ruf 314 15 36 Dug well; hard water; water level 8 ft deep 50B John Ruf 314 55 6 Also used for livestock 51 Arthur Holliday No information available 52A James Sprague 310 36 Dug well; occasionally goes dry py C2) 52B James Sprag;e 310 6 Occasion lly goes dry CD Cys 53 Unknown No information available CD 42" Amendment 1 3 of 16 February 1979
NYSEIG PSAR TABLE 2.4-10 (Cont'd) Surface (c) Well Well (b) Elevation Depth Diameter Comments (d,e) No. Owner (ft above msl) (ft) (in) 54A Charles Ferris 316 95' 6 Water level 22 ft deep; bedrock 17 ft deep; 1.5 gpm yield 54B Charles Ferris 316 90 Not in use 55 George Bigelow 316 65 6 water level 50 ft deep; Harc water;ft bedrock 14 deep; 3 gpm yield 56A Clay Ladd 318 14 36 Dug well; water level 3 ft deep 56B Clay Ladd 318 20 36 Dug well 57 Unknown Uses Well No. 56 58 Ernest Demar 308 approx. 115 6 Hard water; water level 80 ft deep 59 Stuart Demar 298 8 36 Dug well; hard water; water level 5 ft deep 60 Bertha Tucker 304 40 6 Hard water; water level 30 ft deep 61 Charles Dings, Jr. 300 8 36 Dug well; hard water; water level 7 ft deep 62A Wayne Cowley 300 42 6 Hard water; 40 gpm yield 62B Wayne Cowley 300 Dug well; not in use 63 James Searles 306 32 6 Water level 22 ft deep;' bedrock 8 ft deep 64 Richard DeLong 300 24 6 65A Kenneth searles 304 45 6 Hard warer; water level 8 ft deep 65B Kenneth Searles 304 Spring-fed pond used by livestock 66A Kenneth Allen 304 20 6 Hard water 66B Kenneth Allen 304 Unknown 36 Dug well; water le el 12 ft deep 67 Mossman 300 27 36 Dug well; water level 27 ft deep g C 68 Margo Plumley 298 15 6 Hard water; water level 7 ft deep CD 69 William Evanchik 298 30 6 Hard water; watet level 20 ft deep Ch February 1979 ] Amendment 1 4 of 16 e e e
Ni5E8G PSAR TABLE 2.4-10 (Cont'd) Surface (c) Well Well (b) Elevation Depth Diameter No. Owner (ft above nsi) (ft) (in) Comments (d e) 70A Richard Askew 296 95 6 Hard water; water level 20 ft deep 703 Richard Askew 296 Unknown Dug well 71 Fred Herse 426 39 6 Supplies three families; water level 10 ft deep 72 Jerome Harrington 426 90 Also used for store eight people 73 Joan Waterbury 428 100 74 Ronald van Buren 430 No information available 75A Cecil Brown 430 Well vent dry 75B Cecil Brown 430 No information available 76 bertha Emerson No information available 77 Allen Lum . Supplies both parsonage and church 78 Charles Campney 428 45 36 Dug well; also used for farm 79 United Methodist 432 66 Mard water; used by four families Church (Apartment) 80A New Haven 422 55 6 Used for drinking and fire trucks; Fire Station water 20 ft40deep;ieldsand and gravel aquifer; gpm y 80B New Haven 422 12 Dug well; not in use Fire Station 81 Richard Grierson 422 42 82 Harold Burdick 422 66 6 Approx. 1 gpm yield N 83 Michael Gross No information available C:3 84 Kenneth Hager 418 121 7 gpm yield C( 85 Harold Fisher 418 approx. 42 [h) 86 Robert Hibbert 420 45 Hard water C7' 87 Fred Wilbur 420 approx. 15 Dug well Amendment 1 5 of 16 February 1979
NYSE&G PSAR TABLE 2.4 10 (Cont'd) . Surface (c) Well Well (b) Elevation Depth Diameter No. Owner (ft above msl) (ft) (in) Comment s(d
- e) 88 Mervin Clark 410 16 Dug well; occasionally goes dry in summer 89 R. Roland 410 12 30 Dug well 90 Tom Pilon 414 approx. 20 36 Dug well 91 Floyd Burton 418 20 36 Dug well 92 Richard Widell 420 90 93 Unknown 94 Walter Fisher 420 38 95 Lawrence Rector 424 60 Dug to 25 ft deep and then drilled to 60 ft deep; water contains iron 96 T. Hoenow( } 425 Dug well; used by three families; hard water 97 Albert Tyrell 434 95 98 Ruth Thomas (f) 430 90 6 Well draws from overburden; approx.
10 gpm yield 99 Norm Fischer 435 80 6 Hard water 100 Ted Bond, Jr.(f) 418 142 Approx. 4 gpm yield 101A Ted Bond, Sr.(f) 406 85 Hard water; not in use 101B Ted Bono, Sr. (f) 400 34 6 Hard water; not in use 101C Ted Bond,.qr.(f) 400 approx. 14 Dug well; not in use 101D Ted Bond, Sr.(f) 406 approx. 18 Not presently in use 101E Ted Bond, Sr.( ) Spring-fed pond; used for livestock 102A Richard McDermott 408 approx. 100 6 Hard water g 102B Richard McDermott 408 Dug well; used for washer C 102C Richard McDermott 406 Dug well; not presently in use m
- Amendment 1 6 of 16 February 1979 O ~
9 9 9
NYSERG PSAR TABLE 2.4-10 (Cont'd) Surface (c) Well Well (b) Elevation Depth Diameter No. Owner (ft above msl) (ft) (in) Comments (d**) 103 Rita Gorman 416 150 104 Audrey Daniels 402 95 Approx. 15 gpm yield 105 Frank Elmhirst 416 approx. 112 Hard water; bedrock approx. 75 ft deep; approx. 5 spm yield 106 Frank Elmhirst 408 85 Also used for farm 107 Jess Lamb 384 Hard water 108 Jim Bullock (f) 394 10 Dug well 109 Pat Eagen 414 72 110 Robert Holland 414 60 6 Water contains iron; water level 5 15ftgpm deep;ldsand yie and gravsl aquifor; illa Tom Fisher 428 86 8 Water level 60 ft deep; also usind for farm; bedrock 85 ft deep; 4 gym yield lilB Tom Fisher 428 28 Dug well; also used for farm 112A Ralph Selden 404 approx. 28 Dug well ll2B Ralph Selden 408 18 Dug well; used for livestock ll2C Ralph Selden 402 14 Dug well; used for livestock ll3A John Fitzsimmons (f) 408 49 6 Hard water; 10 gpm yield 113B John Fitzsimmons (f) 408 18 Dug well; occasionally goes dry ll3C John Fitzsimmons (f) 412 approx. 18 Dug well; used for livestock; occasionally goes dry 114A John Fitzsimmons 358 approx. 20 Dug well; hard water CD ll4B John Fitzsimmons 356 approx. 25 Dug well; hard water Ch ll5A Foster Raymond 366 approx. 35 Dug well; hard water ~ 115B Foster Raymond Water from Butterfly Creek; used domesical ly but not for drinking Amendment 1 7 of 16 February 1979
NYSE&G PSAR TABLE 2.4-10 (Cont'd) Surf ace (c) Well Well(b) Elevation Depth Diameter No. Owner (ft above ms1) (ft) (in) Comments (d'e) 116 Pauline Griffin Water from Butterfly Creek used domestically but not for drinking 117 Douglas Egglestone No information available 118 Wayne Watson (f) 350 20 Dug well; also used for farm 119 Fred Shepard 368 20 Vacant residence 120 Bob Thayer No information available 121 Jim Clark 368 16 36 Dug well; water contains iron 122 Jim Tighe 424 25 Dug well 123A Gary Clark 404 30 Dug well; also used for farm 123B Gary Clark 404 125 Salty water; also used for farm 123C Gary Clark 404 approx. 30 Dug well; also used for farm; occasionally goes dry 123D Gary Clark 404 Spring-fed pond; used for livestock 124 Raymond Linduski(f) 364 approx. 70 125 Joe Watson (f) Uses Well No. 261 126 Burton Bogart 325 14 40 we water level 6 ft deep; Dukroc;.14ftdeep be k 127 Arthur Gorton 326 approx. 120 Slightly salty water 128 Robert Riordan 330 Slight hydrogen sulfide odor 129 Unknown No information available 130 Lillian Hargrave(f) 340 approx. 70 rs) 131A Donald LaPage 320 9 48 Dug well; water level 6 ft deep; also two other dug wells, but not used C) and no information available C33 C7' 131B Donald LaFage 320 125 Salty water; hydrogen sulfide odor; not in use CD 8 of 16 February 1979 sg) Amendment 1 9 9 9
NYSE3G PSAR TABLE 2.4-10 (Cont'd) Surface (c) y,11 Well (b) Elevation Depth Diameter Comments (d,e) No. Owner (ft above msl) (ft) (in) 169 Elsworth Smith 270 32 8 Slight hydrogen sulfide odor, water approx. 8 ft deep, bedrock approx. 20 ft deep 170 Robert Babbett 284 12 48 Dug well; also used for livestock 171 Unknown No information available 172 Joseph Hayden 306 53 Supplies two families; bedrock less than 53 ft deep; 18 spm yield 173 Donald Searles 300 40 6 5 gpm yield; owner has two other wells, but not in use 174 Unknown No information available 175 Unknown No information available 176 Unknown No information available 177 Gary Byers (f) 308 approx. 14 48 Dug well 178 Ralph A iola(f) 302 37 6 Hydrogen sulfide odor; bedrock 14 ft deep; 1 gpm yield 179 Trudy Hermann (f) 302 approx. 30 180 Sidney Dashnau (f) 314 approx. 25 36 Dug vall; water level 3 ft deep 181 Unknown No information available 182 Allen Smith 316 55 6 Supplies two families 183 Helen Berry 306 42 6 Bedrock approx. 35 ft deep; approx. 20 gpm yield 184 Dennis Butterfield (f) 310 55 8 N 302 50 6 Slight hydrogen sulfide odor; supplies c:) 185 Charles Bentley two families CX3 CJ' 186 Allen Smith 324 6
. 187 Hugh Houston 70 6 Strong hydrogen sulfide cdor; supplies three families; 15 gpm yield C")
Amendment 1 11 of 16 Tebruary 1979
NYSE1G PSAR TABLE 2.4-10 (Cont'd) Surf ace (c) geli Well(f) Elevation Depth Diameter
' No . Owner (ft above ms1) (ft) (in) Comments (d.e) 188 Ronald Abbott 360 16 48 Dug well 189 Nancy Denny 360 108 6 Hydrogen sulfide odor 190 Harriet Vatson Uses water from Butterfly Creek 191 Leonard Magrisi 422 40 8 Supplies two families 192 Hubert Conine 424 50 193 Leo Fischer 424 130 194 Fred Snyder 426 45 Supplies two families 195 Rev; William Hart 426 approx. 90 Slightly hard water 196A Robert Jtrong 1 32 90 6 Hard wat.er ,
.196B Robert Sttoag 432 approx. 00 '
Hard water 107 Town of 432 , I S -- 6 Not used for drinking; cil in water ~. New Wav<in , 198 Lola Limbrin'os 430 170- Hard water 199 John Rhin (pact 47? approx. 50 6 Hardware supply store used by r.vo
. employees; gravel aqu1fer; 7 to E gpm yield 400 'Phyjliscor- ' 420 l- approx. 80 ' . 'suplies three families 201 Town of -
430 45 Not usec} for iridinJ; oil 16 water New Haven ~ 202A Harold Denny . 432 61 ,Public water supply (tavern) 202B Harold Denny 432 35 Dug well 6' 203 Parish 011 Co. 432 apprev. 45 - Not used for drinking; oil in water 204 Ivan Vincent 432 30 CD 205 New Haven 430 26 24 Deg vtll, public water s'upply CD Elementary School (340 studentr; CB 206 V.F.W. Veterars. 032 approx. 20 6 Dug well; not in use Amendment 1 / - #12 of 16 # February 1979
^
g 7: g e. ze ..
, , s
~
,N NYSE8G PSAR v' ._ ,
- f. , -N , 2 i,
~ '-
77 y' TAPLE 2.4-10'(C at'd 6 s Surface (c) well s Well (b) - Elevation Depth ~ Diameter 30 _ _ Owner (ft above ms1') (ft) (int - Crement s(d
- e)
* ' ~
Hall .. s-207 Ann Sidwell 430 100 kater contains iron and hydrogen sulfide odor 20dA AlbertE3cwe 436 15 Dug well; occasionally goes dry
+ -
208B Alberta Rows 436 15 Dug well 209 Keith Egnew 424 35 8 Bedrock approx. 60 ft dee;;~7 gym yield 210 Gordon Schipper 424 85 8 Watercontainsslijhtironand hydrogen sulfide o.or; approx. 75 ft deep; 3 gpm yield
'_ 211 Helena'Rhinehart 114 12 48 Dug well N'- 212 John Short No information available s 213 David % rtzidr 398 approx. 45 Hard water 214 Lae beCaster 350 46 Bedrock 45 ft deep; approx. 10 spm yield 215 -Christens Rhinehart 404 approx. 20 Dug well; occasionally goes dry 216A Floyd Prosser 416 90 8 216E Floyd Pro:ser 416 40 48 Dug well 217 Pat Knopp 415 100 ,
6 Bedrock 66 ft deep; 1 gpm yield 218 Pat Knopp 410 12 36 Dug well; water has high iron content; greater than 5 gpm yield 219 Donna Baker 390 approx. 50 48 Dug.vell; occasionally goes dry N 220' George Wiltse 400 approx. 20 Dug well; hard water CD cc 221A Frederick Shieffer 370 approx. 20 36 Dug well 221B~ Frederick Shieffer 380 Unknown 36 Dug well; not in use
' 222 Kenvyn Richards 385 60 6 Driven well; approx. 10 gpm yield N
Atindment 1 13 of 16 February 1979
NYSEtG PSAR
~
TABLE 2.4-10 (Cont'd) Surf ace (c) gell Well (c) Elevation Depth Diameter No. Owner (ft above msl) (ft) (in) Conments(d'") 223 Fred Bennett 365 90 6 224 Unknown No information available 225 Unknown No information available 226 Unknown No information available 227 Unknown No information available 228A Damon Whaley 344 10 48 Dug well; also used for livestock 228B Damon Whaley Spring-fed pond supplies livestock 229 Kenneth Earnshav(f) 326 30 6 Water level 20 ft deep 230 Wilda Adams Vacant residence
?. 31 Gary Sullivan(f) 322 90 232 Fred Harrison (f) 316 27 6 Hard water; bedrock approx. 19 ft deep; 30 gpm yield 233A Mabel Babbitt 320 57 8 233B Mabel Babbitt 320 20 48 Dug well; used for livestock 234A Lois Smith (f) 322 20 48 Dug well; hard water 234B Lois Smith (f) 322 48 6 Occasionally goes dry 235 Joseph Lazzaro 302 44 8 Water level 8 ft deep; bedrock 1 ft deep 236A Joseph Lazzaro 308 18 Dug well 236B Joseph Lazzaro 304 15 48 Dug well 237 Joseph Hayden 302 27 8 Water level 27 ft deep; 40 gpm yield py 238 Joseph Lazzaro 300 15 48 Dug well; has gone dry only once C) 239 Elaine Lazzaro 300 40 8 Bedrock 18 ft deep CD Cys 240A Page Adams 302 48 Dug well Amendment 1 14 of 16 February 1979 tra O O O
NYSE&G PSAR TABLE 2.41 10 (Cont'd) Surface (c) y,ty Well (b) Elevation Depth Diameter Owner (ft above msi) (ft) (in) Comment s (d
- e)
No. 240B Page Adams 306 45 322 90 Suppites eight families (mobile homes) 241 Victoria Lee 322 28 48 Dug well; hard water; well in gravel 242 Victoria Lee 243 Charles MacDougall 328 244 Victoria Lee 320 30 245 Lee Adams 300 approx. 27 Robert Sutton 334 40 6 Slightly hard water; also used for 246 72 cows 247A Kenneth Larkin 310 46 8 Water bedrocklevel approx. 40 ft deep; 2010 ftgpm deepl'.d yie 310 15 Dug well; not in use 247B Kenneth Larkin 443 80 6 Hard water; supplies three families 248A Steve Miller ( ) 18 Two dug wells; not in use 2483 Steve Miller (f) 332 330 16 36 Dug well; hard water 249 Arthur Buda (f) Robert Bailey (f) 332 Dug well; also used for livestock 250 251 Farvey Webster (f) 334 58 252 Walter Fidler(f) No information available , 336 9 36 Dug well 253 Charles Bickford(f) 254 Lillian Hargrave(f) 330 70 6 12 36 Dug well; water level 2.5 ft deep 255A John Curcie(f) in February N Dug well 12 48 255B John Curcie(f) 12 48 Dug well Cb 255C John Curcie(f) 10 48 Dug well; occasionally goes dry __. 255D John Curcie(f)
.s== February 1979 Amendment i 15 of 16
NYSE8G PSAR TABLE 2.4-10 (Cont'd) Surface (c) pell Well (b) Elevation Depth Diameter No. Owner (ft above ms1) (ft) (in) Comments (d'*) 256 Donald Shumway ( } 12 36 Dug well 257 Joe Shumway ( } 352 79 6 bedrock 59 ft Suppliestwofamiliesfeld deep; approx. 2 gpm y 258 David Vrooman (f) 350 9 48 Dug well; not used for drinking 259 Charles Woolson (f) 352 53 6 Water level 15 ft deep; bed-rocl 40 ft deep; 40 gpm yield 260A Henry Vrooman If) 352 97 6 Water level 21 ft deep; bed-rock 55 ft deep 260B Henry Vrooman (f) 348 23 Not in use 261 Joseph Watson (f) 346 56 6 Supplies two families (mobile homes) 4 gpm yield 262 Dennis Woolson(f) 350 57 6 15 gpm yield NOTES: (a) All values except surface elevation are supplied by owner or driller and do not reflect actual field measurements. b) Well number corresponds to numbered location in Figure 2.4-24 c) Surface elevation taken from USGS topographic map. Datum is mean sea level. d) Well type is drilled unless otherwise noted. e) Well use is primarily domestic unlets otherwise noted. (f) Well is within the proposed site boundary and will be purchased. N C CD Cb LJ1 Amendment 1 16 of 16 February 1979 O O O
NYSE8G PSAR TABLE 2.4-11 PARAMETERS USED TO DETERMINE HORIZONTAL DISPERSION AND TRAVEL TIME Hydraulic gradient i = 0.006 Direction of ground water flow N 35'W Dry bulk density of weathered rock p = 2.5g /cu em Permeability of weathered rock k : 2 x 10-8 cm/s Total porosity of weatnered rock n : 20 percent Effective porosity of weathred rock n : 13 percent e Seepage velocity U = 2.5 x 10-6 fps Longitudinal dispersivity a = 151 ft
=
Transverse dispersivity a : a = 45 ft y z Longitudinal dispersion coefficient K = 3.8 x 10-9 sq ft/s X Transverse dispersion coefficient K = K = 1.1 x 10-9 sq ft/s y z Distribution ecefficient K = 100 cu em/g Thickness of weathered rock zone H : 7 ft Nearest down gradient water body: Tributary to Catfish Creek Distance to surface water X 3,250 ft Travel time to surface water t : 31.9 yr Dilution factor at surface water DF : 182 Nearest down gradient well: Well No. 241 Fig. 2.4-24 Distance to well X, Y : 3'480 ft, 700 ft Travel time to well t: 36.8 yr Dilution factor at Well No. 241 DF = 444 1 of 1 2086 116
NYSEaC PSAR TABLE 2.4-12 Far Field 4xtel Sensitivity Study - Lilutice Factors fer Various Ambient Current Velocities (V), Horizontal Diffusion Coefficients (E) and Plume Depths (D) Sensitivity Study PART 1 PART 2 PART 3 Distance E = 10,000 em2/S E = 1,000 cm2/S E = 1,000 cm2/S (mi) D = 5 ft E = 10,000 cm2/S D = 5 ft D = lo ft D = 10 ft V=2.1cm2 2 V=13.kem2 V=30.2cm V=2.le=2 V=13.4cm2 v.30.2cm2 v=2.lem2 y,13,gc,2 V=30.2em2 V=2.lem2 y 13,ge ,2 V=30.2em 2 S :1 S S S S S S S S S S 1 26.9
- 79.9 22.0 24.3 29 9 22.8 36.8 52.1 M .4 5 48.9 175.7 105.5 157.3 23.4 40.3 57.6 33.6 75.4 111.8 93.6 233.6 10 67.2 P 247.9 350 3 26.9 54.6 79.9 M.4 105.5 157.3 131.5 330.0 k95.1 15 81.5 202.5 303.5 30.4 65.8 97.2 53.1 128.7 160.6 20 93.5 233.6 192.3 404.o 606.3 350 3 33.6 75.4 111.8 60.5 148.3 221.9 185.2 466.4 700.0 25 104.4 261.1 391.5 35.5 83.9 124.7 67.2 114.1 165.6 247 9 206.9 521.4 782.6 30 285 9 428.9 39.3 91.7 136.5 73.3 181.3 271.5 226.6 571.2 857.3 35 123.1 308 .8 463.2 41.9 98.8 147.2 78.8 ko 131.5 330.0 195.7 293.2 2M.7 616.9 925.9 495.1 M .4 105.5 157.3 84.1 209.1 333.4 261.5 695.5 h5 139.3 350.0 525.1 46 7 111.7 989.8 166.7 89.o 221.7 332.3 277.3 699.4 1o49.9 50 1k6.8 368.9 553.5 46 9 117.6 175 7 93.6 233 6 350.3 292.2 737.3 1106.6 2EIE:
- Input parameters used in far field analysis for radionuclide dose calculations.
u w35 wd5 MaB E E ms N CD Q Cb s N Amendment 1 1 of 1 February 1W9 O O O
L A ME ONTA RIO .: *
~ . . -
s q .
) m
% 'O 9
R D. Y / NORTH S10 0
+I /R x 8 g , RO. [
LEE
\
0,s q
& J eo -
I h New Haven N w&M *
$ G
$A A A
O, 5 h
$4 $ 'T
~#, '
- COUNTY HOME RD.
n m x w Mile I i ik ,U
')e
;H :
^
l
\
c'-
.A a
e ..
}Ti h
r, t o o.5 i ) d , , ; , i di! . j , , ,, U 6 i
} j w w=a v e au wo u u ww a [a LEGEND FIGURE 2.4 - 26 e = Sampling Location ONSITE WATER QUALITY ,
i, 8 208b \
--- = site soundary SAMPLING LOCATIONS NE
- YORK Sl ATF ELECTRIC 8 GAS CORPORATION PRELIMINARY SAFETY ANALYSIS REPORT AM ENDMENT 1, FE BR U ARY 1979
NYSE&G PSAR 2.5 GEOLOGY AND SEISMOLOGY The site is located near the southern shore of Lake Ontario, approximately 2 mi south of Mexico Bay in New Haven, NY, as shown in Figure 2.5-7. The site is situated in the Central Lowland physiographic province 8's and is in an area of essentially flat-lying undeformed sedimentary rocks of Ordovician age. The station structures are underlain by gently southwestward-dipping sediments of the Oswego Sandstone. Extensive surface and subsurface geologic investigations indicate that the sedimentary . strata at the site have not experienced any major orogenic deformation. Broad, low folds occur areally and trend N 50 deg E. The Demster Beach anticline with associated fault zone over 3 mi long is located 1 1/2 mi northwest of the site (Appendix 2.5I). An earthquake data base was compiled from published catalogs, as well as from original sources such as newspapers, town histories, etc, for a region extending more than 200 mi radially from the site. Prominent trends or clusters of seicmic activity were identified, assessed, and, where possible, correlated with other geologic and geophysical data. Based on the spatial distribution of historical activity and also on .the locations of the most recont reliable instrumental epicenters, the site is considered to be located in a region of very low seismicity. Considering that the site intensities associated with the largest historical events, both outside and within the site province, do not exceed an Intensity VI, the selection of an Intensity VII at the site is considered to be a conservative assessment of the maximum earthquake potential. From a conservative analytical assessment of the seismicity, a peak horizontal ground acceleration of 0.15 g is adequately conservative under Appendix A to 10CFR100 Seismic and Geologic Siting Criteria. It has been decided by NYSE&G that a value of 0.2 g peak horizontal ground acceleration will be adopted for this site. There is no known hazard of surface faulting at the site. There has been ne mining activity, petroleum, natural gas recovery, or any other subsurface withdrawal activity at the site which would cause settlement or ground subsidence, nor is any anticipated. The abandoned Pulaski gas field, approximately 8 mi northeast of the site, is the closest occurrence of subsurface withdrawal other than private and municipal water wells. All safety related station structures will be founded on bedrock. Core borings and Trench I at the site indicated no evidence of significant bedrock weathering, cavities, or faults which might affect the safety or integrity of station structures. There are no steep slopes, unstable ground, or other geologically hazardous conditions which affect the suitability of the site. There are no major aquifers at or near the site; overburden deposits are generally of low permeattlity and ground water flow occurs primarily at the bedrock-soil interface. The geologic, geophysical, and seismic investigations described in Sections 2.5.1, 2.5.2, and 2.5.3 were carried out by Weston Geophysical Research Inc. Geotechnical engineering and ground water studies described in Sections 2.5.4 Amendment 1 2.5-1 February 1979 2086 119
NYSE6G PSAR land2.5.5wereconducted by Stone & Webster Engineering Corporation. In addition, a number of consultants and subcontractors' personnel performed aspects of work as described below:
- 1. The regional geology and site area investigations were carried out by Weston Geophysical personnel with the direction of Dr. George A.
Kiersch, geologic consultant to Weston. The field program was supplementGd by the special studies of Professor Ernest Muller, Syracuse University, who mapped the surficial geology of the site area; and John R. Rand, consulting geologist, who provided part of text and map materials on the regional geology and seismotonics
- 2. Sprague and Henwood, Inc. of Scranton, Pa, under the direction of of Weston Geophysical, drilled test borings, sampled soil, cored rock, performed pressure tests, installed piezometers, and performed permeabilility tests
- 3. Peter Kievit and Sons' Company of Omaha, Neb, excavated a 982-ft trench onsite, a 200-ft trench for fault investigation, and provided machinery for test pit excavations.
- 4. Goldberg, Zoino, Dunnicliff & Associates, Inc. of Newton, Mass, performed laboratory tests to determine compressive strength and slake durability for representative core samples.
- 5. Warren George, Inc., of Jersey City, New Jersey, under the direction h of Stone & Webster, performed test borings in Lake Ontario.
Information contained in this report was obtained from the following sources:
- 1. Review of published geologic literature and maps, and private reports and data for the site and regional areas
- 2. Field mapping (bedrock and surficial) at a scale of 1:24,000 within a 5-mi radius of the site
- 3. Surficial map of the site at a scale of 1:4,800 4 Interpretation of aerial photographs, earth resources technology satellite imagery, and gravity and aeromagnetic maps
- 5. Geological reconnaissance of selected features and stratigraphic units within the region
- 6. Soil and rock borings and analysis.of sampled materials
- 7. Detailed mapping of two exploratory trenches that exposed Oswego Sandstone across the site and at fault zone located 1.5 mi from the site 2086 120 $
Amendment i 2.5-2 February 1979
NYSE&G PSAR
- 8. Onsite geophysical surveys, including seismic refraction surveys, in situ velocity measurements, borehole logging, and seismic reflection, gravity, and VLF studies within the site area and region
- 9. Laboratory testing of representative soil and rock samples
- 10. Piezometer installations and ground water monitoring
- 11. In situ borehole permeability tests in soil and pressure tests in rock 2.5.1 Basic Geelonic and Seismic Information This section is presented in two parts. The first covers the geology of the entire region, followed by a description of the geology in the site area and site.
2.5.1.1 Regional Geology The region is definod by a 200-mi racius from the site. 2.5.1.1.1 Renional PhysioRraphy and Geomorpholony 2.5.1.1.1.1 Introduction The site is situated in the Erie-Ontario Lowland section of the Central Lowland physiographic province (Fenneman858). Physiographic provinces and sections which lie within 200 mi of the site are shown in Figure 2.5-1 and include: PROVINCE SECTION Central Lowland Erie-Ontario Lowlands Appalachian Plateaus Catskill Section Appalachian Uplands Allegheny Mountain Section Kanawha Section Tug Hill Upland Mohawk Section Adirondack Valley and Ridge Hudson Valley Section Middle Section Laurentian Highlando St. Lawrence Lowlands Champlain Section New England Connecticut Valley Lowland Amendment 1 2.5-3 February 1979 2086 12I
NYSE&G PSAR Green Mountain Section Taconic Section Reading Prong-Hudson Highlands Piedmont Piedmont Lowlands Section Coastal Plain Embayed Section 2.5.1.1.1.2 Central Lowland Province (Site Province) The Erie-Ontario Lowlands encompass the relatively low, flat areas lying south of Lake Erie and Lake Ontario. From the lake levels of 570 ft and 244 ft, respectively, the land rises gently eastward and southward. The maximum elevation, (1,000 to 1,500 ft) occurs along the Portage escarpment, the boundary with the Appalachian Uplands to the south (Figure 2.5-1). In the Ontario Lowland, east-west escarpments are formed by the Onondaga limestone and Lockport dolomite. The province is underlain by a nearly flat-lying (minor southward dip) sequence of shale, sandstone, and limestone of Early to Middle Paleozoic age. The simple erosional topography has been modified by glacial action with deposition of drumlin fields, moraines, and shoreline deposits. 2.5.1.1.1.3 Acoalachian Plateaus Province The Catskill Mountain section lies west of the Hudson Valley and extends as a salient into the Appalachian Plateaus. This area of mountainous relief consists of a maturely dissected, slightly higher plateau which reaches an elevation of approximately 4,000 ft. The underlying bedrock sedimentary formations of Middle and Upper Paleozoic age, are more deformed than those of the uplands to the west. The mountains owe their prominent relief to a resistant coarse sandstone and conglomerate caprock (Catskill Formation). The area has been glaciated, and glacial deposits abound in the deep and prominent steep sided valleys. The Appalachian Uplands (the northern extreme of the Appalachian Plateaus) were formed by dissection of the uplifted but flat-lying sandstones and shales of the Devonian Catskill delta. Relief is moderate to high. Westward, the Uplands surface is represented by flat topped divides. Drainage is generally southwest into the Allegheny, Susquehanna, and Delaware River systems, except for Cattaraugus Creek, the Genossee River, the Finger Lakes, and minor streams along the Catskill front. The northern edge of the province is cut by the Finger Lake troughs, which are glacially modified valleys of preglacial rivers'28 At least two of the lakes (Cayuga and Seneca) have bedrock floors below sea level. Glacial -over is generally thin, although some very thick deposits occur in some north-south valleys. The major east-west drainage divide of central New York, the Valley Heads moraine, is a re.essional moraine south of the present Finger Lakes (Figure 2.5-2). 2086 122 g Amendment 1 2.5-4 February 1979
NYSE&G PSAR The Allegheny Mountain section in northern Pennsylvania is a dissected plateau on mildly folded sedimentary rocks of Middle to Upper Paleozoic ages. Erosion of the gently folded rocks has resulted in a pattern of crude topographic belts which trend northeasterly. Mountain surfaces rise to el 2,900, assumed to reflect a level of the Schooley peneplain. Lower surfaces dissected into the plateau at approximately el 2,000 may reflect a later peneplain development. The Tug Hill Upland is an isolated section at the eastern end of the Erie-Ontario Lowlands. Elevation is approximately 2,000 ft and relief is very low. The Tug Hill plateau results from a resistant caprock of Oswego Sandstone (of ordovician age), resting on a thick series of sandy shales. These shales, in turn, overlie Trenton and Black River limestones (Figure 2.5-6). The low slope of the caprock and the thin cover of glacial deposits have caused poor drainage.and many swamps which result in a desolate landscape. The Mohawk section, a lowland resulting from erosion along an outcrop belt, lies between the Adirondacks and the Helderberg escarpment. The belt is commonly of low elevation and relief, underlain by relatively nonresistant Ordovician shales which have been exposed by early large scale erosion, stripping away the overlying Silurian and Devonian sandstones, and by Pleistocene glacial action. The Mohawk Valley is largely blanketed by deposits of Late Pleistocene outwash, deltas, and lake claysis). 2.5.1.1.1.4 Adirondack province The highest mountains within the site region occur in the Adirondack Province, a glaciated uplift area in which peaks are largely well rounded by erosion and many reach altitudes above 4,000 ft; two peaks are over 5,000 ft in elevation. The province merges into the plains of the St. Lawrence Valley to the north and west, and the Mohawk Valley to the souna. Eastward to the Champlain Lowlands, the slope is more abrupt. Ancient Precambrian crystalline rocks of schist, quartzite, marble, and granitic intrusives, similar to the Canadian shield, underlie the Adirondacks. The mountains are transected by long, northeast-southwest lineaments, and some represent shear zones or major faults ***. The lineaments frequently control drainage and the landforms. Many lakes follow geologic contacts, or are in valleys along weak rock units. Young glacial deposits clog the normal radial drainage and lower areas are dotted with lakes, ponds, and swamps. 2.5.1.1.1.5 Valley and Ridge Province The Hudson Valley section is a lowland resulting from erosion along an outcrop belt of relatively nonresistant shales and slates, lying between the more resistant sedimentary rocks of the Catskill Mountains and Holderberg escarpment to the west (Figure 2.5-1), and the harder metamorphic rocks of the Taconic Mountains to the east. Most of the section has both low elevation and relief, and is underlain primarily by Ordovician shales which have been exposed by recent glacial action and earlier large scale erosion which stripped off the Silurian and Devonian limestones. The northern part of the Amendment 1 2.5-5 February 1979 2086 123
NYSE&G PSAR Hudson Valley is largely blanketed by Lt.te Pleistocene deposits of glacial outwash, deltas, and glacial lake clays. South of Albany, the valley narrows gradually and becomes gorgelike between abrupt uplands of hard metamorphic rocks, near Poughkeepsie, New York. The Middle section in the site region is characterized by a more typical northeasterly-elongate topographic pattern of valleys and ridges resulting from differential erosion of folded sedimentary rocks, commonly with the more resistant sandstones supporting the ridges. Along its southeastern margin, the Middle section is characterized by a lowland underlain by Early Paleozoic limestone and shale, bounded by the abrupt slopes of the Reading Prong-Hudson Highlands. 2.5.1.1.1.6 Laurentian Highlands Province The Highlands within 200 mi of the site are characterized by low relief, with numerous lakes filling the lower ground between gentle northeast-trending ridges of peneplained Precambrian (Grenville) crystalline rocks. Elevations range to about 700 ft. Much of the area is blanketed by a veneer of Late Wisconsinan glacio-lacustrine and glacio-marine silt and clay deposits. 2.5.1.1.1.7 St. Lawrence Lowlands Province The northeastern physiographic province in the site region includes the St. Lawrence River Valley, the low hills south of the river valley, and the Lake Champlain Valley. The underlying rocks, Cambrian and Ordovician sandstones, dolomites, and limestones, dip gently away from the Adirondacks. Relief is approximately 100 ft. Streams draining the northern and eastern slopes of the Adirondacks flow across the province. The shoreline of Lake Champlain is largely controlled by north-south and east-west faults which have broken the Paleozoic sandstones and carbonates into large blocks'28 Bedrock of the St. Lawrence Valley is blanketed by fine grained glacio-marine and glacio-lacustrine sediments of Late Pleistocene age. 2.5.1.1.1.8 New England Province The physiographic fabric of the land area in the New England region within 200 mi of the site is characterized by a series of subparallel belts, elongate to the northeast, of lowlands, uplands, and mountain ranges or groups. These northeast-trending physiographic belts largely reflect regional variations in the structure or lithology of the underlying bedrock, which ranges in age from Precambrian to Mesozoic. These differeaces are further accentuated by differential weathering and erosion. The topography has been rounded or subdued by the scouring ac~ tion of continental glac'
- ion which moved over the region intermittently during the Pleistocene epo' The New England Upland (Figure 2.5-1) is a maturely dissected plateau ranging in elevation from about 500 to 2,000 ft, underlain largely by Silurian and Devonian eugeosynclinal metasedimentary rocks which were folded, recrystallized, and consolidated in a broad northeast striking foldbelt during the Acadian Orogeny (Devonian time). Monadnocks rising above the Upland Amendment 1 2.5-6 February 1979 2086 124
NYSE&G PSAR terrane are commonly composed of metamorphic bedrock of Acadian age; however, some of the more prominent of theso are supported by discordant intrusive bodies of Middle and Late Mesozoic age. These Mesozoic intrusive bodies are scattered from southwestern Maine and southeastern New Hampshire along a zone trending north-northwest across New Hampshire into southern Quebec. In southwestern New Hampshire and west-central Massachusetts, the New England Upland is largely supported by north-trending granitic domes of the Lower Paleozoic Bronson Hill anticlinorium and by Precambrian rocks of the Berkshire Uplands and Merrimack synclinorium. The Connecticut Valley Lowland, a distinctive low elevation physiographic and geologic element, trends northward into the New England Upland for about 100 mi through central Connecticut and west-central Massachusetts. The valley,- formed by crustal rifting in Early Mesozoic time, contains easily eroded sandstones and shales of Triassic and Jurassic age <58, locally interlayered with resistant diabase flows which form prominent ridges. The narrow belt of the Green Mountain section (Figure 2.5-1) ranges in elevation from about 1,000 to 3,000 ft, and reflects cloJely the continuous north-trending fabric of fairly open anticlinal folding and west-directed thrust faulting of crystalline Precambrian basement masses and overlying Lower Paleozoic miogeosynclinal sedimentary rocks'b'. The Taconic section, some 150 mi east of the site, is characterized by a mountaneous terrane supported by quartzite, schist, and phyllite metamorphic rocks, with a prominent valley on the east underlain by relatively non-resistant marble bedrock. The north-trending alignment of the section reflects the underlying bedrock fold and fault structure which developed in Taconic and Acadian Oroganies (Paleozoic time) by westerly directed crustal Compression 87,88 The Reading Prong-Hudson Highlands section, a narrow southwestward extension of the upland terrane of the New England province, is underlain mainly by Precambrian crystalline rocks related to those of the Green Mountain and Berkshire Uplands. The section is characterized by elevations ranging to about 1,200 ft, cut by deep, structurally controlled valleys trending parallel to the section. The section boundaries with the middle section to the northwest, and with the Triassic sedimentary rocks of the Piedmont Lowlands to the southeast are abrupt. 2.5.1.1.1.9 piedmont Province The Piedmont Lowlands in the site region are underlain by relatively non-resistant Triassic shales and sandstones with interlayered resistant diabase flows. The section is bounded on the northeast and north by a prominent . escarpment of the Palisades diabase sill, on the northwest by the Ramapo fault and other border faults of Mesozoic rifting derivation, and on the southeast by the overlap of Coastal Plain sediments of Cretaceous age. The Palisades are the outstanding feature of the section, forming the west bank of the Hudson River from Nyack, NY, southward. Here, the Hudson River follows the contact of the Triassic shales with the underlying and enclosing crystalline Amendment 1 2.5-7 February 1979 2086 125
NYSE&G PSAR basement rocks. Southward, beyond the 200 mi region, the Precambrian and Early Paleozoic basement of metamorphic rocks and igneous intrusives is cut by other Triassic sediment filled basins. 2.5.1.1.1.10 Coastal Plain Province The Atlantic Coastal Plain, extending from the Gulf of Maine through southeastern New Jersey forms the continental shelf beneath the Atlantic Ocean to the continental rise. The province is a low elevation section composed of loosely consolidated sediments of Cretaceous and Cenozoic age resting on basement rocks which constitute the on-strike extensions of the Precambrian, Paleozoic, and Mesozoic terranes of the upland areas. Beneath Long Island, Coastal Plain sediments underlie locally thick deposits derived from Pleistocene glaciations. The Coastal Plain section is characterized by a series of seaward dipping sedimentary formations which thicken toward the continental slope <95 2.5.1.1.1.11 Physiographic Development The development of the physiographic features characterizing the site region was initiated at the close of the Mesozoic era. Following peneplanation, the region was elsvated and subjected to subareal weathering, erosion, and dissection of the peneplain surface. Sediments transported from the landmass during this time were carried seaward to form the Coastal Plain sedimentary deposits. Crystalline basement rocks underlying the elevated landmass in New England were deeply weathered, with the fine grained metamorphic rocks generally undergoing more extensive weathering than the intrusive plutonic rocks. Following the long period of Cenozoic weathering and degradation of the landmass, successive advances of continental glaciation occurred during the Pleistocene epoch. The ice sheets removed the residual soils and loose weathered bedrock surface, and upon withdrawal / melting deposited a ground moraine of generally stony till on the scoured bedrock surface. Locally, the morainal deposits are overlain by ice contact and outwash deposits. Depression of the landmass by the weight of thick glacial ice, combined with a rise of sea level due to the melting of the ice sheets, resulted in submergence of vide areas of the lowlands. Rock flour released from the melting ice was deposited on the undulating surface of the submerged lowlands and valleys as a blanket of marine clay-silt, or as lake deposits along the major river valleys. Crustal rebound, following the removal of the last glacial ice, elevated the upper surface of the marine clay-silt blanket and lake water-plane deposits above sea level by as much as several hundreds of feettion. 2.5.1.1.2 Renional Surficial Geolony 20 6 126 2.5.1.1.2.1 Introduction The distribution of surficial deposits in the region is shown in Figure 2.5-2, The following dnd throughout the site area is shown in Figure 2.5-18. f Amendment 1 2.5-8 February 1979 4
NYSE&G PSAR discussion of the regional surficial deposits is generalized and subdivided into two informal sectors, although the deposits, therein, are generally similar. No geologic, seismic, or manmade hazards of significance as to the safety of the site are known or inferred to relate to the regional surficial geologic features. There are no areas near the site that are currently undergoing intense erosion. 2.5.1.1.2.2 New England Sector The surficial deposits throughout the New England sector (Figure 2.5-2), except for a small area of residual soils in New Jersey, are glacially derived and cover the landmass,25 They were deposited primarily by the Late Wisconsinan continental ice sheet and the meltwaters of the receding ice. The upland and mcuntain areas are characterized by a thin veneer of glacial till with interspersed bedrock exposures. Ice contact and outwash sands and gravel, deposited locally along valleys in this sector, are sometimes associated with clay-silt deposits, 9,000 to 10,000 years old. The Seaboard l Lowlands are characterized by extensive deposits of glacio-marine clay-silt (rock flour) and by extensive deposits of ice contact and outwash sands overlying till. Seismic reflection surveys in offshore areas indicate that till, ice contact, outwash, and glacio-marine clay-silt deposits are also distributed throughout the northern marine sector. The southern terminus of the last glacial advance is defined along the southern New England coast and Long Island by east-west elongate deposits of terminal moraine tills. To the south of the glaciated region, the continental shelf is blanketed by a veneer of Holocene clastic sediments, with local occurrences of deep channel fillings on an irregular pre-Pleistocene erosion surf ace < * * . 2.5.1.1.2.3 New York / Great Lakes Sector Surficial deposits in the New York / Great Lakes sector of the site region are glacially derived and cover the entire landmass (Figure 2.5-2), except for the areas of steep relief such as parts of the Hudson Valley, Adirondack Mountains, and Helderberg escarpment (Figure 2.5-1). The deposits were largely deposited by Late Wisconsinan continental ice sheet and associated meltwaters. The following description of features is after LaFleur<'85 At maximum extent, the last major continental ice sheet covered most of New York state and New England, north of Long Island and Staten Island. Ice thickness in the site area may have exceeded 3,000 ft, while sea level stood about 350 ft below that at present, exposing much of the continental shelf. The burden of the glacial mars produced regional downwarp of the earth's crust to the extent that the land surface in southern Quebec was depressed to some 1,000 ft below where it stands today. The periphery, or zero isobase of this depressed crustal zone, tended to coincide with the position of the ice margin at maximum extent (i.e., the latitude of New York City). .As the glacier backwasted northward, meltwaters drained slowly through the lower Hudson Valley to a rising Atlantic Ocean. A thin glacial till is overlain locally by ice contact and outwash sands and gravels, throughout much of the sector. 20LB6 127 Amendment 1 February 1979 2.5-9
NYSE&G PSAR A series of glacial lak6s accompanied the wasting ice margin through the Hudson and Champlain Lowlands. The earliest was Lake Hackensack, confined south of the Hudson Highlands. Lakes Albany and Vermont followed, and a thick series of lacustrine clays were deposited in the basins. Lake Albany covered most of the Hudson River Valley. The ice sheet broke apart in the St. Lavrance Lowland, as the sea level continued to rise in that depressed basin. Marine waters then invaded much of the Champlain Lowland from the north. Continued crustal uplift of the St. Lawrence Lowland eventually drained the Champlain sea, and the present Lake Champlain came into existence (Section 2.5.1.1.1.7). Since Late Wisconsinan times, the Lake Albany clays have been eroded and redeposited in topographically low areas where they have been subsequently dissected by streams and tributaries. This cycle is common throughout the site area. The surficial deposits of the Adirondacks are characterized by a thin veneer of glacial till with interspersed bedrock exposures. Throughout the valley areas, such as the Mohavk and Hudson Rivers, ice contact and outwash sands with numerous hanging dalta deposits are common, along with a till blanket. The videspread lake clays of ancestral Lake Albany occur within the central Hudson River Valley. In central and wastern New York State, the bedrock is concealed by thin to thick deposits of glacial till and/or gravels. Surface features such as drumlins, eskers, and glacially-scoured lakes are common. The major east-west drainage divide of central New York, the Valley Heads moraine, is a recessional moraine south of the present Finger Lakes (Figure 2.5-2). The glacial tills and gravelly deposits of northern Pennsylvania were laid down by the earlier Wisconsinan ice sheets. 2.5.1.1.3 Regional Bedrock Geolony 2.5.1.1.3.1 Introduction The site is underlain by undeformed ordovician sandstone and shales of the Eastern Stable Platform province. The regional bedrock geology surrounding the site is shown in Figure 2.5-3; a diagrammatic regional geologic profile showing major bedrock and structural elements is shown in Figure 2.5-4; and regional tectenic elements and provinces are shown in Figure 2.5-5. Discussions herein of the bedrock geology are segmented according to the tectonic provinces shown i- Figure 2.5-5. Maps were compiled from many diverse sources which are on file with the project. 2.5.1.1.3.2 Eastern Stable Platform (Site Province) The Eastern Stable Platform consists of two distinct geologic terranes: the Precambrian Grenville basement of the Frontenac Arch sector and southern Canada; and the overlying, essentially undeformed, nearly flat-lying series of Cambrian to Devonian sedimentary rocks (Figure 2.5-3). The Grenville basement rocks are described in Section 2.5.1.1.3.6. In New York State, the Platform is characterized by east-west trending belts of relatively undisturbed Paleozoic rocks consisting of sandstones, siltstones,. limestones, shales, and evaporite beds. The sedimentary series Amendment i 2.5-10 February 1979 20L86 128
NYSE&G PSAR dips 40 to 50 ft per mi to the south in a homoclinal structure, and Progressively younger beds crop out southward. The southward sloping Precambrian basement surface produces an increase in the thickness of the Paleozoic rocks to approximately 18,000 f tt "5 in southern New York State. A northeast trending belt of folde occur in the Auburn-Pulaski sector of the Platform (Appendix 2.5I). A significant tectonic feature of the Platform within 200 mi of the site is the Clarendon-Linden structure that consists of near siirface folds which become faults at 800 to 1,000 ft below the surface (Figure 2.5-5). No evidence for young deformation or Quaternary movement has been reported' 58 Several north-trending and west trending faults are known in central New York State; all are very old in age (Figure 2.5-5). For example, a number of small faults in Devonian rocks near Syracuse strike N70degW and exhibit a maximum displacement of 40 ft; they were apparently formed during the regional tilting and broad folding of central-southern New York State during mid-to-Late Paleozoic time. The Platform province is the location of many small-scale folds, popups, and anticlinal features that occur throughout the upper St. Lawrence River sector and along the southern and western shore of Lake Ontario in New York State and in the Toronto-Hamilton area of Canada (Appendix 2.5A, 2.1). Most of the features are postglacial in origin; some were partly to wholly formed prior to the last ice advance. 2.5.1.1.3.3 Appalachian Plateau Province The main Appalachian Plateau province consists primarily of a gently folded synclinal basin filled with sediments of Cambrian to Permian age that overlie the Grenville-like, Precambrian basement <'68 East of the site area, the l Catskill Basin and Helderberg Highlands are local features within the broad province (Figure 2.5-1 and Section 2.5.1.1.1.3). In the New York State sector, the structure is part of the regicnal homocline that continues southward from the Eastern Stable Platform. The northern and northwestern boundary of the Appalachian Plateau province is broadly marked by the Portage escarpment and, to the south, by gentle folds and some small faults (Figure 2.5-5). These features trend east-west, normal to the regional dip that continues southward from the Eastern Stable Platform (Section 2.5.1.1.3.5). The base of the folded and faulted sequence in central New York State is the Salina Formation (Silurian) consisting of several hundred feet of interbedded rock salt and dolomite. PruchatiF8 suggests that the folding and f aulting of the overlying strata are due, in part, to sliding l or adjustment and decollement slip of the Appalachian Plateau that includes the southern part of New York State as confirmed by structures in the Cayugal
~
Salt Mine in the core of the Fir Tree anticline near Ithaca. Movement within the evaporite beds near the top of the Salina Formation and decollement slip in the Appalachian Plateau Province has been further documented by the investigations of Engelder and Engelder' " > . 2086 129
*~
Amendment 1 February 1979
NYSE&G PSAR The southern and eastern boundary of the Plateau province is the Appalachian Structural Front, the. limit of highly deformed rocks in the Northern Valley and Ridge province (Figure 2.5-5 and Section 2.5.2.2.2). The youngest known tectonic features in the province are Cretaceous mafic dikes and associated structures in central New York State95 Subsequent epirogenic uplift in Tertiary time occurred due to the great removal of sediment from the entire Appalachian system within the Plateau sector. The Ancestral streams were reactivated and began downcutting below the old peneplained surface. The Pleistocene ice sheets further sculptured and carved the surface bedrock into the present topography (Section 2.5.1.1.2.2). 2.5.1.1.3.4 Adirondack Mountains The Adirondack Mountains represent a transitory phase in a geological history spanning at least 1,100,000,000 years. On the basis of the rocks exposed, it is impossible to reconstruct the entire sequence of Precambrian events; much of the record has been obscured or destroyed by many cycles of dynamic geological processes. Only the deep root zone of an ancestral mountain system remains, and some areas of critical structures are buried beneath glacial deposits and alluvium. However, from this fragmentary evidence, a reasonable reconstruction of the Precambrian geological history has been formulatedt. Sometime earlier than 1,100,000,000 years ago (perhaps much' earlier), all of eastern North America was the site of a long, narrow trough covered by a shallow sea. In this geosyncline, sedirents were deposited from an adjacent land. mass on the west and probably a continental mass on the east (ancestral Africa before drift). With the passage of time, the ancient geosyncline became loaded with sediments (i.e., submarine lavas and volcanic ash-falls, sand, mud, and calcium carbonate). The grcwing accumulation of debris caused the geosyncline to sag slowly, and the sediments gradually were compacted and cemented into rock. Tha prism of sedimentary rock in the geosyncline ultimately reached a thickness of perhaps 40,000 ft. At that time, tectonic forces began buckling and thrusting the wedge of sediments to form a high-standing, deep-rooted mountain system. Throughout the ancestral mountain system, the deformation profoundly folded and disrupted the original s;diments. As a result of extremely high temperatures and intense pressures in the mountain root zone, the rocks recrystallized into gneisses, marbles, and other metamorphic rock types, while some units became mobile and flowed. Others, such as granite, melted and invaded adjoining rocks. The Precambrian crystalline rocks are similar to those of the Canadian Shield /Grenville province. The early Precambrian mountain range was reduced to sea level by erosive forces. The Adirondack region was subsequently subjected to at least one, and possibly two or more, Precambrian mountain building episodes. The mountains of today represent a rebirth of part of the ancient, bevelled Precambrian root zone as a result of doming in Paleozoic and later time. At the beginning of Amendment 1 2.5-12 February 1979 2J)86 130
NYSE&G PSAR Cambrian time, some 600,000,000 years ago, the Adirondacks were rather high mountains supplying sediments to the surrounding sectors. DeWaard*288 estimated that the crystalline rocks exposed in the Adirondacks have been uplifted as much as 19 to 22 mi. The Paleozoic rocks thicken in all directions away from the circular outcrop of the Adirondacks. The Adirondack Mountains were strongly deformed in Early and Middle Paleozoic time by the Taconic and Acadian Orogenies of at least 435,000,000 and 350,000,000 years ago, respectively. Many of the large scale faults and regional structures formed during these Paleozoic Orogenies are prominent features today and can be traced several miles into the onlapping sedimentary rocks (Figure 2.5-3) as long, northeast-southwest lineaments; they frequently control drainage and landforms. The Adirondacks are covered in large part by widespread glacial deposits (Section 2.5.1.1.2.2). 2.5.1.1.3.5 Frontenac Arch Sector of Eastern Stable Platform The portion of the Frontenac Arch Sector within the 200-mile region is characterized by a metamorphosed complex of Lower and Middle Proterozo4 gneisses and migmatites, quartzites, marbles, and other metasediments that are locally intruded by granites and syenites of Glenville age. The rocks of the Grenville series have radiometric ages of some 1,100,000,000 years, and are the oldest rocks in the region'. The Grenville series was formed by marine deposition of thick deposits of mud, sand, and calcareous materials (over 1,100,000,000 / ears ago). The sediments were lithified into a sequence of shale, sandstone, and limestone which reaches a maximum thickness of about 9,400 ft in the sector north of Lake Ontario. The rocks subsequently underwent three periods of folding with local intrusions of mafic and felsic igneous rocks and diabase dikes. One protracted period of regional / dynamic metamorphism occurred. These events represent the last major Precambrian orogeny in northeastern North Americatain, The Grenville Orogeny was followed by a long interval of geologic time during which erosion bevelled the Precambrian (Proterozoic) rocks to a low-lying topography. During Paleozoic time, at least part of the terrane was covered by sedimentary rocks which have since been stripped away. 2.5.1.1.3.6 Western Ouebec Seismic Zone The Western Quebec Seismic Zone is characterized by a central, closely faulted sequence of Cambrian-Ordovician sandstones, shales, and limestones and a broad belt of Precambrian Grenville-age rocks which are bordered to the north and south by highly deformed Grenville-type Precambrian rocks of the Laurentian and Adirondack Mountains *22$. Cambrian-Ordovician strata in the Western Quebec Seismic Zone include the following rock units within New York State and Canada: Potsdam Sandstone, Beekmantown Dolomite, Chazy Limestone and Sandstone, Black River Dolomite, 2086 13I Amendment 1 2.5-13 February 1979
NYSE&G PSAR Trenton Limestone, Canajoharie/Utica Shale, and the Lorraine and Queenston Shales and Sandstones. These rock units range from 10 to 1,000 ft thick. Intruded into this Cambrian-Ordovician sequence are a series of Mesozoic alkaline intrusions, which locally result in doming of the adjacent strata. Compositionally, these intrusions range from carbonatite to alkaline gabbro to syenite'288 Grenville-type rocks consist of a series of compositionally and structurally complex Proterozoic rocks, as described in Section 2.5.1.1.3.6. Within the province, the metamorphosed complex of the Laurentian Mountains are variable and consist of anorthosite, gabbro, charnockite, amphibolite, granodiorite, and granite migmatite. The Adirondack uplift sector is also underlain by Grenville age rocks, as described in Section 2.5.1.1.3.4. The Western Quebec Seismic Zone is marked by numerous high angle faults (i.e., Ottava-Bonnachere graben), including the Winchester Springs and the Gloucester faults (Appendix 2.5A) with maximum displacement of some 1,700 ft'22). Faults trend predominately northwest and swing to the northeast near Montreal. Associated with faulting are numerous deep seated alkaline intrusives, carbonatites, mica peridotite pipes, and diatreme breccias. Alkaline intrusions form a series of alignments subparallel to this fault system. Larger alkaline intrusions are exposed or inferred at many junctions of the alignments. The Western Quebec Seismic Zone is marked by alkaline magmatic activity ranging from Precambrian to Cretaceous in aget24,258 Widespread normal faults are the youngest known tectonic events, as described in Section 2.5.2.2.11 and are post-Ordovician in age. 2.5.1.1.3.7 Northern Valley and Ridge Province The Northern Valley and Ridge province within the region is characterized by the main folding and thrust-faulting of the Appalachian system (Figure 2.5-3 and Section 2.5.1.1.4.2). The Paleozoic rocks of Cambrian Devonian age (and younger to the south) are deformed into a major northeast- to northward-trending series of anticlines and synclines and/or thrust ridges. Today, they occur as parallel or subparallel ridges and valleys with 1,000 to 2,000 ft of local relief. The Cambro-Ordovician limestones and shales occur beneath the deeply scoured valleys, and the ridges are generally composed of more resistant Middle and Upper Paleozoic sandatones and conglomerates southward in Pennsylvania. Rocks of the province are part of the series that comprise the Appalachian geosynclinal sedimentary history (Tigure 2.5-6). Deposition which began in Cambrian time and continued throughout much of the Paleozoic resulted in the formation of shales, sandstones, conglomerates, and limestones. Deformation progressed throughout the Paleozoic, beginning with the Taconic Orogeny (450,000,000 to 500,000,000 years) with further activity during the Acadian Orogeny (350,000,000 to 400,000,000 years ago) and Pennsylvanian and Permian time (230,000,000 to 260,000,000 years). This activity included the February 1979 O Amendment 1 2.5-14 . 2086 132
NYSE&G PSAR development of a strong angular unconformity, some gravity sliding of large blocks / slices of allochthon (slope sequence rocks) along with low-grade metamorphism, granite and ultramafic intrusions, and further faulting during the Taconic Or-ageny; medium- to high-grade metamorphism, granite intrusions and a reactivation of faulting with one episode and, in some places, two separate episodes. In the southern and western edge of the province further folding and faulting occurred as the youngest compressional deformation activity, the Alleghenian Orogeny, near the end of Paleozoic time. In the Valley and Ridge province final extensional faulting occurred during Early Mesozoic time *F5 The geologic history of the province within the site area, from the initiation of the Precambrian landmass on the east through the Taconic and Acadian tectonic activity and resulting structural features, is described in Section 2.5.1.2.5.2. Deformation of the near-surface Paleozoic rock sequence and the relationship of the underlying Precambrian basement has been interpreted in two different ways, as described in Section 2.5.1.1.4.7. The province was subjected to prolonged erosion throughout Mesozoic time. Broad uplift of the Appalachian system in Tertiary time reactivated streams which downcut below the ancient peneplained surface and formed the young topography. The Pleistocene ice sheets scoured and further modified the surface, as described in Section 2.5.1.1.1.2. The dashed zone in Figure 2.5-5 is one interpretation *** of the boundary between the Piedmont and the Northern Valley and Ridge provinces which, on its northeastern end, essentially coincides with the series of small en echelon normal faults of the Ramapo Fault system in northeastern New Jersey. A second interpretation (26,278 places the province boundary at the base of a steep regional gravity gradient as shown by a solid line in Figure 2.5-5. 2.5.1.1.3.8 New England-Maritime province The New England Foldbelts The fabric of the bedrock structure in the New England province is grossly characterized by a series of elongate belts of folded and faulted metamorphic rocks with included plutonic masses of Early to Middle Paleozoic age. The most western rock groups strike as discrete anticlinoria and synclinoria from southern Connecticut northerly through Massachusetts and Vermont. The more easterly of these belts are north-trending in eastern Connecticut and central Massachusetts, and swing gradually to the northeast through New Hampshire to Maine. The westernmost of these foldbelts, the Green Mountain anticlinorium, contains a folded / faulted core of Precambrian (Grenville age) basement rocks enclosed by. Early Paleozoic sedimentary rocks. It is delimited along its eastern edge by a discontinuous chain of ultramafic intrusive rocks which may reflect the location of an Early Paleozoic continental edge. Roughly parallel to the Amendment 1 2.5-15 February 1979 21B86 133
NYSE&G PSAR western edge of the anticlinorium is a steep gravity gradient (Tigure 2.5-5) O which defines the boundary between the crustal plate of the New England foldbelts and that of the central craton'268 Foldbelts to the east of the Green Mountain anticlinorium contain Early to Middle Paleozoic eugeosynclinal metamorphic rocks, with locally included deres of Ordovician plutonic and volcanic rocks and elongate bodies and irregular masses of Middle Devonian granitic intrusives. Foldbelts to the west of the Merrimack synclinorium (Figure 2.5-5) first experienced fold and thrust deformation by vesterly directed compression during the Taconic Orogeny in ordovician time, with the last crogenic deformation occurring there at the time of crustal consolidation of geosynclinal sediments in the Merrimack synclinorium, during the Acadian Orogeny of Early Devonian time'65 The Connecticut Valley contains shales and sandstones of continental origin, interbedded with diabase flows. These formations were deposited in a rifted basin struccure, formed during Triassic and Jurassic time, by continental separation and the final opening of the Atlantic Ocean. The subsequent fracture deformation of the basin is interpreted to have been by left lateral faulting oriented toward the north-northeast <. The Merrimack synclinorium, largest of the several foldbelts, ranges up to 75 mi in width across a belt from southwestern Maine to northwestern New Hampshire, in a " hinge" zone where the overall striks of the belt swings from a north to a northeasterly trend. The bedrock fold structure in this " hinge" zone is commonly transverse to the regional northeast fabric of the foldbelt, with local areas of northwest striking bedrock folds, northwest-oriented plutonic masses of Devonian age, and a north-northwest-oriented pattern of emplacement of central complex intrusives of Permo-Triassic to Middle Cretaceous ages (the White Mountain plutonic series)'2**. 2.5.1.1.3.9 Piedmont Province The Piedmont Province in the site region is characterized by Precambrian basement and early Paleozoic metamorphic rocks intruded by Paleozoic plutons. The basement rocks are deformed into a northeast trending fabric and within the complex of metamorphic rocks are many structural basins of Triassic siltstones, sandstones, shales, and conglomerates that occur from New Jersey to Georgia. The province is generally blanketed by a residual mantle of weathered rock, saprolite, which increases in thickness southward. The principal tectonic features and ages are described in Section 2.5.1.1.4.9. The dashed line in Figure 2.5-5 is an interpretationtr> of the boundary between the Piedmont and the Northern Valley and Ridge provinces as described in Section 2.5.1.1.3.2. 2086 134 O Amendment 1 2.5-16 February 1979
NYSE&G PSAR 2.5.1.1.4 Regional Tectonics 2.5.1.1.4.1 Introduction The major tectonic elements of the site region are shown in Figure 2.5-5, as are as are the boundaries by which the region can be subdivided into provinces having distinctive structural characteristics or origins. These provinces were formed by fundamental tectonic episodes which occurred at times in the geologic past ranging from about 100,000,000 years ago to more than 500,000,000 years ago, in response to stress regimes which are not active today. Some of the provinces have undergone major deformational effects from two or more different stress regimes; some have experienced only minor or localized tectonic modifications in the course of as much as 1,000,000,000 years. Each province appears to have a reasonable degree of consistency relative to specific structural features impressed upon it by ancient compressional or tensional stress regimes (or lack thereof). Although the provinces as shown in Figure 2.5-5 are reflective of ancient stress regimes, they are probably not related to modern, relatively low magnitude crustal stresses in any demonstratable way. Of more importance is the orientation of the present day stress field relative to zones of weakness or other mechanical discontinuities (density, rigidity, geometry) which may result in localized stress concentrations within a province. 2.5.1.1.4.2 Eastern Stable platform (Site province) The Eastern Stable Platform is bounded on the north, east, and south by the Frontenac Arch Sector and the Adirondack and Appalachian Plateau provinces, respectively. The western boundary of the Platform is defined by the subsurface trend of the Grenville Front, which passes southerly from the west end of Georgian Bay, Ontario (300 mi vest-northwest of the site), beneath Lake Huron, through eastern Michigan, west-central Ohio Cabout 420 mi vest-southwest of the site), and into northern Kentucky (298 where it is apparently displaced to the west on the Kentucky River fault zone'8'8 To the east of the Front, basement rocks are of Grenville age and to the west, the basement is largely of Hudsonian age (about 1,700,000,000 years), with evidence of further broad deformation in Eisenian time (1,350,000,000 years) and crustal rifting and volcanism in Keweenavan time (about 1,100,000,000 years'2. The buried surface of the Grenville basement in the Eastern Platform is relatively elevated in the northwestern part of the province along the Algonquin axis and Findlay arch, in southwestern Ontario and west-central Ohio, respectively, and slopes gently to the south and east from these topographic highs. Overlying the gently sloping basement surface throughout the province are essentially undeformed, nearly flat-lying sedimentary rocks which range in age from Cambrian to Permian. Faulting is localized, having been identified from surface exposures in northwestern Ohio and southwestern Ontario, and interpreted at depth from drillhole data in western New York, south of Lake Ontario (Figures 2.5-3 and 2.5-5) and exposures in excavations. Amendment 1 2.5-17 February 1979 2086 135
NYSE1G PSAR The principal structural feature of the central New York sector of the Eastern Stable Platform is the southward-dipping homocline which continues uninterrupted into the Appalachian Plateau Province. Origin and characteristics of the regional dip and associated folding / faulting are described in Section 2.5.1.1.4.3, as both features have been investigated more extensively within the Appalachian Plateau Province. Within 200 mi of the site, normal faulting has displaced sedimentary rocks of the Platfarm in several areas in New York'8') and one area in southern Ontario, on the south and north sides of Lake Ontario. In the two areas to the south of Lake Ontario and west-northwest of the site, south-trending normal faults are interpreted to pass beneath, but not displace Lower Silurian rocks. The significant tectonic feature of the Platform approximately 85 mi vest of the site is the Clarendon-Linden structure and a number of small faults described in Section 2.5.1.1.3.2. Broad low folds are common in the Paleozoic rocks such as the Demster Point anticline and New Haven synclfte of the Auburn-Oswego / Mexico-Pulaski sector (Figure 2.5-5A). Sometimes modest scale faulting is associated with these feactures, such as the Demster Structural Zone (Figure 2.5-5A). Another notable structural feature is the Colton-Carthago mylonite zone of Precambrian mylonite, augen gneiss, and ultramylonitesa) that extends in a sinuous manner from Carthage to Colton, New York (Figure 2.5-5A). This northwest-dipping zone is a fundamental boundary and contact / fault zone between contrasting Precambrian rock types: the northwestern lowland of amphibolite grade, Grenville series and metasediments of the Eastern Stable Platform; and the high-grade granulite facies, gneisses, plutonic rocks, and associated metasediments of the Adirondacks. Garnet-cordierite gneiss, marble and calc-silicate of the Grenville Series in the St. Lawrence lowlands have undergone four periods of folding while the meta-igneous rocks have undergone three folding phases across the Colton-Carthage zone528 There is no major post-intrusive displacement along the Colton-Carthage zone58); strike-slip and other fault movements occurred in Precambrian time. The Colton-Carthage zone appears as a prominent aeromagnetic linear on the U.S.G.S. aeromagnetic map5"5 (Figure 2.5-5B). The magnetic signature of the Colton zone dies out north of the site area to the north of Pulaski, New York. The geophysical anomaly is due to the contrasting rock types / structures that comprise the Colton Zone. 2.5.1.1.4.3 Appalachian Plateau Province The Appalachian Plateau province in the site region consists primarily of a homoclinal structure of southward-dipping Paleozoic rocks that rest on the Grenville-like, Precambrian basement. The main Plateau province in Pennsylvania and southward is a broad synclinal basin feature characterized by a thick mass of red shale and sandstone. O . Amendment 1 2.5-18 ary 1 79
NYSE&G PSAR The northern and northwestern boundaries of the Appalachian province is broadly marked by the. southern limit of the known Paleozoic faults that extend south from the Adirondack Mountains, the Portage escarpment, and the northern extent of gentle folds and small faults that occur on an east-west trend normal to the regional dip (Section 2.5.1.1.3.3); gentle northeast trending folds occur northward in the Eastern Stable Platform. The southern and eastern boundary of the Plateau province is the Appalachian Structural Front and the highly deformed rocks of the Northern Valley and Ridge province (Figure 2.5-5). Orinin of Foldinn The general features relevant to the regional dip and the superimposed folding of central-southern New York were recognized many years ago by Vanuxem558 and Hall868 Sherwood57' traced some of the Pennsylvania folds into New York State, such as the Crooked Creek (Pine Creek) syncline, the Sabinsville anticline, and the Cowanesque syncline (Figure 2.5-5A). Williams'$58' described the parallel folds which decrease in strength northwest from Pennsylvania. The most complete discussion on the folds and geologic structure of south-central New York is by Wedel. He located, mapped, interpreted their probable relation, and suggested an origin. His work is the basis for the major fold structures shown in Figure 2.5-5A and is a principal source of information on the folds. Prucha'865' confirmed decollement slip movement as a principal cause of deformation for some of the folding in his investigation of structures in the Salina salt beds and in the Cayuga Rock Salt mine located in the core of the Firtree Point anticline (Figure 2.5-5A). Below the well-defined base of thin-skinned folding within the thick salt beds (Salina Group of Late Silurian) at 1,000 ft underground, the rock units are undeformed and show only a southward regional dip. Rodgers(78 prepared a map of the Appalachian foreland and delineated the folds of New York, southwestward across Pennsylvania and West Virginia. Earlier in 1963, Rodgerst'b described the decollement slip movement responsible for the folding of Burning Springs anticline, a fold in the foreland of the Appalachian Plateau of West Virginia. Furthermore, he speculated that the salient folds of central New tork (Figure 2.5-5A) may be due to a similar origin: a shift of large blocks along strike-slip faults. Engelder and Engelder'8628 have investigated the origin of the folds of the Appalachian Plateau with respect to large-scale decollement slip. They have calculated a 10 percent shortening of upstate New York normal to the fold trend. Other investigators have yet to accept this explanation for large-scale shortening (Prucha688 and Wallick698). An impressive feature of the Appalachian Plateau fold structures is the departure from the general trend of the folding, which may be a reflection of Amendment 1 2.5-18a February 1979 2086 137
NYSE&G PSAR inherent weaknesses in the rock column, localized adjustments at the time of deformation, or structural weaknesses in the basement. The change in trend of the large continuous folds in south-central New York (Figure 2.5-5A) is related spatially and, apparently, in origin to the salients of the appalachians. The southward-dipping regional homocline of the Appalachian Plateau and Eastern Stable Platform provinces was formed in mid- to late-Paleozoic time by one or more possible causes. Generally, investigators relate the tilting of Paleozoic strata to phases of the folding / faulting of the Alleghenian orogeny. Regional Die and Tolding The regional dip of the strata is generally consistent throughout central-southern New York (both the Eastern Stable Platform and Appalachian Plateau Sectors). The Paleozoic formations crop out in bands that trend east-west, but in the western part, the younger formations swing southward. The prominent regional dip of Paleozoic beds may have originated in one of three periods relative to the time of the main thin-skinned folding and deformation of mid- to late-Paleozoic:
- 1. Tilting occurred before folding
- 2. Tilting occurred contemporaneous with folding as a result of the same forces
- 3. Tilting occurred after folding The relatively uniform formational thicknesses and the evidence that tilting did not occur before Devonian time eliminates the concept of the dip originating as a function of sedimentation.
Kindle658 suggested that the first possible origin of regional tilting was produced by the Canadian uplift, presumably near the close of the Devonian. Uplift of the Adirondacks could likewise be suggested as a similar source for tilting in the eastern sector (Hypothesis No. 4, Appendix 2.5I.6.4). The Precambrian basement surface generally dips uniformly southward throughout central-southern New York. If post-Devonian sediments were absent over most of central New York and depo-sition largely ceased at the close of the Devonian . then differential unlift could have occurred during this period, thereby tilting the strata southward (related to Hypothesis No.'3, Appendix 2.5I.6.4). This proposed origin of the tilt would physically accentuate the dip to the southwest in New York due to down-sinking of the overall Appalachian basin, the site of continuing sedimentary accumulation on through the Pennsylvanian time southward in Pennsylvania. Formations in the rock column are essentially parallel and of equal thickness over a wide area. Evidence indicates tilting did not occur before the end of Devonian time. 2086 138 Amendment 1 February 1979 2.5-18h
i
.l. .
% NYSE&G PSAR
, Ic'
/. ,
Furthermore, if tilting occurred beDre . folding, then the gentle folds of
~
south-central New York (Figure 2.5-S AL vere' superimposed on a pxeexisting regional tilt. Th5 folding log.cally~ t occurred as part of the /;;11cghenian orogeny (Mississippian-Triassic). Yet, another objection to til, ting 'first concerns the regional dip, which does not increase to the north dr northeas.t as the center of the Canadian up,.ift or Adirondack /Jplift is # apprc5Cny?.*
~
However, there are examples of regional clips on a/llygef;cale vit no dediniYa , known: center of uplift, as thb Prairieg Plains monectine of Kansas, OM.ahomag and Texas.g < p > s, , A second po.ssible origt.t@r the regional tilting is that it occurred 'at about the same tipc as the fr9dihg. Deposition in louth-central New, York may have ceased by the end <oi Devonian time or soon thereafter'(Figure 2.5-6); deposition ceased in th+ P.ochester area at 1.hs e.nd psYonian time according to Kinsland66$, Dott and M tten"8, and Seyfert and firkin' '" 8 However,' in the southwestern part cf the basin in New Yory/?tnpsylvani'a, sediments of Mississippian and even Pennsylvanian ges were deposit'cd. An estimate of the thickness of overlying Psvonian sediments removed in the site area (approximately 5,500 ft) ts showa on Figure 2.5-6 and assum(s non-deposition of some Silurian carbonates ?that occur in western New York. peneplains developed after the folding; bretaceous arosion surfaces have been traced from Pennsylvania northward into New Yoik and suggest that a considerable amount of overburden has been eroded" 3d If the re gior.a1 , : lip was impressed en central-southern New York at the time of the ioldingyit was' by differential stresses, at least part torsional in nature. A third possible time of regional ~ tilting is after the folding. Howevt 3.if the region 11' dip was produced after folding ceasud, ths tilting was complet3d before the Cretaceous peneplains were developed' 8"'; thee. poneplains -an be traced into Pat.nsylvania, at an average slope of only a few. feet to a mile. Furthermore, 'if broacL folds of the site area (Figure 2.5-9), such as the Demster Beach ar.ticline, do not exhibit features of tilting subsequent to folding. A vestward ' com;onee.t in the regional dip causes Paleozoic formations in southwestern New York to dip southwest. Thinning alone is not of sufficient magnitude, nor in t!ie right direction to account for this marked change. The increase in the vsstward component of regioaal dip becomes evident;around the Ssneca Lake sector ;vhere the marked chanse in trend of the felt axes occurs (Figure 2.5-5A). , An obvious possibility for the sduthwest dip is'trregular doming'in the , northeastern part of New York. However, this cause alone would not form the consistent and uniform regional homoclinal structure of central-southern New York. - If the tilting of beds and westward component of dip'was caused by basin-wide subsidence (Hypothesis No. 3, Appendix 2.5I.6.47, this activity could*~have contributed to the buildup of stresses ultimat ely , resp onsible for the widespread folding throughout central-southern. New Yc rr. and northern Pennsylvania ( Appalachian.' Plateau Province) . 2086 09 Amendment 1 February 1979 2.5-lh
/
A-
.3 NY3ESG PSAR ,
, P_qrt-Foldinn Eventsc ,
Extended erosion bev61ed the ancestral Appalachian mountains and reduced the surf ace to a flat plad.n' e.n Tertiary time. The removal of the thick cover was 9 I acccmpanied by some numal faulting and igneous activity, probably during Jurassic-Cretaceous ttue (in central New York state). This activity includsd l esplacement of the ultramafic dikes and some small structures. 7 Y Widespread regional uplift ocurred W ain a few million years ago, and the province has undergone a rejuvenation of the erosion cycle since that time.
.; No tecAonic deformation is known te have occurred within the past, tens of millicas of years in the province. s Small- scale, nontactonic deformation Associatad with the glacial history /feitures is common (Appendix 2.5A).i
'i.'5.1.1. 4. 4 Adirondack Mountains <
'Adirondack Mountains represent only the deep-root zone of an ancestral
'T Precambbian mountain System. Some important structural features are buried beneath- glacial de;csits and alluvium. The tectonic province is here defined as bcAnood on the aorth by the Western Quebec seitric Zone;. on the south ~by the Northerr Valley and Ridge province; ~ and on the south and west by the Appalachian Flateau, and the Eastern Stable Olatform and the Frontenac Arch
, Sector. The geologic history is described in Section 2.5.1.1.3.4.
' A Precaubrian geosyncline became the location of se;iiment deposition at least 1,100,000,000 years ago and subsequently tectonic i Nees deformed the vcdge of sediments to form a high-standing, deep-rooted recuntain system. The early Precambri.tn mountain range was reduced to sea level by erosive forces and the Adirondack region was subjected to at least one, and possibly two or more, Precambrian meuntain-building episodes.
The Adirondack Mouncains were strongly deforno3 in Early and Middle Paleozoic time by the Taconic and Acadian Orogenies of 435,000,000 and 350,000,000 years ago, respectively. Many of the large scale faults and regional structures 2086 140 0 Amendment 1 2.5-18d February 1979
NYSE&G PSAR
- 2. The original concept that all deformation is largely confined to the Paleozoic rocks overlying the basement ****.
Deformation of the province rocks progressed throughout Early-Middle Paleozoic time beginning with the Taconic Orogeny (450,000,000 to 500,000,000 years), and with further activity during the Acadirs Orogeny (360,000,000 to 400,000,000 years)<'68 The youngest activity >ccurred during Pennsylvanian and Permian time (230,000,000 to 260,000,000 yeats), in a sector to the south. Final extensional faulting occurred during Early Mesozoic time (190,000,000 to 180,000,000 years). By one interpretation 8 7 8, the Ramapo fault in northeastern New Jersey forms the southeastern boundary of the province. By another interpretation <a6,ars, the Ramapo fault system lies near the central part of the province. 2.5.1.1.4.8 New En21and-Maritime Province The gross character of the New England province is that cf a series of north-to northeast-trending foldbelts formed by two periods of orogenic compression in Ordovician and Devonian times. From west to east, these major foldbelts are the Green Mountain anticlinorium pnd the Connecticut Valley synclinorium'*F'. The predominant trend of faulting parallels the foldbelts. Many of these longer faults were initially formed as a result of oroganic forces. Some, such as the border fault of the Connecticut Valley and the Ammonocosuc fault may represent older Paleozoic fau.c structures which were reactivated during Late Paleozoic continental translation or Mesozoic crustal extension. 2.5.1.1.4.9 Piednunt Province The Piedmont Province in the site region is characterizad by a Precambrian basement and Early Paleozoic metamorphic rocks intruded by Paleozoic plutonic rocks *4'. Within the basement rock = are structural basins of Triassie se " menti (Section 2.5.2.2.11). The Piedmont is a relic structural province of re ozoic-Mesozoic time. The tectonic province is herein defined as bounded 'n the east by the Northern Coastal Plain and i; the west-northwest by the Northern Valley and Ridge province. The Piedmont province may terminate near the northern New Jersey state line (dashed line in Figure 2.5-5), or near the easternmost corner of Pennsylvania (solid line in Figure 2.5-5) against the southwestern projection of the southern boundary of the New England-Maritime province. The youngest tectonic structures in the province are the Triassic-Jurassic faults associated with the Triassic basin features <"**. Last movement on the faults of at least 135,000,000 years has been dutermined by extensive studies within the Piedmont, south of the region (Section 2.5.2.2). The Ramapo fault is a prominent feature in the province in the vicinity of northern New Jersey. The fault system has been extensively stuaied and investigations report that last movement has occurred since the Triassic sediments lithified and prior to Cretaceous time <4',so,st'. The Ramapo system may either coincide with the northern boundary of the Piedmont province <F8, or Amendment 1 2.5-21 February 1979 2?DB6 14i
NYSEtG PSAR may lie to the north of the Piedmont rocks in the Northern Valley and Ridge province (Figure 2.5-5). 2.5.1.1.5 ReRional Geologic History 2.5.1.1.5.1 Introduction The bedrock of the site region (Figure 2.5-3) ranges in age from P ecambrian Y (roughly 1,000,000,000 years old) to Middle Cretaceous (about 100,000,000 years old), a r.d in 11thology fcom predominantly crystalline metamorphic and igneous rocks .n the Piedmont, New England, Adirondacks, and Precambrian provinces to unmetamorphosed sedimentary rocks lying on a buried Precambrian cratonic basement in the Appalachian Plateau and Eastern Stable Platform areas (Figure 2.5-3). In New England and the Piedmont, Juro-Iriassic continental deposits occur in supracrustal rift basins, and on the Southeastern New England Platform, continental deposits of Carboniferous age occur in intermontane and fault-bound basins on a Late Precambrian (550,000,000 to 650,000,000 years ago) Z basement terrain. In southeastern New Jersey and in offshore areas, the basement rock is covered by loosely consolidated sediments of Late Cretaceous to Tertiary age (about 100,000,000 to 20,000,000 years old). Much of the northern three-quarters of the region is covered by a relatively thin veneer of loose, unconsolidated sediments of Pleistocene and Recent age (commonly less than about 25,000 years old). The major historical episodes which have created the present structural configuration are described by ages. (The principal references used in developing the historical summary include: Bu11ard'528; Billings'555; Bird and Dewey'548; Cameron and Naylor'558; King','22', King and Beckman'56'; Rodgers'F'; Sloss'57'; Woodward'558 2.5.1.1.5.2 Paleozoic By the close of Precamb*1an time in the region surrounding the site, much of the Precambrian craton, including the Canadian Shield and its broad southern extension into the area of middle North America, had been reduced by a long period of subareal erosion to a low, broad landmass. Around the borders of this North American craton, the land was subsiding to initiate the development of geosynclines which were to constitute the mobile belts and the site of major orogenic activity throughout Paleozoic time. Cambrian By the start of the Cambrian period, the northeast-trending Appalachian geosyneline had formed in the proto-Atlantic Ocean which filled the gap between continental plates. The outer miogoosynclinal zone was receiving clastic shelf sediments at this time and fine-grained sediments were deposited in the eugeosynclinal deep to the east. Gradual submergence of the interior platform to the west continued through Cambrian time, with deposition of basal quartz sands, followed by carbonate deoosition as the sea deepened across the craton. In upstate New York and Pennsylvania, a shallow sea was receiving sediments from an eastern landmass. 5-22 2086 142
NYSE8G PSAR The long history of geosynclinal subsidence and orogenic activity along the eastern border of the continent was brought to a close in the later part of Early Permian time by the Alleghenian orogeny. Permian sedimentary rocks are restricted to a small area beyond 200 mi from the site, in southeastern Chic, southwestern Pennsylvania, and northwestern West Virginia, and consist of shales, sandstones, and thin coal seams which reflect the same general nonmarine aepositional snvironment as the underlying Pennsylvanian rocks. For the region to the east of the site region during this time, the tectonic history of the Carboniferous is characterized largely by southwesterly directed, right-lateral, strike-slip faulting (Middle Devonian to Late Carboniferous time), involving rocks along the present coastal zone'68,6"'. The Southeastern New England Platform is interpreted to have migrated southwesterly into the general location of its present position at this time. Late Devonian to Carboniferous continental sediments were deposited in intermontane basins on the Precambrian and older Paleozoic crystalline and sedimentary basement rocks of the Southeastern Platform. The close of the Paleozoic in the eastern region is characterized tectonically by the collision of North Africa against the northern Appalachians'625 and the development of the thrust fault complex along the boundary between the Southeastern Platform and the New England-Maritime foldbelt in Middle Permian time (Public Service Company of New Hampshire, Seabrook PSAR'658), and finally, by right lateral transform faulting and locally intense metamorphism along the southern New England coast as Africa, south of the South Atlas fault, is interpreted to have slid westward to collide with North America, south of New York'62,668 It is not known whether the final Paleozoic tectonic events produced deformation in the site area. In the southern part of the site region and beyond in the region to the south, Cambrian through Pennsylvanian, sedimentary rocks of the miogeosyncline are highly folded in the Valley and Ridge province. These rocks are sometimas overturned to the northwest, and thrust-faulted, with subparallel folds and faults striking northeasterly. The gentle tilting and broad folding of the Paleozoic rocks throughout central New York State and probably the site area / region occurred as part of the main Appalachian system deformation. However, whether the site / area and related fold / fault features were formed earlier than the main Appalachian activity or as part of the A11eghenian orogeny is unclear on the basis of the available information. 2.5.1.1.5.3 Mesozoic During the Mesozoic era, the site area was elevated above sea level and subjected to subareal erosion. There is no record of geologic history for the site area during this time. Along the zone of the old eastern geosyneline on the eastern edge of the continent, a discontinuous series of linear rift basins developed in the uplifted eastern landmass during Triassic time, trending northeasterly from Alabama to Nova Scotia. These basins locally accumulated more than 20,000 ft Amendment 1 2.5-25 February 1979 b
NYSERG PSAR of terrestrial clastic sediments including coal seams, and basin development was accompanied by extrusions of basalt flows and intrusions of basalt and diabase dikes and sills. During most of Triassic and Jurassic time, the landmass which had been formed along the eastern margin of the continent by Late Paleozoic orogenic events was subjected to erosion and base leveling, and by late Jurassic time, a low platform had been developed along the margin of the continental land area. In Early Cretaceous time, the area of the present Appalachian highlands was subjected to a series of broad arching uplifts aligned parallel to the northeasterly-trending Paleozoic fabric of deformation, while the low coastal Plain platform subsided with each successive opeirogenic uplift. Clastic sediments of both terrestrial and marine origin were laid down in the gradually subsiding Paleozoic basement to form a thick wedge shaped series of Coastal Plain formations which dip F" "ly seaward. Whitten867* has shown that a perioi sf particularly rapid crustal subsidence occurred on the Atlantic coastal plaia between 102,000,000 and 108,000,000 years ago, continuing less strongly to about 90,000,000 years ago, and has related this to Middle Cretaceous periods of rapid subsidence and marine transgressions on cratonal areas in Siberia, Russia, western Canada, the United States Rocky Mountains and Gulf Coast, and Brazil. The compressional stresc regimes of the older Paleozoic orogenic events and the later Paleozoic striks slip and thrust faulting in the eastern and southern quadrants of the site region gave way to regional extensional stress carly in Mesozoic time, as the final separation of Africa from North America was initiated, about 200,000,000 years ago'688 Rift basins were formed intermittently along the eastern Appalachians from Alabama to the Canadian Maritime provinces, and the region was widely intruded by mafic dikes. McHone'28' has examined data on more than 900 mafic dikes primarily in southeastern Quebec, Vermont, central and northern New Hampshire, and central vestern Maine. These data suggest most early Mesozoic dikes were emplaced under conditions of least horizontal stress directed southeast-northwest; whereas, later Mesozoic dikes (Middle Cretaceous) may have been emplaced under conditions of least horizontal stress directed approximately S15 deg U-N15 deg E. Kimberlite dikes of Early Cretaceous age in the Ithaca and Syracuse areas of New York'698 tend to strike slightly west of north, suggesting an eastwest least horizontal stress for emplacement control in that area at that tire. Essentially simultaneously (100,000,000 to 120,000,000 years ago) with emplacement of the younger White Mountain series plutons in south-central New England and with the intrusion of the younger west-northwest-trending mafic dikes, more than 15 plugs and alkaline complexes of the Monteresian Hills plutonic series were emplaced in southeastern Quebec, 300 km (200 to 220 mi) northeast of the site. The Monteregian intrusives are distinctly more alkaline than the White Mountain series rocks, and are interpreted to have been emplaced much more rapidly and forcefully than the White Mountaic series intrusives. The Monteregian Hills plutons occur alcng a 120-km (75 mi) zone which trends east-southeasterly through Montreal, and is located near the O Amendment 1 2.5-26 February 1979 2086 144
NYSE8G PSAR eastern edge of the Western Quebec Seismic Zone and nearby the steep gravity gradient (crustal boundary) as shown in Figure 2.5-5. The distribution throughout the site region of evidence of Mesozoic extensional stress regimes in the form of rift basins, central complex intrusives, and mafic dikes, coupled with evidence of a synchronous global geodynamic episode in Middle Cretaceous time *b78, suggests that the earlier stress regimes in the site region must have been dissipated by Late Mesozoic time. 2.5.1.1.5.4 Cenozoic At the close of the Mesozoic era, the landmass of the region is postulated to have been roughly comparable, physiographically, with that of today. For the past 70,000,000 years the region has been subjected tectonically only to broad arching uplifts followed by deep veathering and erosion. Evidence in Coastal Plain deposits of intermittent crosional cycles is indicative of periods of emergence of these furmations, possibly related more to fluctations in sea level than to tectonic uplift <Fo'. The Appalachian Mountains were largely reduced by erosion before Tertiary tima (some 65,000,000 years ago). The removal of this great amount of sediment from the mountain system was accompanied by further uplift and doming. In central New York, erosion continued uninterrupted during Cenozoic time and developed a large river system flowing to the south on a featureless plainca>. As a result of a general doming of eastern North Am3rica, during Middle to Late Tertiary time, the whole peneplained region was uplifted 1,000 to 2,000 ft and the drainage reversed, allowing the pre-Finger Lakes Rivers to become north flowing tributaries of the Late Tartiary system. The last episode in the geologic history of the region was a succession of continental glaciations during Quaternary time (the last 500,000 to 1,000,000 years before present). These several periods of glaciation scoured away the older Cenozoic residual soils to fresh bedrock, and replaced them with deposits of till, ice contact sands and gravels, sandy outvash deposits, and finally, postglacial marine and lacustrine clay-silt deposits. No evidence has been reported to suggest that any tectonic fault displacement has occurred in Quaternary deposits in the region. The landmass of the region has, however, experienced differential upwarping or rebound, as a result of unloading after the melting and removal of the continental ic e
- 7 5 , 7 2 , " > .
2.5.1.2 Site Geolory The site area is defined by a 5-mi radius from the station. 2.5.1.2.1 physioeraohv of Site Area The site is located in the Ontario Lowlands physiographic province 2 mi south of Mexico Bay-Lake Ontario. The site area is within the limits of continental glaciation and the higher ancestral level of Lake Ontario (Lake Amendment 1 2.5-27 February 1979 2086 145
NYSE4G PSAR Iroquois), which had shorelincs south and east of the site area. The site area is generally flat with low relief, but the terrain is interrupted by a number of steep sided, flat-topped hills. Typical of the Ontario Lovland, the land surface rises to the south from a lake shore elevation of +246 ft (ms1) to over +400 ft (ms1) at the southern edge of the site aroa. The bedrock surface in the site area slopes to the south at 30 ft/mi. The rock surface is rather flat and controls only the general elevations of the area. The detailed landforms at the site result from Wisconsinan glaciation and postglacial erosion (Figure 2.5-7). The most striking feature of the site area is the strong north-northwest orientation of drainage and topography which reflects the direction of glacial advance. South of Route 104, a swarm of flet topped drumlin hills clearly shows the glacial trend. The drumlins riso 60 to 70 ft above the surrounding land and most top out at the 470-ft elevation. The southern part of the site area is poorly drained with only three through flowing, low gradient streams. The interdrumlin zones are generally swamps that occur at elevations of 400 to 410 ft. An irregular, 5-sq mi, plateau-like feature east of Scriba is the highest sector of the site area. Elevations in the center of this feature increase to 510 ft. North of Route 104, elevations decrease sharply from +400 ft to +350 ft, and from this point, the ground slopes uniformly to the lake shore. The glacial trend is subdued, but still evident in several small drumlins. The topography is generally of very low relief with small rolling hills. This subdued glacial trend, below el 400, reflects the influence of a higher ancestral stand of Lake Ontario. Sutton et al> describe some effects of the ancestral Lako Ontario levels as bevelling of glacial features and the distribution of young sand deposits which they call the Dune stage. Consequently, many of the glacial features prominent south of the plant site are masked or modified within parts of the site area and northward. The area north of Route 104 is well drained with more than ten through flowing streams. The streams diverge from the glacial trend and flow more northerly toward Lake Ontario. The streams are incised 10 to 20 ft. The Lake Ontario shore at Nine Mile Point is unprotected and has the erosional character of a high energy shoreline. The rim of Mexico Bay, east of Nine Mile Point, shows features of an inundated shoreline, such as bay mouth bars, beach ridges, and associated estuarian swamps. 2.5.1.2.2 Stratigraphy of Site Area and Site 2.5.1.2.2.1 Introduction The site area (5-mi radius of the site) is underlain at depth by Grenville-like crystalline rocks of the Precambrian basement. These terrancs are overlain by about 2,000 ft<F5' of Cambrian and Ordovician strata, the youngest of which are Cincinnatian in age. Several types of glacial deposits, Amendment 1 2.5-28 February 1979 21BB6 146
NYSE&G PSAR including lake sediments, immediately overlie the glacially scoured bedrock surface; rock exposures are rare. Figure 2.5-8 illustrates the stratigraphic setting of the site area and that part of the rock column investigated during this study. The sedimentary sequence rests upon a southward sloping basement surface (30 ft/mi). The combination of a southerly sloping basement surface and a northerly sloping bedrock surface produces an increase in thickness of the homoclinal Paleozoic section of rocks to the south and southwest. None of the major units are known to pinch out or lose their identity within or near the site area. The basement is a complex series of Grenville-like metamorphic rocks, apparently similar lithologically to equivalent strata exposed on the Canadian Shield and Adirondack dome. The basement probably is mantled by Cambrian Sandstones (Potsdam and/or Theresa), but the section consists predominantly of Ordovician strata. The Ordovician units are, from oldest to youngest, Black River Limestone, Trenton Limestone, Utica Shale, Whetstone Gulf Shale, Pulaski Shale, and the Oswego Sandstone (Figure 2.5-8). The entire succession changes in gross aspect from limestone through shale into sandstone; its progradational character is complete with inclusion of the Late Ordovician portion of Queenston Formation, a sequence of red beds overlying the osvego to the south and vest of the site area. Within the site area, that part of the Ordovician sequence investigated by direct methods consists of the lower two-thirds of the Oswego Sandstone and the uppermost strata of the Pulaski Shale (Figure 2.5-8). The upper third of the Oswego Sandstone, the Oswego-Queenston transition zone, and the Queenston Yormation are not present within the site area; strata lower than the uppermost Pulaski Shale were not investigated, except in Boring G-75, near Demster Point (intake pumphouse). Here the lowermost 50 ft of strata are assigned provisionally to the Whetstone Gulf Shale. 2.5.1.2.2.2 pulaski-Oswego Formational Boundary The principal purpose of the stratigraphic investigations was division of the site area section into a number of mappable rock units. Because the section represents a continuum of marine deposition, unit boundaries are assumed to have been essentially horizontal as deposited, except on a very local scale, and, therefore, are considered reliable key horizons. Structure contour maps of the unit boundaries, or key horizons, were constructed and examined for evidence of structural trends. The Pulaski-Oswego boundary was selected as the primary key horizon because of its formational rank and established mappability', based on marked lithologic differences with the Oswego. Borings R-1, R-2, R-3, and R-4 were analyzed and compared on the basis of lithologic properties to exposures of the Pulaski on the Salmon River in Pulaski, New York, and along Route 81, east of the village, and to exposures of the Oswego Sandstone above Bennett Bridge in the Salmon River gorge (Figure 2.5-13), and within the site area (Figure 2.5-9). All four borings bottom in rock that correlates with the type Pulaski, on the basis of an association of distinctive properties including: sandstone color, thickness, and bedding characteristics; sedimentary structures; sandstone-shale ratios; and the Amendment 1 2.5-29 February 1979 2086 147
NYSE&G PSAR frequency of occurrence, thickness, and position within the sandstones of faunal zones. The upper boundary of the Pulaski with the overlying Oswego Sandstone does not crop out along Salmon River, but occurs in the covered interval between the village of Pulaski and Bennett Bridge (Figure 2.5-13); intermittent exposures within that interval indicate that the boundary is transitional <F68 This description of the boundary is consistent with the shaly aspect of the lowermost Oswego immediately upstream of Bennett Bridge. Westward and southwestward, however, the lower Oswego is predominantly sandstone and the boundary is distinctly mappable, provided that a sufficient section is recovered to firmly establish the identity of the Pulaski shale. Accordingly, each borehole drilled for the purpose of broad stratigraphic control was advanced several tens of it into the Pulaski in verification of the boundary. Identification and description cf the Pulaski and the Pulaski-Oswego boundary are based on an aggregate thickness of 3.200 ft of Pulaski section from 39 boreholes in which an average of 82 ft and a maximum of 286 ft of Pulaski were penetrated. The distribution of these borings is shown in Figure 2.5-9, a l site area base map, and in Figure 2.5-14, a structure contour map of the unit. Structurally, the top of the Pulaski Shale is a gently sloping surface l consistent with the marina conditions of its deposition, as modified by subsequent regional tilting. Within the areal limits of stratigraphic control, from Boring R-6 on the east to Nine Mile Point on the west (Figure 2.5-9), the Pulaski appears to strike west-northwestward and dips to the south-southwest at about 60 ft/mi. The plant site overlies a gently sloping, mildly negative, ramp-like structural element whose south-southwest dip lreflectsthelocalNewHavensynclinalfeature. The contour pattern northwest of the site (Figure 2.5-14), based on closely spaced Pulaski control points, indicates abrupt changes in the strike, dip, and dip direction of the Pulaski-Oswego boundary. These changes, together with the pronounced lineation and compression of the pattern, are generally accepted as evidence for faulting. Additional inclined borings in the zone of suspected faulting traversed a crushed zone several tens of ft vide, including a number of intervals of gouge and breccia and confirmed the occurrence of a fault zone. The contour pattern and boring data thus define the position and orientation of the northeastward-trending Demster Structural Zone that occurs on the eastern limb of Demster Beach anticline; the full extent of both features is unknown. Demster Structural Zone was exposed by Trench II and further investigated by additional borings. The results are discussed in Appendix 2.5I. Southward deflections of the contour pattern occur west-northwest and east-southeast of the site. To reestablish the regional strike and correlate with stratigraphic control at Nine Mile Point (Borings 314, L-1, L-;. L-8, T-4-12), the structural contours must turn again to the north (Figure 2.5-14). Stratigraphic control vest of the site indicates a repeated pattern somewhat Amendment 1 2.5-30 , February 1979 [hb
NYSE&G PSAR similar to the southwest trending zone, delineated in Figure 2.5-14. The l contour pattern is sinous along regional strike. The Pulaski-Oswego boundary has been shaped into a series of broad, low amplitude folds normal to the strike that trend northeastward and plunge southward. The N 50*E trending fault zone associated with the folding breaks this areal contour pattern (Figure 2.5-14). l 2.5.1.2.2.3 pulaski Shale The Pulaski is a monotonous alternating sequence of black fissile, commonly pyritic shales, and mediumgray to pale-gray, fine - to very fine-grained well sorted sandstones and coarse grained siltstones. Alternations are thinly laminated to medium bedded, but thin to very thin bedding is characteristic. Individual sandstones thicker than 2 ft are rare. The sandstone-shale ratio of most cycles and the unit in general is <1.0. The predominance of shale and the absence of green coloration in sandstone are diagnostic of the Pulaski; the latter suggests a fundamental compositional difference between the Pulaski end Oswego Formations and most probably corresponds to change in content of chloritic matter and metamorphic rock fragments. Dark gray silty shale and gray to bluish gray siltstone are subordinate rock types. These occur mainly as lenses and laminae within black shales, or constitute transitional intervals between gray sandstones and overlying black shales. Each cycle described in the boring logs begins at the sharp interface between a prominent gray sandstone, as thin as 0.5 ft, and the black shale top of the underlying cycle. Generally, the intcrface is planar and near-horizontal, but grooves, load casts, shale rip-ups, shale plumes, disrupted bedding, sandstone intrusions, or washouts mark the base of many cycles. These are all small scale features, reflecting a relative increase in the energy of the system at the time of their formation. The basal sandstone is gray and fine to very fine grained, but ranges to medium-grained with increasing bed thickness; it may be uniformly textured and megascopically structureless, finely laminated, cross laminated, or interrupted by wavy shale laminae. Both basal sandstones and thinner sandrtones higher in the cycle are commonly fossiliferous, and extremely fossiliferous sandstones are quite common. Fossils typically are concentrated at the bases of sandstones, associated with irregular bedding, small shale clasts, and small shale flasers. Beds of closely packed fossils, about 0.1-ft thick, occur locally within the black shales. The faunal assemblage includes crinoid columnals, brachiopods, pelecypods, bryozoans, gastropods, and possibly ostracods; the larger forms commonly are recrystallized, and geode-like structures are not uncommon. The basal sandstone of each cycle may grade upward through a finely laminated zene into a thin to very thin bedded alternating sequence of shale, with lenses, laminae, and minute load structures of sandstone and siltstone. In any case, shale beds increase in thickness and frequency of occurrence up cycle at the expense of sandstone. Pyrite is ubiquitous in the black shale interval, and commonly occurs as laminae, nodular masses and fossil replacements. Non pyritized fossils, mainly brachiopods, are present but Amendment 1 2.5-31 February 1979 2086 149
NYSE&G PSAR quite obscure. The top of the cycle is consistently a sharp boundary with the overlying basal sandstone. In summary, the properties upon which identification of the Pulaski is based are:
- 1. Sandstone-shale ratios <l.0
- 2. Gray, finely textured and structured, commonly fossiliferous sandstones
- 3. Pyritic, black, fissile shale
- 4. Relatively high natural radioactivity This association of properties, together with the cyclic sequence, served to firmly establish the identity of the Pulaski Shale and its boundary with the Oswego Sandstone.
The lithologic aspect of the Pulaski is relatively constant, both areally and stratigraphically, and no systematic changes or bases for subdivision were discerned. 2.5.1.2.2.4 Oswere Sandstone Within the site area, all strata between the top of the Pulaski and the base of the glacial sediments are referred to the Oswego Sandstone. Three hundred it of Oswego recovered in Boring R-19 is the thickest sequence known to occur within 5 mi of the site, and is about 80 percent of the estimated total thickness of the formation (175 At the site, directly eastward along strike, the section is only slightly thinner, and any of several deep borings there may be considered reference sections (Figure 2.5-10). The southward dip of the strata and northward slope of the erosion surface bring progressively older beds into suberop from south to north. This combination of geomorphologic and regional structural trends determined the extent of subsurface mapping. North of the site, lower stratigraphic horizons lie at higher elevations, and borings are collared at lower elevations; control on the love; horizons is relatively dense, but the upper units have been removed by erosion. Onsite and southward, most boreholes did not intersect the lower stratigraphic horizons. However, control on the upper horizons is dense because of the expanded section. Therefore, structure contour maps of the upper, more thoroughly documented horizons were prepared for the site, while the more areally extensive lower stratigraphic horizons were selected to illustrate the structure of the site area. A map of the bedrock surface (Figure 2.5-20) or any expression of the external geometry of the total Oswego is of limited value for stratigraphic and structural analyses of the area. Stratigraphic analysis of the Oswego Sandstone is based on the examination of more than 13,600 ft of Oswego core from 144 boreholes, including the 39 /g Amendment 1 2.5-32 February 1979 2086 150
NYSE&G PSAR Pulaski penetrations (Section 2.5.1.2.2.2). The formation is divided according to associations of lithologic and sedimentary properties and on the basis of sequential relationships into five mappable rock- stratigraphic units or zones. They are defined by four selected intraformational marker horizons. The following zones are recognized. OsweRo Sandstone - Zone 1 This unit conformably overlies the Pulaski Formation throughout the site area and, in turn, is conformably overlain by Zone 2. Twenty-three complete sections of Zone 1 provide a range in thickness of about 60 to 90 ft and an average thickness of about 80 ft; the unit thins gradually to the north and subcrops beneath the till as indicated in Figure 2.5-12. Zone 1 consists of a medium to very thick bedded succession of pale gray to green sandstones, pale green, dark green, and olive siltstones, and dark gray shales commonly arranged as graded beds up to 10 ft or more in thickness. The basal sandstone typically is predominant within a sedimentary cycle, and ratios of sandstone to siltstone+ shale average 2.5; these contrast sharply with those of the Pulaski which rarely exceed 1.0. Intermediate rock types such as silty shale, shaly siltstone, and sandy siltstone are present as sequential components of many graded cycles but occur also as distinct units bounded by planar surfaces. Zone 1 sandstones are mainly fine to medium grained and commonly become slightly coarser toward the base. Pale gray sandstones tend to be harder and more calcitic than green sandstones, which tend to be soft, clayey, and noncalcitic. Zone 1 sandstones are typically monotonous structurally but are interrupted locally by wavy to broken shale laminae, very thin distinct zones of siltstone, and thin bedding parallel zones of shale intraclasts. Pronounced cross bedding, lenticular bedding, and other structures relatable to high energy levels are uncommon, particularly in the lower part of the zone, while evenly laminated to thinly laminated beds are quite common l throughout. Generally, the top of the Zone 1 cycle consists of a thin interval of siltstone and dark gray to black shale in sharp contact with the sandstone base of the next higher cycle. Sandstone lenses, laminae, load structures, and wavy bedding characterize these intervals. Evidence of soft sediment deformation is abundant in Zone 1. Features observed include slump folds, overturned slump folds, slump blocks and breccia, contorted banding, broken laminae, and large load casts and sandstone pillows. Slumping involved all lithologic types but is especially prominent in the siltstones. Slump structures occur elsewhere in the Oswego but are persistently present in and characteristic of Zone 1 only. Individual beds or intervals of potential stratigraphic significance include a prominent shale that occurs about 10 ft below the Zone 2 boundary. This shale is 7 to 8 ft thick and either massive or sandstone- and siltstone-laminated; it is underlain within several feet by two or three thin intervals of irregularly bedded fossils and shale clasts. The sequence is fairly persistent throughout the site area. In several borings, the basal 10 ft of Amendment 1 2.5-33 February 1979 2086 151
NYSE8G PSAR Zone 1 consistu, in part, of one or two thick beds of dark greenish-gray, slump folded, shaly siltstone. In core logging downward, the appearance of these siltstones is followed within a very few ft by the disappearance of greenish beds, a marked decrease in the sandstone-shale ratios and bedding thickness, the reappearance of fossils, and, in most borings, a distinct shift in the gamma log (Borings R-1, R-3, R-ll, and R-14). These changes 1.wicatel the position of the Pulaski shale-Osucgo Zone 1 boundary. Northwestward, toward Nine Mile Point, the upper part of Zone 1 becomes increasingly shaly presumably reflecting basinward facies change witlin the l rock unit. Correlations of boreholes to the west (R-22, R-23, R-24, eid R-25) and logs of Nine Mile Point borings (314, L-1, L-4, L-8) (Appendis 2.5I) indicate that this change is accomplished through replacement of siltstone and other intermediate rock types by dark-gray to black shale. Bedding thickness bed-forms, and the overall aspect of the lower part of the unit remain relatively constant throughout the site area. OsweRo Sandstone - Zone 2 This zone conformably overlies Zone 1 and is overlain by Zone 3. With the exception of Boring R-6, where an anomalously thin section of 14 ft suggests an eastward thinning of the unit, Zone 2 is quite uniform in thickness, with a range of 25 to 38 ft and an average thickness of 29 ft. Zone 2 sedimentary cycles consist basically of a lower sandstone and an overlying black shale. The cycles have an average thickness of 4 to 5 ft and an average sandstone shale ratio of about 1.5. Siltstone and related transitional rock types are generally more subordinate, except as lenses, laminae, and very thin bands. Zone 2 comprises several such cycles and the Zone 1-Zone 2 boundary is the base of the lowest cycle conforming to Zone 2 criteria. The sequence is obviously regressive on Zone 1, but the boundary is conformable on all but a small scale. The base of each cycle coincides with the sharp, erosional contact between a prominent sandstone and an uppermost shale of the next lower cycle or, where cycles are incomplete, between sandstone and siltstone or sandstone and sandstone. Interrupted cycles and abrupt changes in mode of deposition are revealed where sandstone and shale are in sharp contact along steeply inclined, grooved, or rippled surfaces. These features indicate that Zone 2 has a complex internal geometry. Zone 2 sandstones are gray, pale greenish-gray, or yellowish-gray, fine to medium grained, typically hard and slightly calcitic. A high percentage, including thin beds in the upper shaly part of each cycle, are fossiliferous and commonly extremely fossiliferous. Bioclastic deposits are particularly evident at the base of thicker sandstones, associated with inclined lenticular bedding, relatively coarse sandstone matrix, ragged shale clasts, clay galls, and mud flasers. Many sandstones, up to 3 ft thick, are fossiliferous throughout; more commonly, they consist of several zones, alternately fossiliferous and barren. The upper, more finely textured part of the thicker sandstones may be siltstone laminated, gradational through dark gray or Amendment 1 2.5-34 February 1979 2086 152
NYSE&G PSAR greenish gray siltstone into black shale, or contain several planar, wavy, or broken shale laminae. The well developed Zone 2 cycle ends ir an interval of black fissile shale with laminae and lenses of gray sandstone and greenish gray siltstone. 2086 153 Amendment 1 2.5-34a February 1979
NYSE&G PSAR conglomerates and shale pinchouts. The higher points on the Zone 5 bedrock surface are glacially striated, and the till and derivative clayey silt have been injected well into the bedrock along joints, fractures, and bedding surfaces. 2.5.1.2.2.5 Stratirraphie Surmary The principal aspects of the stratigraphy of the site area and their implications for its geologic history are as follows: The Pulaski Formation, immediately underlain by the Whetstone Gulf Shale and at greater depth by a thick sequence of marine shelf carbonates and shales, is the highest major unit in which sandstone is subordinate. Its black pyritic shalas, rhythmic bedding, finely detailed textural and structural features, and benthonic faunal assemblage identify the Pulaski as a proximal marine shelf sequence which received frequent contributions of fine to medium grained sand. As uplift and marine regression accelerated, the basal strata of the Oswego Formation began to offlap the Pulaski, the transition corresponding to the appearance in Zone 1 of thick bedd'.ng, green coloration, an overall in~ crease in grain size, and the virtual disappearance of fossils. The prevalence of slump structures and poorly sorted lithologic types indicate that the basal Oswego was deposited rapidly as an influx of terrigenous detritus on the shallow marine shelf. Marine processes were not entirely effective in distributing the materials because of high rates of deposition, and adjustments to te depositional slope were effected by slumping of the unconsolidated deposits. This process generated turbidity flows from which sediment was redeposited as graded sequences, with settlement from suspension as an important mode of deposition. These strata were offlapped in turn by those of Zones 2 and 3. The appearance in the section of this sequence corresponds to a further increase in overall grain size and reflects a substantial increase in energy levels. Current bedded coquinites, shale clast conglomerates, washout structures, and a rarity of siltstone identify the dominant mode of deposition as bed load transport. Intercalated shale beds possibly are related to periodic advances of the strand, or to changes in the availability of sand size detritus. Zones 2 and 3 probably were deposited in a shallow subtidal setting characterized by frequent variations in current vectors and velocitiss. Zone 3 reflects a somewhat less rigorous setting than Zone 2 and is transitional to and offlapped by Zone 4. Zone 4 consists largely of thin to medium beds of sandstone and burrow-mottled mudstone in cyclic arrangement, with a variety of process related structures to indicate alternating periods of high energy and low energy in which bed load transport alternated with settlement from suspension as the depositional mode. These strata are interpreted as mixed tidal flat deposits on the basis of bedding patterns and biogenic and sedimentary structures. With continued retreat of the shoreline, the mixed tidal flat environment was replaced in the section by a thick sandstone sequence with complex internal geometry imparted by small and large scale primary structures. These include 2.5-39 2086 154
NYSE&G PSAR cross stratification, plunging troughs, washouts, scour pits, ripple marked surfaces, shale clast carpets, lensoid channel fillings, and various combinations of these structures; in associa* ion, these features describe an intertidal setting characterized by shoaling conditions in which sedimentary materials were acted upon by waves, fluvial currents, and tidal flow. Additional strata of Zone 5 aspect and origin were dep-;ited and then offlapped by the Queenston fluvial sequence, completing the transition from marine to nonmarine sedimentation. The Oswego-Queenston transition is not preserved in the vicinity of the site area but is well exposed along the lake shore farther to the west. The local section is progradational from bottom to top and records the progressive marine 'rithdrawal from the site area and surroundings in Late Ordovician time. According to Patchen'768, continental replacement of the marine casin was accomplished by vestward migration of the strand as the source lands shifted northwestward. Project investigations substantiate this interpretation. 2.5.1.2.3 Structural GeoloRY Site Area and Site 2.5.1.2.3.1 Introduction Earlier studies of the Oswego Sandstone by Patchen'F6,778 and investigations by Dames and Moore for the Nine Mile Point Nuclear Units 1 and 2 and the J. A. FitzPatrick Nuclear Plant (1964-1975) concluded hat the geology of the Oswego-Mexico area is essentially undeformed, and flat-lying strata of the Oswego Sandstone occur bene.ath the glacial cover. Locally, minor folds, popups, and s me ' l' scale faults are known as in the Nine Mile Point area'78,7',,> and Stone & Webster,. Initial regional studies undertaken for the project included four core borings throughout the site area to provide of an areal stratigraphic correlation, indications of unsuspected bedrock structures, and an aid in placing the site borings in the site area stratigraphic column. A detailed analysis of rock core was the basis for establishing the Pulaski/ Oswego formational boundary in Borings R-2, R-3, and R-4 (Section 2.5.1.2.2). The boundary is a relatively uniform, southerly dipping surface over much of the site area (Figures 2.5-11 through 2.5-13). Stratigraphic correlation of core obtained from the four initial site area borings (R-1 through R-4), combined with mapping of scattered bedrock outcrops (Figure 2.5-9), recognized approximately 120 ft of elevation differential of the Oswego /Pulaski boundary between Borings R-1 and R-2 (Figure 2.5-13); this elevation differential could represent a fault, a fold, or a formational pinchout. Boring R-2 is on the up side of a feature, and further investigations were desirable. Data on the cooling tower fault zone, located at the Nine Mile Point Nuclear Plant8) , indicated that this small fold and associated fault might extend eastward; if the zone continued on trend, it would occur in the general vicinity of Boring R-2 (Figure 2.5-9). Consequently, to clarify whether this l Amendment 1 2.5-40 February 1979 2LUB6 155
NYSE&G PSAR possible fault or an en echelon system traversed the site area, and also to establish additional control points on the Oswego /Pulaski boundary, five additional borings (R-5 through R-97 were drilled south and east of Boring A-2 (Figure 2.5-9). All five borings penetrated the boundary and provided additional data on the areal structure, rock column, and the areal strike and dip of the Oswego /Pulaski beds. These data, combined with information from outcrops in the Tug Hill sector, subsurface borings from the Nine Mile Point project (Borings 314, L-1, L-4, L-8 in Figure ~2.5-9), and the site area, provided the basis for the west-east Section C-C' shown in Figure 2.5-13. A stratigraphic analysis of all available boring data throughout the site area and site, confirmed an elevation differential between the Oswego /Pulaski boundary in Borings R-1 and R-2. Data from Borings R-5 through R-9 eliminated the possibility of an east-west-trending structure (continuation of Cooling Tower fault or zone at Nine Mile Point), and provided a more comprehensive understanding of the subsurface geometry of the various etratigraphic zones ta described in Section 2.5.1.2.2.2. The interpretation of the new data established that a northeast-trending feature must account for the stratigraphic offset. Further confirmation of the feature, trend / origin of the stratigraphic offset, and geometry of this structural zone is under investigation and discussed in Appendix 2.5I. Additional borings (someinclined)and geophysical measurement (gammalogs) have subsequently identified a steep northwestward-dipping fault zone approximately 50 ft wide consisting of two known offsets with the west side up, which together with broad folding has resulted in a net stratigraphic displacement of approximately 120 ft (Figures 2.5-13 and 2.5-16). This deformation is herein designated the Demster Structural Zone associated with the Demster Beach anticline (Figure 2.5-9). 2.5.1.2.3.2 Tectonic Structures Subsurface stratigraphic correlation, coupled with bedrock exposure, indicate a general bedding strike of N60degW to N70degW and a regional dip of about one-half deg to the southwest. This is analogous with strikes and dips reported by Patchen'Fb,778 and Dames and Moorecre8 Section C-C' (Figure 2.5-
- 13) parallels this regional strike, while Section A-A' (Figure 2.5-11) closely parallels the regional dip direction.
An analysis of the Oswego /Pulaski boundary structural contour map (Figure 2.5-
- 14) demonstrates that the regional strike and dip is somewhat variable (Section 2.5.1.2). Contours were also constructed for the top of the Oswego Sandstone Zones 1, 3, and 4. The contour maps of the Oswego /Pulaski boundary and the top of Zones 1 and 4 are included herein (Figures 2.5-14 through 2.5-16).
The structural contour maps indicate the three-marker horizons: Oswego /Pulaski boundary, top of Zone 1, and top of Zone 4 are sinuous and delineate southwestward-plunging synclines and anticlines. The New Haven and Amendment 1 2.5-41 February 1979 2?086 156
NYSE&G PSAR Nine Mile sites are on similar structural contour embayments. The subsurface contours demonstrate the near-horizontal altitude of the beds beneath the plant site (Figure 2.5-17) on the top of Zone 4. Northwest of the site, in the vicinity of Demster and parallel to the northeast alignment of a portion of Catfish Creek, the Oswego /Pulaski boundary structural contours show a marked deviation from the regional trend. All four marker borizons in the overlying Oswego Sandstone show a similar clustering of the contours. Subsurface data show a marked strike change, i.e., from northwest to northeast, and also a change in dip direction from southwest to southeast. This structural feature, the Demster Structural Zone, 10 discussed in Appendix 2.51. Stratigraphic correlation with borehole data frem the Nine Mile Point and FitzPatrick Nuclear stations (L-1, L-4, L-8, and 314) show that both the New Haven site and the Nine Mile site overlie approximately the same structural contours for each contoured horizon (Figures 2.5-14 through 2.5-16). Consequently, the northeast-trending Demster Structural Zone was investigated by cored borings for a counterpart structure of similar trend on the west between Nine Mile Point and the New Haven site (Borings R-2, R-5, R-16, and P-5). The resultant structural contour maps and cross-sections (Figures 2.5-13 through 2.5-16) do not indicate the existence of a fault zone on the western limb of the Demster Beach anticline. The site area joint pattern shown in Figure 2.5-9 indicates two primary joint O sets: N45degW and N70degE, with vertical dips, and a secondary joint set N50degE, also with vertical dip. Mineralized joints are rare and occur only in the core of borings in vicinity of the Demster Structural Zone. At Nine Mila point, two joint rets, similar to the primary joints at the New Haven site are recognized: N25degW to N50degW and N69degE to N80degE. with high angle dips. Joints exposed atop the Oswego sandstone (Zone 5) in the Tronch I Excavation (Appendix 2.5H) exhibit trends of N66degE, NO3degE and N30degW to N50degW; they are predominantly vertical and generally widely spaced. Joints, in general, are widely spaced, and only locally, such as at Plasant Point and the Mack Road Quarry, does the intensity increase. Joints do not persist with depth; within the Oswego Formation they are usually ccnfined to individual sandstone beds. Rarely do joints traverse shale layers; however, in the shaly zones, horizontal partings are common. Within the Demster Structural Zone jointing commonly traverses individual sandstone, siltstone, and shale beds. In the Pulaski Formation, cropping out along the Salmon River, primary joints trend N44degE and N48degW with high-angle dip. Secondary joint trends were N90degE and N73degW. Joints are generally continuous from sandstone to shale. Calcite mineralization occurs locally, filling joints and associated small-scale faults. Joints in the site area are generally related to the areal folding / faulting such as the Demster Point anticline and New Haven syncline (Figure 2.5-9). Amendment 1 2.5-42 February 1979 2086 157
NYSE6G PSAR Joint Set (II) N5CdegE and Set (III) N45degW are parallel and perpendicular, respectively, to the main folding trend and originated due to extensional forces. Joint Set (I) N70degE and Set (IV), NO3degE, (most abundant joints. Trench I) probably originated due to shearing forces. The joint set trending N73degW recognized at Nine-Mile Point and at Salmon River (Pulaski Formation) is a minor trend and apparently unrelated to the main N50degE deformational trend. Cored borings (S- and G- series) throughout the site (Figure 2.5-33) intersect typical joints as known in the Oswego and Pulaski beds. No tectonic offsets or fault zones were encountered in the onsite borings and none are suspected on the basis of subsurface structural contour maps and detailed stratigraphic cross sections (Figures 2.5-14 through 2.5-17). Mapping of Trench I across 'the site (Appendix 2.5H) showed no faults, l slickensided joint surfaces, mineralized joints, or small-scale nontectonic folds at the rock surface of the Oswego Sandstone. Cored borings (S- and G- series) throughout the site (Figure 2.5-33) intersect typical joints as known in the Oswego and Pulaski beds. No significant tectonic offsets or fault zones were encountered in the onsite borings and nane are suspected on the basis of subsurface structural contour maps and detailed stratigraphic cross sections (Figures 2.5-14 through 2.5-17). Mapping of Trench I across the site (Appendix 2.5H) showed no faults, slickensided joint surfaces, mineralized joints, or small-scale nontectonic folds at the rock surface of the Osvego Sandstone. 2.5.1.2.3.3 Minor Geologie structures Minor tectonic and/or nontectonic structural features are recognized along the southern shore section of Lake Ontario and in the site area. Several such features have been the basis of detailed geological investigations over the past decade. The features have been termed popups, pressure ridges or buckles, folds, and postglacial brittle deformation. The significance and occurrence of the features were reviewed in the Site Confirmation Reports,828 and described as structural features requiring further study in the site area. An explanation of the features and their probable origin is given in Appendix 2.5A.2. Within the site area, three minor geologic structures are known from earlier investigations at the J. A. FitzPatrick and Nine Mile Point Nuclear Power Plants. All of these features in the vicinity of Nine Mile Point trend approximately N78degW and are shown on Figure 2.5-9. At the J. A. FitzPatrick Nuclear Power Plant a Teepee Fold striking N78degW was exposed in the foundation excavation of the Oswego Sandstone <798 This feature predates the last ice advance and experienced no movement since the retreat of ice. Evidence of residual stresses was absent or negligible <"). The Teepee Fold has also been called the Drainage Ditch fault (feature, l Amendment 1 2.5-43 February 1979 21386 158
NYSE&G PSAR structure) in Dames 8 Moore's 1978 report, and is categorized as being similar in age and movement to the Cooling Tower fault <**'. Intake / Discharge fault <F98 and the Barge Slip fault <*** are part of the same structure or are en-echelon structures located north of the J. A. FitzPatrick Nuclear Power Plant (Figure 2.5-9). Conclusions resulting from a detailed l investigation of the Intake / Discharge f ault by Stone & Webstert r $ > are:
- 1. Total displacement on the fault is approximately 17 inches with up to 4 inches of gouge
- 2. The fault displacement dies out within approximately 1,500 ft and resolves into a set of joints
- 3. The absence of montmorillonite or halloysite in the fault gouge and adjoining shale strongly suggest that there has been no hydrothermal alteration as would be expected if the fault was associated with deep-seated tectonic activity
- 4. The secondary calcite deposited in joints along the fault is not sheared cr crushed An investigation of the Barge Slip fault by Stone & Webster <eas indicated the following:
- 1. The Barge Slip fault, which is a normal fault, is part of an en echelon system (70 to 100 ft vide) that trends N73deg-80degW and is at least 2,000 ft long
- 2. The faults have a very minimum of offset (6 inches to 3.5 ft)
- 3. The overlying glacial deposits are not tectonically deformed;
- 4. The fluid trapped as calcite inclusions suggest a burial depth of 1.7 km or greater -
- 5. The faultinc apparently occurred during Middle-Paleozoic time During excavation for the Cooling Tower at Nine Mile Point Unit No. 2 in 1976-1977, Dames 8 Moore raported finding a small scale monoclinal fold with fault displacement along the crestal axis. This fault trends about N77degW and has a displacement of up to 3 ft which reportedly persists to some 200 ft in l depth <788 The fold amplitude decreases eastward as does the fault displacement and becomes rather insignificant in a test pit located south of the FitzPatrick plant. This feature, called the Cooling Tower fault zone by Dames a Moore, was investigated in great detail by boringa, trenching, mapping, in situ measurements, and laboratory studies during 1976-1978. The extensive investigations by Dames and Moore on the Cooling Tower fault and Drainage Ditch fault resulted in the following conclusions (788:
2l)86 159 O Amendment 1 2.5-44 February 1979
NYSE&G PSAR
- 1. Both strike-slip and normal fault movement occurred along the Cooling Tower fault
- 2. Displacements are due to very old geologic processes
- 3. Buckling along the Cooling Tower fault is attributed to changes in the bedrock stress field induced by glacial loading and facilitated by the anisotropy of the bedrock
- 4. Hinor deformation of the young, unconsolidated glacial sediments is attributed to a high fluid pressure in the bedrock related to changes in the level of Lake Iroquois. Differential pore pressure in bedrock promoted bedding plane slip and 1ccal buckling which was reflected in th'e overlying glacial" sediments
- 5. None of the geologic structures known at the site represent a seismic hazard All three minor structural features at Nine Mile Point and FitzPatrick Nuclear Plants are concluded to be old, inactive, not capable in accordance with Appendix A, 10CFR100**o', and of no effect on the plant design,885 Some implications of this fault / fold' trend (approximately N78degW) were investigated at the New Haven site as described in Section 2.5.1.2.3.1andl Appendix 2.5H.No siniliar features or indication of such features (folds / pop-ups, small normal or strike-slip faults) were recognized during the extensive New Haven site investigations nor were any such features exposed in the 982-ft long bedrock inspection Trench I exposing the Oswego Sandstone
( Appendix 2.5 H ). This trench was aligned N38degE, across the trend of the Nine-Mile Point features. At Pleasant Point on Lake Ontario, unusual crescentic joint patterns and closely spaced joints trending N70degW occur. No offsets or slickensides were observed; some surface blocks of the Oswego Sandstone are tilted. A somewhat similar type of feature occurs along the west side of Little Salmon Creek, south of Arthur, New York (Figure 2.5-9). The sandstone blocks are tilted and closely jointed in a manner similar to those near a popup, however, these features are only partially exposed in stream beds and may not be in place; glacial debris of the bank masks the trend and possible extension. No deformation of the thin overburden is evident at either the Pleasant Point or Arthur site. Both the Oswego and Pulaski Formations contain many primary sedimentary structural features. These structures are well preserved and are excellent indicators of paleoflow and depositional environment <rb,775 These data were referred to in dividing the Oswego into five zones in the site area (Section 2.5.1.2.2.4). Paleocurrent studies *Ph> demonstrate a strong northward paleocurrently trend for this prograding environment. 2086 160 Amendment 1 2.5-45 February 1979
NYSE&G PSAR 2.5.1.2.4 Surficial GeoloStY 2.5.1.2.4.1 Site Area The distributicn of rock and soil materials in the site area is shown in Figure 2.5-18. Bedrock outcrops are rare, and the Oswego Sandstone is concealed by loose to compacted sediments mainly deposited during the latest recession of the continental ice sheet (some 12,000 years ago). These sediments consist primarily of lodgment and ablation till, sand and gravel deposited by meltwater streams, and sand, silt, and clay deposited in proglacial lakes. These units are discussed in sequence of deposition. Stratified Sediments Beneath Till , Several borings encountered as much as 12 ft of stratified drift lying directly on bedrock and beneath the glacial till. No surface exposures of such material were recognized. In the subsurface, they are presumed to be discontinuous but common, particularly in shallow bedrock basins or otherwise protected locations. The ice sheet readvanced into imponded proglacial lake waters, and erosion of the lake sediments was extensive, but was not complete everywhere. Glacial Till In addition to shaping the bedrock topography, glaciation accounted for most of the drift, either directly as glacial till, or indirectly as stratified drift. The character of glacial till is determined by its grain-size distribution, composition, and mode of deposition. Stratigraphic and sedimentologic studies that relate tills in the nearby region to patterns described in the site area include the work of Kaiser8,'"), Salomon'855, and Moore 88b8 An extensive cover of lodgment till mantlas most of the site area and is widely exposed at the surface. This material consists of rock fragments (mostly local origin) and glacial flour which was deposited beneath actively moving ice. Due to this process of deposition and subsequent glacial loading, lodgment till is typically firm, dense, and impermeable. As revealed in deep exposutas, the unweathered till is gray with a sandy, silty matrix and contains about 10-percent clay. Rock fragments in the till reflect the terrane traversed by the ice shortly before reaching the point of deposition. Consequently, the till variations tend to involve a downflow blurring of bedrock contacts. On the site, fragments of Oswego Sandstone dominate with very minor proportions of red sandstone, carbonate, and metamorphic rocks. In the southern part of the site area, the proportion of red sandstones increases markedly, giving the till a characteristic red color. Postglacial weathering has penetrated 12 to 20 ft producing a characteristic weathering profile. In this zone, the till is oxidized, with a yellow-brown to brown color. Calcium carbonate has been leached from the uppermost few ft of the profile by downward circulating ground water. Amendment 1 2.5-46 February 1979 2JB86 161
NYSE&G PSAR Lodgment till is marked by distinctly drumlinized topography, involving long, parallel, elliptical hills composed primarily of lodgment till. These drumlins are part of a drumlin field in central New York, which has been the subject of studies by FairchildF', Saltert***, Millert, Hullert, and Grieco(928 Drumlin orientations indicate that the last ice sheet to cover the site area spread southeast out of the Ontario basin with flow lines diverging toward the Oneida basin. Subsequent deposition covered the lodgment till in extensive interdrumlin areas. The surficial map pattern (Figure 2.5 '" of lodgment till clearly indicates the dominance of drumlin topography. Subsequent erosional and depositional processes modified the form of many of the drumlins. Notably, drumlins that stood above the wave base in proglacial Lake Iroquois were subjected to winnowing. The result is that many drumlins in the southern part of the site area are relatively flat-topped in the elevation range at about 470 ft above sea level, and are fringed by a lee-side skirt of stratified sand and gravel. A veneer of ablation till was deposited in places upon the lodgment till by melting of the transporting glacial ice. Ablation till is thick and dominant in areas of end moraine, deposited near the edge of the ice sheet. Areas of ablation till and end moraine curve obliquely across the drumlinized landscape in discontinuous arcs that record the oscillatory shifting of the glacier terminus during wastage of the ice sheet. The ablation till tends to be coarser, less firm, and somewhat more permeable than the associated lodgment till. The action of glacial melt water caused a limited amount of sorting and washing which produced local pockets of stratified drift (Figures 2.5-18). Topography is irregular and undulatory, involving scattered low knobs and ridges that tend to be elongate parallel to the former ice margin. Several belts of morainal deposits are shown in Figure 2.5-18. Belts north of the site seem to reflect a minor readvance of the glacier, as indicated by a significant change in the direction of ice flow from that recorded to the south. In these areas of end moraine, throughout the northern part of the site, large blocks of Oswego Sandstone are notable components of the till. This is predictable because the ice sheet here flowed over a gently scarped landscape of Oswego Sandstone. In places, however, the abundance of large blocks is abnormal and suggests the fossibility that short-lived deglaciation, prior to the final readvance, permitted unloading and dilation of rock joints, thus facilitating quarrying when the ice readvanced. 2086 162 Amendment 1 2.5-46a Fe'ruary 1979
NYSESG PSAR latter features, have a core of lodgement till and are blanketed with ablation till. Locally stratified fluvial and lacustrine deposits occur sandwiched between the base of the lodgement till and the top of rock. The origin of these deposits is discussed in Section 2.5.1.2.4.1. At the site, these stratified materials were encountered in Borings S-2, S-8, S-26, B-3, and B-5 and consisted of interbedded fine sand, silt, and silty clay up to 12 ft thick. Ablation Till The ablation deposits overlie lodgement till at lower ground surface elevations and generally underlie lake or kame c' e p o s it s . Abalation till ranges from 3 to 15 ft thick, and in shallow bedrock areas, such as in the vicinity of the trench, is found directly overlying bedrock (Appendix 2.5H). Ablation till is less dense and more granular than the lodgement till, nonstratified, brown in color rather than gray-brown or gray, and ranges in composition from silty coarse to fine sand with up to 25-percent silt to a sandy gravel with as little as 10-percent silt. Areas of cobble and boulder concentrations are common in the ablation till and locally occur as nests in a sand or silty sand matrix. Boulders and slabs are principally tabular to rectangular blocks of Oswego Sandstone, and their origin is discussed in Section 2.5.1.2.4.1. Glacial Lake Deoosits Deposits of at least two short lived glacial lakes occur within the site. The relations of these lakes to late glacial, lov level stages of glacial Lake Iroquois are discussed in Section 2.5.1.2.4.1. The higher level lake had a wave base in the range of el 350 to 360 (msi). Stagnant ice occupied much of the site during the high-level stage so that the lake deposits are confined to the borders of the lake basin. These sediments consist of silty fine sand and stiff to hard interbedded silt and silty clay. Shallow water deposits of silt and fine sand were lain down during the melting of the stagnant ice associated with the high level lake stage. The lake level gradually fell to the low level stage during this melting, maintaining a shallow pond bordering the ice margin in which the silts and fine sands were deposited. The lov level lake deposits consist of a typical glacial lake sequence of graded sediments. The coarser materials at the top consist of fine sand and silty fine sand, with materials becoming increasingly finer with depth, grading from sandy silt to a soft, silty clay at the base. Kane Deposits Several kame and related ice contact deposits occur on the site, as shown in Figure 2.5-19. A special effort was made to locate kame deposits to be utilized as sources of onsite granular borrow materials. 2.5-49 L2086 163
NYSE&G PSAR Kame terraces occur along the west side of the valley of Butterfly Creek and are associated with the high level lake stage. Although included as lake deposits on the broad site area map (Figure 2.5-18), the materials are partly kame deposits and consist primarily of fine sand with some silt and contain no clays; the deposits display characteristic kame terrace forms as shown on Figure 2.5-19. Just vest of the northern kame terrace is a feature mapped as a kame delta (Figure 2.5-19), also associated with the high level lake stage. Because the delta was bounded by ice on the south and by an actively melting ice mass on the north during deposition, it was unable to develop into a normal deltaic form. The bottomset beds of the delta merge with the lake deposits to the west. Postglacial erosion by the unnamed creek flowing through the site has destroyed the former continuity between these bottomset beds and the foreset beds of the delta proper. Apparently, the stream that supplied the delta with sediments flowed through the topographic saddle between the northern kame terrace and the delta. Coarse gravels occur at this location. Several small kames occur at scattered locations in the northern portion of the site. Two were explored by test pits. The kame adjacent to the delta bottomset deposit consists primarily of fine sand. The kame noted in Figure 2.5-19 as a potential source of granular borrow contains clean sandy gravel and coarse to fine sand. The gravelly material is cemented with calcite. Loess Loess occurs as a nearly ubiquitous layer that blankets most of the site. 7t consists of a yellow-brown, silty-fine sand or sandy-coarse silt from 2 to 3ft thick (Section 2.5.1.2.4.1). The loess has been significantly altered since deposition. A humus layer (topsoil) has been developed in the upper part in the woods and fields. Locally, frost action has worked gravel and even cobbles and boulders into the lower parts. When saturated, loess experiences a dramatic loss in strength and trafficability. Embankment fill and stream alluvium constitute a very small proportion of the total surficial deposits (Figure 2.5-19). 2.5.1.2.5 Geolc;ic :hstory 2.5.1.2.5.1 Introduction The Ordovician rock units exposed on site are part of a southward-thickening veneer of Cambrian-Ordovician sandstones and shales which unconformably overlies Precambrian Grenville-like gneisses and quartzites. Bedrock is largely concealed by a thin to moderately thick cover of young glacial deposits. Bedrock units were not adversely affected by the Paleozoic Appalachian deformation that formed a regional southward homoclinal dip and a few broad folds with small scale faults. 2086 164 $ 2.5-50 February 1979 Amendment 1
NYSE&G PSAR 2.5.1.2.5.2 Site Areg The basement gneisses and quartzites of the Canadian Shield, Frontenac Axis, Adirondack Mountains, Green Mountains, and Taconic Mountains were formed during the Grenville Orogeny (1,100,000,000 years ago) of Precambrian time'. The exact nature of this orogenic event is unknown, but it is believed to have involved deep burial and high temperatures resulting in the formation of gneisses, marbles, charnockites, granulites, and monzonites. Erosion combined with isostatic uplift exposed these deep-seated rocks by the start of the Cambrian, creating a surface which sloped radially away from the central uplift. The only Cambrian and Early Cambrian deposition occurred east of the Adirondacks, which provided a source for a eastward-thickening, shelf basin sequence of rocks which are now located in eastern New York and western Massachusetts (Taconic section). This sequence of rocks encroached westward upon the massif and, by Late Cambrian time, marine deposition occurred radially around the Adirondacks throughout the greater portion of present-day New York State. This deposition is recorded north of the site area by the Potsdam sandstone, a beach strand deposit. Continued transgression resulted in the deposition of the alternating sand dolomite and orthoquartzite sandstone of the Theresa Formation (Figure 2.5-8). A stable marine environment continued until Early Ordovician time, when the region emerged and erosion eliminated part of the sedimentary sequence. This was followed by a period of submergence which initiated a long period of Early Middle Ordovician sedimentation resulting in deposition of the carbonate shelf deposits of the Black River and Trenton formations. In Middle Ordovician time, a period of regional uplift occurred as a result of compression from east of the Adirondacks. This resulted in the rising of the land to the east a..:. :re theas t . Initially, the site area was an area of deep water, but continued uplift created regression of the stranJ line in a northwesterly direction. During deposition of the middle part of the Oswego Sandstone, shelf and shallow water conditions prevailed. The upper part of the Oswego consists of near-shore shelf and tidal deposits indicating that the site area was in the immediate vicinity of the paleo shoreline. Deposition of the overlying cueenston Formation is considered to have been continuous with the sequence consisting of both shallow water lagoonal and/or tidal flat deposits. The culmination of the Ordovician period is marked by the Queenston Formation. By the beginning of Silurian time, the site area was entirely dry land. Eventualiv. ..riv.s deposition resumed and resulted in the Medina delta, recorded in the red, green, and mottled sandstones of the Grimbsy Formation. Through the remainder of silurian and Devonian *ime, depositLon continued to the south in the form of fine to coarse clastic sc.iiments from exposed lands to the east. This records the effects of the Acadian Orogeny in eastern New York. 2.5-' 2086 165
NYSE&G PSAR Through the r st of the Paleozoic, northern New York prchably received some sediments from the exposed landmass, while, to the south, marine and continental deposition ensued, forming a southward-thickening wedge of l sediment. The extent of Paleozoic deposition is conjectural; Colton'988 outlines an Appalachian Basin of deposition that extends north of Lake Ontario and covered the site area with several thousand it of Mid-to-Late Paleozoic sediments. The Alleghenian orogeny in the Late Paleozoic folded and faulted the rocks in eastern New York (Valley and Ridge Province), and effected the tilting and folding of the rocks of central and western New York southward into the regional east-west-trending homoclinal structure rhat exists today (Section 2.5.1.1.4.3). Erosion has removed all Silurian and vounger Paleozoic l Strata from the site area, leaving the Oswego Sandstone as the youngest rock unit at the site. The most recent geologic events are the sevoral stages of Pleistocene glaciation, which scoured the bedrock and then, in rocsding northward, contributed a veneer of till, glacio-fluvial, glacio-lacustrian, and other periglacial sediments to the site area. 2.5.1.2.6 Site Engineering GeoloRY The foundation rock at the site has not been adversly affected by deformational events throughout geologic history. These events tilted the rocks gently southward in low dip, and formed a pronounced joint pattern. There is no evidence of faults, shears, folds, or major discontinuties occurring in the rock beneath Seismic Category I structures. Joints below the top few ft of oxidized and frost-wedged rock are generally tight, unweathered and moderately to widely spaced (Section 2.5.1.2.3.2). Seismic Category I structures will be founded on fresh rock. The sandy clay / silt glacial lake deposits, any thin zone of weathered bedrock, or any slabs at the top of rock dislodged by ice shove will be removed during foundation preparation. Deep excavation slopes in the glacial deposits (till and lake deposits which could become unstable will require appropriate design for stability. Local deposits of relict stratified sediments may be very permeable and unstable in deep cut slopes. Engineering properties of soil and rock at the site are discussed in detail in Section 2.5.4. The coarse to fine-grained, silica-cemented sandstone bedrock is not susceptible to solution action. There are no major empoundments in the area which induce loading or unloading effects on the site. The only subsurface fluid withdrawal in the area is by domestic wells which will have no effect on the foundation rock beneath the Seismic Category I structures. The past withdrawal of natural gas from the old Pulaski field (8 mi north of the site) or the proposed production from three to four wells, located 5 to 6 mi east-northeast of the site (Well no. 12447, 12399, 12406, or 12398)<*48) is not considered a cause for subsidence in the area (Figure 2.5-9). Production from the Trenton beds at around 1,500 ft below the surface is reported to be of short duration. Gas is produced commercially for a few months or 1 to 2 years, and then tails off very quickly to a very low flow. Amendment 1 2.5-52 February 1979
f NYSE&G SAR ,
/
conservative. From the preceding analysis,1 1t is apparent that no event from the other zones of concentrated activity.-has resulted in such a site intensity. 2.5.2.5 Seismic Wave Transmission Charactnristics cf th3 Site , The plant foundations will rest on bedrock consisting of the Oswego Sandstones. Compressional wave velocities of the sandstone materials ranga from 13,950 to 16,300 ft por sec, and shear wave velocities rangs from 6,730. to 7,300 ft per sec, indicatiag a competent bedrock. Table 2.5-4 is a summary of the seismic velocities and the resultant modulus values, as determined by Weston Geophysical. The complete report of the in situ velocity measurements is included as Appendix 2.5E. There are no unusual conditions c: this site which would effect seismic wave transmission. 2.5.2.6 The Safe Shi'tdown Earthauske (SSE) The maximum intensity at the site is an VII(MM) with a corresponding acceleration range of 0.06 to 0.13g (Figur9 2.5-32). The larger valuiof this l range is taken from an intensity-acceleration relationship developed by Trifunac 4 Brady". From the conservative analytical assessment of l Section 2.5.2.4 above, a peak horizontal ground acceleration of 0.15g is adequately conservative under Appendix A cf 10CTR100. ' It has been decided by NYSE80 that a value of 0.20; peak horizontal ground acceleration will be adopted for this site. The PWR Reference Plant seismic design envelopes are defined by thi geoothe:1 ' response spectra given in SWESSAR-Pl', Section 3.v. There are no adverse sitz specific conditions that would influence the shape ce the amplitude cf thesa. spectra. The duration of the stronger ground motion asscciated with the Intensity VII earthquake is estinated at,5 s ac using an assumid threshold acceleration of 0.05 g8'845 . 2.5.2.7 Operatina Basis Earthquak9 (OBC 2 - An Operating Basis Earthquake.,(OBE) of 0.lg, will be used for this ti7.e. 2.5.3 Surface Faulting .
/
No recent surface faultivg has been recognized vithin the immediate aaea of the site. Bedrock and structural features were e>. posed in a 902-ft ipspr.ction Trench I across the plant; site area. No evidenet of faulting /foldiag was observed (Section 2.5.1.2 and Append!x 2.5H). Within tha 5-mi radius Y a stratigraphic anomaly in :he elevation of the contact tetween the Osvigo and , Pulaski Formations is due to broad - folding and an associated Der.s t ef ' , Structural Zone (over 3 mi long; located 1 1/2 to 3 mi northwest of site. This structure was investigated by geoir.gical/gecphysical and core boring techniques and the fault zone expossd in a Trcn:n II and rock pits. A Amendment 1 2.5-75 February 1979
. 2086 167 '
i
NYSE&G PSAR discussion of the Demster Structural Zone is presented in Section 2.5.1.2.3 and Appendix 2.5I. Minor tectonic and/or nontectonic structural features are recognized within the site area or nearby. Three such occurrences have been investigated at the Nine Mile Point and J.A. FitzPatrick Nuclear Power Plants (Section 2.5.1.2.3.3 and Figure 2.5-8). All three structural features are concluded by Dames & Moore <**,788 to be old, inactive, and of no effect on the design. No significant postglacial offsets have been observed within the immediate plant site area. No evidence of offset due to tectonic causes has been observed along any of the prominent sets of joints in the bedrock. Glacial unloading of the rock column has formed minor rebound features in the bedrock o f. the region. No evidence of surface faulting was observed in cored borings or Trench I exposure at the site. Minor faults in the region last moved during the Alleghenian orogeny (250,000,000 years ago). There has been no subsurfacs mining or natural gas recovery, or other activities that could cause subsidence and/or ground rupture at the site. Ponds / swamps at or near the site are small, and their surface loading effects need not be considered. 2.5.3.1 Geclenic conditions of the site The regiendl- and site geologic conditions are presented in Sections 2.5.1.1,
- 2. 5.1. 2, ar.d 2. 5. 4.1.
2.5.3.2 Evidence of Fault Offset Based on a ghologic investigation and a study of Landsat Environment Resources
. Technology Satellite imagery and low-altitude air photos (?cales of 1:24,000 and 1:7,200), there is no evidence of recent fault offset on the site.
' Postglacial offsets were observed on the ground but are minor, and their origin is probably due to glacial rebound (Section 2.5.1.2). Faults and associated folding within the site area are discussed in Section 2.5.1.2.3 and Appendix 2.5F..
2.5.3.3 Earthouakes Associated with capable Faults There are no known capable faults. , 2.5.3.4 Investination of capable Faults As discussed in Sections 2.5.1.2 and 7.5.2.2, there is no evidence of any capable faults.
'; 2. 5. 3. 5 (jrrelation of Epicenters with Capable Faults 2086 168 There are no known capable faults.
O Amendment 1 2.5-76 February 1979
NYSE&G PSAR 2.5.3.6 Descriotion of Capable Faults There are no known capable faults. 2.5.3.7 Zone Feouirin2 Detailed Faultin2 Investi2ation There are no known ca,tble faults, therefore, no detailed fault investigations, as defined in .. eendi .., 10CFR100, are required. 2.5.3.8 Results of Faultina Investination There are no known capable faults. 2.5.4 Stability of subsurface Materials The stability of the subsurface materials underlying the site was evaluated using the results of detailed field and laboratory investigations. Descriptions of the various investigations and their results are presented in this section and associated appendices. 2.5.4.1 GeoloRic Features Generally, flat lying sedimentary rock and glacially deposited overburden comprise the geologic environment of the site. There are no features to indicate uplift, subs!.dence, or collapse. The coarse and fine grained silica cemented bedrock is not susceptible to solution from changes in level or composition of ground water. The only withdrawal of subsurface fluids near the site is for individual domestic water supplies, and this does not cause 59ttlement at the site. The sita surficial deposits are discussed in Section 2.5.1.2.4. The basal overburden stratum is lodgement glacial till. This till was subjected to pressure from the overriding ice and is very dense. A younger, less dense, and somewhat permeable ablation till was deposited by the melting ice. Glacial deposits aoove the tills were deposited in proglacial lakes. These materials were consolidated during drainage of the glacial lakes and fluctuations in the level of Laxc ontario. The compressible surficial deposits on the stt?, glacial lake silts and clays, loess, and recent alluvium will be removed during foundation preparation, as will all glacial materials beneath Category I structures. Paleozoic and Mesozoic deformational events have jointed and tilted the site bedrock strata similar to the conditions throughout the site area shown in Figure 2.5-9. This deformation has not caused faults, folds, shears, or crushed zones in the site bedrock which would constitute structural weakness. Closely spaced jointing is confined to the top few feet of rO:%.there frost vedging and ice shove have accentuated the site area .'Lnt pattern. Weathering is limited to the near surface zone. High1) sir:ed and broken bedrock will be removed during foundation preparation. i if b , top few feet of bedrock, joints are moderate to widely spaced, st.<eri r a , closed, and taly slightly weathered. Amendment 1 2.5-77 ' 7ebruary197908
NYSE&G PSAR A low to moderate level of in situ stress exists in the bedrock at the site. O Average values, interpreted from meaeurements onsite (Appendix 2.5M) are 700 psi and 500 psi, respectivsly, 'or the maximum and minimum compressive stresses in the horizontal plane. The average maximum horizontal stress is directed N45 deg W. As discussed in Appendix 2.5M, these stresses will not have a significant effect on station excavations or structures. No pop-up features, small folds, or faults were found onsite during investigations which included detailed mapping of a bedrock trench (Section 2.5.1.2.3.3 and Appendix 2.5H). The compressive strength of the rock at the site (Appendix 2.5J) is more than ten times greater than the largest measured horizontal stress. Reduction of vertical stress during excavation will be minor (less than 50 psi). Therefore, pop-up features, or other <1 significant rock deformation is not anticipated due to excavation unloading. 2.5.4.2 Ergoerties of subsurface Materials Detailed field and laboratory investigations were conducted to determine the properties of site tubsurface materials. Section 2.5.4.3 discusses the scope of these investigatLons. Figures 2.5-33 and 2.5-34 show the location of test borings, pits, and t.renches completed in the site area. Descriptions of the subsurfaco materials are presented in the boring logs (Appendix 2.5C). Test pit logs and trench logs and maps are presented in Appendices 2.5G and 2.5H, respectively. Site subsurface profiles (Figures 2.5-35 through 2.5-39) havs been developed through proposed locations of Seismic Category I and other major plant structures. Figure 2.5-34 shows the location of the profiles with respect to the plant structures. E The following subsections summarize the physical and engineering properties of the major subsurface materials encountered on site: recent alluvium, glacial lake deposits, kame deposits, glacial till, and bedrock. 2.5.4.2.1 Escent Alluvium Recent alluvial soils are deposited in low lying valleys trending north-south
, along Butterfly Creek and along the unnamed tributary to Catfish Creek (Figure 2.5-19). The alluvium is a minor deposit on site. It ranges from a narrow strip whera drumlin ridges abut the creeks to approximately 300 ft in width where the creek beds flatten. Being situated in areas of low 1- topography, the alluvium is relatively thin and usually not more than 15 ft thick. The alluvium is underlain by either bedrock or a thin layer of glacial till. These deposits will not comprise significant slopes in the plant area.
. No station structures will be founded on the alluvium.
Classification and index tests were conducted on split spoon samples recovered from borings taken in alluvial soils (Appendix 2.5K). In general, these soils are interbedded brown and gray silts and sils; sands. The silts are non to slightly plastic a d soft, with Standard penetration Test (SpT) blow counts ur. ally less than 10 blows /ft. The silty sands are usually compact with blow caunts ranging from approximately 20 to 40 blows /ft. The hi8her values indicate the effect of both density and gravel content. 2086 170 Amentaent 1 2.5-78 February 1979
= _ _ _ _ _ _ . _ _ . ..
NYSE&G PSAR Compressional wave velocities for these deposits range from approximately 500 to 1,500 fps (Appendix 2.5D). 2.5.4.2.2 Glacial Lake Deposits Glacial lake deposits occur in low lying areas situated extensively though randomly througbout the site (Figure 2.5-19). In the immediate plant area, these deposits are found trending north-south along the unnamed tributary of Catfish Creek. To the west of the plant area, the deposits extend between the high topography of drumlins and kame deposits. Further to the west along several small drainage tributaries, the lake deposits are extensive and comprise most of the overburden in this portion of the site. To the northeast encompassing the abandoned railroad, and on both sides of Butterfly Creek to the southeast, these deposits are also extensive. The lake deposits overlie both bedrock and glacial tills. The maximum thickness of lake deposits in the plant area is about 10 ft. Glacial lake deposits will not support any major plant structures but may support roadways, railways, and small switchyard facilities. Excavated slopes uncovering these deposits in the area of Category I structures will be minor. The degree of such slopes is discussed in Section 2.5.4.5.1. The glacial lake deposits consist primarily of brown-gray soft to very soft silts and clays (Figure 2.5-40). In the lower elevations, the deposits are primarily slightly plastic clays. In the higher elevations, greater percentages of fine rands and silts are present causing increased penetration resistance. The fine sands and silts are sometimes interbedded. Undisturbed samples of the glacial lake deposits were recovered from borings G-16, G-37, G-40, and G-43 (Figure 2.5-34). Representative specimens from these borings were tested for consolidation and strength characteristics. The results are summarized in Table 2.5-5 and shown graphically in Figure 2.5-41. The consolidation test results (Appendix 2.5K) show that the glacial lake deposits are overconsolidated with an overconsolidation ratio (OCR) ranging from approximately 20 near ground surface to approximately 2 at depth. The overconsolidation is probably due to dessication. When loaded to a level above its preconsolidation stress, the soil is moderately compressible. The shear strength characteristics of the glacial lake silts and clays are indicative of past consolidation. The undrained shear strength values decrease with depth at a rate similar to the decrease of maximum past pressures (Figure 2.5-41). The effective angle of shearing resistance, 4, decreases from approximately 35 deg in the upper part of the deposit to approximately 25 deg in the lower part (refer to the triaxial test reports in Appendix 2.5K). The pore pressures generated in the specimens during testing are also indicative of past consolidation. The heavily overconsolidated specimen dilated when subjected to shear stress, resulting in a negative pore pressure parameter. The slightly overconsolidated specimen dilated very little upon loading as evidenced by a minor initial reduction of the pore pressure parameter. The specimen tested under normal consolidation generated pore pressures during loading in excess of the applied shear stress. This Amendment 1 2.5-79 February 1979 208u6 171
NYSE&G PSAR effect is typical of a normally consolidated sand-clay matrix undergoing particle rearrangement during shear. Since the glacial lake deposits are overconsolidated throughout the site, particle rearrangement and the associated high degree of sensitivity is unlikely during loading. The values of sensitivity derived from laboratory vane and penetration testing generally range from 1 to 3 (Figure 2.5-41). Gre&ter percentages of sand are present in the lake sediments deposited in shallower water. The typically flat oedometer plot of boring G-37, Sample 2B, (Appendix 2.5K) is representative of such deposits. Field permeability tests performed in glacial lake deposits indicate low coefficients of permeability (less than 10 9 cm/s). Field permeability test results are summarized in Table 2.5-6. Compressional vave velocities of these deposits range from approximately 500 to 2,000 fps (Appendix 2.5D). 2.5.4.2.3 Kame Deposits The kame features originate from terrace, delta, and outwash plain modes of deposition. They form a narrow strip trending northwesterly through the center of the site (Figure 2.5-19) and are commonly found in areas of high topography surrounded by glacial tills. The kame deposits are rather thick (up to 40 ft) and underlain directly by bedrock in the higher topography near the center of the site. They are much thinner (5 to 10 ft) and underlain by silty glacial lake deposits in areas of lower topography near Butterfly Creek and the tributary to Catfish Creek. The kame deposits consist predominantly of brown stratified fine sands, silty sands, and silts. Immediately north of the plant is a coarser, well graded mixture of sand and gravel. The finer sands are generally medium dense with SPT blow counts ranging from 15 to 25 blows /ft. The coarser sands and gravels exhibit more variable density with SPT blow counts from 20 to 60 blows /ft. Test pits TP-14 and TP-15 were excavated in the latter deposit. This material is a potential onsite source of select granular backfill (refer to the test pit logs in Appendix 2.5G and the gradation curve in Appendix 2.5K). Estimates of the coefficient of permeability are made for the kame deposit soils on the basis of soil particle size. From the boring logs (Appendix 2.5C) and grain size analyses of borings and test pit samples (Appendix 2.5K) the coefficients of permeability are estimated to range from 1 x 10 2 cm/s for the coarse clean. sand and gravel mixtures to 1 x 10 5 cm/s for the stratified silty sands and silts. Compressional wave velocities of these deposits range from approximately 1,000 to 2,000 fps (Appendix 2.5D). 20B6 172 $ Amendment 1 2.5-80 February 1979
NYSE&G PSAR 2.5.4.2.4 Glacial Tills Glacial tills onsite consist of lodgement and ablation depositional types, and constitute the majority of soil ovarburden onsite (Figure 2.4-19). Lodgement till is found primarily on the high ridges near Route 104 in the southern portion of the site, on random drumlin features, and on the high topography just east of Butterfly Creek. Ablation till is the slightly more prevalent of the two types and constitutes the hummocky ground moraine found throughout the site. The high density of the lodgement tills is indicative of the effect of ice pressure and SPI blow counts are commonly over 100 blows /ft. This is a result of both high density and the gravel, cobble, and boulder content of the till. It was often necessary to core the till since boulders up to several feet in diameter were encountered. Excavation of the test pits was difficult in this material. The lodgement till is a highly variable, widely graded mixture of coarse and fine grained soil sizes. Often it exists as a group of platey or angular sandstone boulders embedded in a silt and clay matrix. The fine grained soils present in the matrix are nonplastic. The composition of the ablation till is highly variable. Due to its mode of deposition, the ablation till is less dense than the lodgement till. During excavation of the exploratory trench (Figure 2.5-34), it was noted that the ablation till becomes loose and remolded whan saturated and exposed for long durations. This cha i.iteristic of the ablation till makes it suitable for use only as random backfill during construction. Ablation tills are located only beneath non-safety-related structures at the periphery of the plant area (Figure 2.5-19). Field percolation testing indicated both the lodgement and ablation tills to be of low permeability (Table 2.5-6) with coefficients of permeability ranging from about 10 8 cm/s to 10 8 cm/s. A few tests yielded higher permeabilities and minor seepage was noted in several of the test pits within till (Appendix 2.5G). However, this seepage is believed to be a result of localized pockets of coarse material or to the formation of drainage paths within the boulder till. Compressional wave velocities for the tills range from approximately 5,000 to 8,000 fps. The higher velocities correspond to the denser lodgement till. 2.5.4.2.5 Bedrock Bedrock in the site area consists of the Oswego formation, a greenish-gray to light gray, thin bedded, fine grained sandstone interbedded with siltstone and shale. The stratigraphy of this unit is contained in Section 2.5.1.2 and detailed descriptions are given on the boring logs (Appendix 2.5C). The bedrock turface at the site is fairly regular and slopes gently to the north at a gradient of about 70 ft/mi. Over much of the site, the uppermost 5 to 10 ft of bedrock is moderately to highly jointed. From trench observations (Appendix 2.5H) this zone appears as large blocks and slabs bounded by joints Amendment 1 2.5-81 February 1979
.208 6 173
NYSE&G PSAR or breaks. It is shown on the boring logs as a zone of low rock quality h designation (RQD) (usually averaging less than 50 percent) with recoveries significantly less than 100 percent. Although the range of permeability derived from field testing is g;'-t, this zone yields the highest permeability of the major substrata at taa site (Tables 2.5-6 and 2.5-11). The high permeability is evident also by the loss of drilling fluid at or near the top of bedrock in about 10 percent of the site borings. Below this zone the sandstone.is more massive. Core recovery ranged from 90 to 100 percent with RQD greater than 80 percent. l Seventeen intact rock specimens from vertical cores were tested for unconfined compressive strength, elastic moduli, and slaking resistance. These specimens were chosen from borings in the two reactor containment areas. The test results are presented in Appendix 2.5J and results are differuntiated for sandstones, shales, and siltstones. Unconfined compressive strengths and elastic moduli (secant modulus at 50 percent of ultimate strength) of the sandstone are fairly consistent, ranging from 20.5x108 to 31.8x103 psi and 2.36x106 to 4.6Ex106 psi, respectively. The strengths of siltstone and shale specimens averaging 20.8x108 psi and 18.0x102 psi, respectively, are somewhat lower than those for the sandstone. Young's modulus for biaxial loading in the horizontal plane was determined during the in situ stress measurement program (Appendix 2.5M). These measurements agree closely with the laboratory results and indicate that the siltstones and sandstones are approximately isotropic in three dimensions. Of the rock types tested, only the shales were affected significantly by the cyclic vet-dry slaking tests. The shale structures decomposed along bedding planes into thin wafer-like fragments. The effect of such slaking on the stability of the rock excavation ic discussed in Sections 2.5.4.5 and 2.5.4.12. Unit weights were determined for each specimen. These ranged from 156.2 pcf to 168.3 pcf. The average unit weight of all specimens is 163 pcf. Direct shear tests were conducted on natural and polished joints in shale specimens. The results are included in Appendix 2.5J. The tests on the polished joints were intended to minimize the effects of joint roughness and consequently were anticipated to yield conservatively low values of shear strength parameters. The tests on natural joints were intended to yield representative parameters of in situ shear strength. Results of the direct shear tests can be characterized by two types of shear force versus displacement curves. The curves typical of polished joints were flat. During shear, the polished joints contracted normal to the shear plane. The shear strengths of two of the three polished specimens increased slightly with increasing displacement. A particle of rock sliding within the joint of the third specimen caused a high residual strength in that test. The range of values for peak and residual angles of shearing resistance, & for the polished joints was from 23.7 to 26.7 deg, respectively. The mean value for both peak and residual & was approximately 25 deg. 2086 174 $ Amendment 1 2.5-82 February 1979
NYSE&G PSAR The curves typical of the natural joints generally showed shear strength peaks at less than 3 mm of displacement. More pronounced peaks and generally greater shear strengths were developed with higher normal pressures. During shear, the natural joints expanded normal to the shear plane. Peak values of
& for natural joints ranged from 24.8 to 39.1 deg. The mean value was 29.8 deg. Residual values of & for natural joints ranged from 18.2 to 30.1 deg with a mean value of 25.0 deg. The latter value was used in the slope stability analysis (section 2.5.5) and is conservative since it also equals the average values resulting from the polished joint tests.
In situ compressional and shear wave velocity measurements for bedrock at the site are presented in Appendix 2.5E and summarized in Table 2.5-4. Average values of elastic moduli calculated from the seismic velocity measurements are given below: El Fron To Younn's Modulus (E) Shear Modulus (G) Poisson's Ratio (Y) 320 240 4.60 x 106 psi 1.69 x 106 psi 0.36 240 90 4.85 x 106 psi 1.76 x 106 psi 0.38 From the seismic refraction surveys (Appendix 2.5D), compressional wave velocities were determined to range from 8,000 to 10,000 fps within the jointed rock and from 10,000 to 16,000 fps within the sound rock. 2.5.4.3 Exploration Field investigations were conducted to determine subsurface conditions and the properties of subsurface materials. These included geologic mapping, soil and rcck borings, borehole permeability and water pressure tests, observation well installations, seismic refraction surveys, in situ seismic velocity measurements, in situ rock stress measurements,a series of test pits, and an exploratory trench to bedrock. The laboratory testing of site soils (Appendix 2.5K) included classification and index property tests and determination of strength and consolidation characteristics. Rock samples were tested to determine index properties, compressive and shear strengths, elastic moduli, and slaking resistance. Laboratory rock testing results are presented in Appendix 2.5J. The results of the geologic mapping are presented in detail in Section 2.5.1.2. A total of 162 test borings were drilled in the soil and rock at and near the site. Five of these were drilled offshore along the location of the makeup water tunnel. The boring locations are illustrated in Figures 2.5-33 and 2.5-34. Table 2.5-7 is a listing of all boring coordinates, elevations, and special testing performed in the boreholes. Complete boring logs are presented in Appendix 2.5C. The logs include the soil or rock types, the location and type of samples recovered, the standard penetration resistance of the soils, and the core recovery and ROD of the rock. Subsurface profiles (Figures 2.5-35 through 2.5-39) illustrate the horizontal and vertical extent Amendment 1 2.5-83 February 197)c f0
NYSE6G PSAR of subsurface stratigraphy together with the SPT blow counts for the soils and the RQD of the rock. The subsurface profile locations are shown in Figure 2.5-34. The relation of plant foundations to subsurface stratigraphy is shown in the excavation profiles (Figure 2.5-42 through 2.5-46). The locations of ground water observation wells are indicated in Figure 2.5-48 and Table 2.5-7. A seismic refraction survey was conducted to determine average compressional wave velocities and depths to major soil strata and bedrock. The location of the refraction lines and the report of this field investigation are presented in Appendix 2.5D. Seismic crosshole techniques were employed in order to measure the in situ compressional and shear wave velocities of the site bedrock. The boring locations selected for the crosshole seismic survey are noted in Table 2.5-7 and shown in Figure 2.5-34. The report on this phase of testing is presented in Appendix 2.5E. Measurements of the in situ rock stress were made in these three test borings. The report of these tests is presented in Appendix 2.5M. An exploratory trench was excavated throrgh the site overburden to allow detailed examination of the bedrock surface. Figure 2.5-34 shows the trench location. Detailed trench maps and a discussion of the trench bedrock geology are presented in Appendix 2.5H. A series of test pits were excavated into the site overburden to aid interpretation of the site surficial geology, and to locate potential sources of granular backfill. The test pit locations are shown in Figure 2.5-34 and listed in Table 2.5-8. Detailed test pit logs are presented in Appendix 2.5G. 2.5.4.4 Geophysical Surveys Seismic profiles, including compressional wave velocity values and a bedrock contour map, based on the seismic profiles and test boring data, are presented in Appendix 2.5D. Table 2.5-4 and Appendix 2.5E provide in situ compressional and shear wave velocity measurements, along with the corresponding elastic moduli values. 2.5.4.5 Excavations and Backfill 2.5.4.5.1 Excavations The extent, depths, and slopes of the excavations for Seismic Category I and other major plant structures are shown in the Excavation Plan (Figure 2.5-47) and the Excavation Profiles (Figures 2.5-42 through 2.5-46). Excavation in rock will be accomplis.,u by controlled blasting in a manner consistent with acceptable construction ts-hniques and in accordance with local, state, and federal requirements. The blasting will be monitored to minimize effects on nearby structures during construction, and to limit rock wall overbreak. Local overexcavation or dental work will be required if jointed, weathered, or weak rock zones are encountered at founding levels. Amendment 1 2.5-84 February 1979 2086 176
NYSE&G PSAR In the plant area, the upper 5 to 10 ft of rock is moderately to highly jointed with detached rock slabs occuring randomly at the bedrock surface. Excavations will be through the upper 5 to 10 ft zone of slabs and into sound rock beneath several of the Seismic Category I structures (the reactor containments, annulus buildings, service water cooling towers, fuel oil storage tanks and pump houses, and the solid waste and decontamination buildings). Installation of the foundations for these structures will require the removal of all overburden and up to 35 ft of rock. The deepest excavations will exist beneath the service water cooling towers where founding level is approximately el +296 ft (msi). The largest excavations will exist beneath the containment structures and annulus buildings where excavations will average 20 ft into rock. Excavations will be taken to the top of sound rock beneath all other Seismic Category I structures and pipelines, and beneath the fuel buildings, reactor plant tank areas, turbine pedestals, main steam manifolds, and the ultrasonic cleaning and normal switchgear rooms. In view of the shallow depth of excavations, low to moderate in situ compressive stresses, and nearly isotropic elastic behavior of the rock (Appendix 2.5M and Section 2.5.4.2.5); tire dependent inward movement of excavation valls is not expected to occur. 1! any time dependent movement does occur, it will be detected cnd monitored as discussed in Section 2.5.4.13. As shown in the excavation profiles and the excavation plan, an approximate 5 ft working space will be provided between .he excavated rock faces and the walls of plant structures. Prior to backfilling this space with lean concrete or select granular fill, a layer of compressible material vill be placed against the outer walls of Category I structures. The thickness and compressibility of this material will be selected to accomodate any time dependant lateral movement of excavation valls that is predicted from surysy measurements. The degree of rock slopes is based on stability analyses discussed in Section 2.5.5. Generally, rock excavations will have vertical side slopes, but wherever thin vedges of potentially unstable rock are found the walls will be cut back to a stable configuration. Generally, permanent excavations in overburden will have side slopes of 2.0 (horizontal) to 1.0 (vertical). Temporary slopes during construction and permanent slopes cut in glacial till will be 1.5 (horizontal) to 1.0 (vertical). There are no permanent soil slopes in the area of Category I structures. Slaking test data (Appendix 2.5J) indicate that the shale beds encountered in the excavation will deteriorate when exposed during construction. Although the rock excavations will be predominantly in sandstone, the weathering of shale beds may cause loosening of small blocks of rock at the excavation face. Local use will be made of wire mesh, steel dowels, and gunite as necessary to protect the rock faces during construction. Amendment 1 2.5-85 February 1979 2086 177
NYSE&G PSAR The excavations for Category I structures will extend below normal ground water levels. Seepage into the excavations will come primarily from the jointed zone at the top of ' te bedrock side walls. The quantity of seepage is such that dewatering can be accomplished as needed by pumping from sumps. During the test boring program, natural gas was detected in several holes, some within the Category I structure area usually at depths greater than 50 ft into rock. The borings which encountered gas are noted in Table 2.5-7. Although the excavations in rock will be no deeper than 35 ft, the random occurrence of gas in small quantities is anticipated. During excavation, the gas concentrations will be monitored. Gas in open excavations will be vented adequately without special measures being required. In confined excavations and tunnels, ventilation systems will be employed. If gas seepage continues, a lift of porous concrete will be placed on the excavation floor prior to backfilling to channel any gas to vents. All rock excavations for Category I structures and pipelines will be geologically mapped in detail. The mapped surfaces will include the excavation valls and floors. Rock excavations for other than Category I structures and pipelines will be mapped similarly where warranted and significant for the interpretation of the site geology. All rock excavations will be inspected and evaluated to confirm soundness for bearing. The inspection will be made by a geologist or engineer who is familiar with the foundation design criteria and the geologic and engineering properties of the rock mass. Mapped excavations will be subject to appropriate quality control and quality assurance to ensure the accuracy of recorded data. Federal and state regulatory staffs will be informed of excavation and mapping progress so that they may schedule site visits to observe the mapped surfaces. Any feature that could pose a potential hazard to safe operation of the plant will be reported. 2.5.4.5.2 Jackfill Beneath those Seismic Category I structures not founded directly on sound - rock, lean concrete backfill will be required to bring the excavated subgrade up to designated founding grade. The extent and slopes of the lean mix backfill are shown in the Excavation Profiles (Figures 2.5-42 through 2.5-46). Around Category I structures backfill will consist of a lean concrete mix or a select sand and gravel mixture. Potential onsite sources of select backfill are encountered in the kame deposits (test pits TP-14 and TP-23, Appendix 2.5K). Offsite sources are also available within 15 mi of the site. Descript .ons of potential offsite borrow and estimates of its availability are providea in Appendix 2.5L. The select granular backfill will be placed in thin lifts and compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557 Backfill placed within 5 ft of structures will be compacted by tampers and hand operated vibrators in 4-inch lifts (loose lift thickness). Backfill placed beyond 5 ft from structures will be compacted by light compaction equ'ipment in lifts not to exceed 10 inches. Field insp. : ion and testing will be performed during placement to ensure proper grad T, moisture content, Amendment 1 2.5-86 February 1979 2086 178
NYSE&G PSAR and compacted density. Tests for gradation will be performed for each 1,000 cu yd of backfill. Tests for in place densit9 and moisture content will be performed for each 500 cu yd of fill. Prior to placement of the select sand and gravel backfills, the excavated areas will be dewatered and cleaned thoroughly. If necessary, the rock walls will be scaled of loose rock. Excavated soil ! .d rock will be transported directly to onsite fills or stockpiled for onsite use. The excavated rock will be used for general site grading and for slope protection in designated areas. The glacial tills will be used for random fills and for general site grading. The silts and clays will be stockpiled in spoil areas or used for site grading. 2.5.4.6 Ground Water Conditions Site ground water levels were monitored in observation wells installed at the locations listed in Table 2.5-7 and shown in Figure 2.5-48. The observation wells consist of a 1 7/8-inch dia porous tip connected to a 2-inch od polyvinyl chloride (PVC) riser pipe. The tips are embedded in sand backfill at or near the top of rock. Two of the observation wells are sealed off from the rock as a check for separate aquifers. At ground surface the riser pipe is protected by a steel casing set in concrete. The water level measurements taken in the observation wells were ased to prepare a site ground water contour map (Figure 2.5-48). Seas >nal variation in ground water level measurements are plotted in Figures !.5-49 through 2.5-62. In situ per neabilities of the overburden soils and jointed bedrock were l determined f'.om constant and falling head percolation tests conducted in several bc ._ gs . Table 2.5-7 lists the borings where these tests were performed. Joth the open-hole and open-end techniques were used. Water pressure flow tests were conducted in rock at approximately 15 ft intervals. The results of field permeability and water pressure tests are given in Table 2.5-5 and 2.5-9, respectively. The permeability, effective porosity, in situ density, and grain size characteristics of the major site aquifers are summarized in Table 2.5-11. The ground water table at the site slopes to the north and is locally modified by topography with highs occurring under the drumlin ridges. Ground water flow occurs primarily in the upper 5 to 10 ft zone of broken, jointed rock at the bedrock surface. The rate of flow in this zone is variable and dependent on the extent of openings, type of soil overburden, and the hydraulic gradient. Inflow from this zone into the exploratory trench at the site was relatively minor due to the dense till overburden which often filled the jcint and fracture openings. The ground water table varies between el +329 and el +340 in the vicinity of the excavations required for the plant (Figure 2.5-48). The deepest excavations will be to approximately el +296. Since overburden onsite is shallow most of the excavation will be in rock. No major devatering problems are anticipated during excavation and backfill operations. Seepage into Amendment 1 2.5-87 February 1979 2JDB6 179
NYSE&G PSAR excavations is expected to occur primarily along joints and iractures, particularly in the upper 5 to 10 ft of rock. Seepage will be removed by sump pumps installed within the excavations. Sediment detention basins will be used for clarification prior to discharge to surface water. Seepage into the excavations will have limited effect on ground water levels at the site due to the low permeability of the overburden materials and limited depth of excavation. Section 2.5.4.5 discusses the dewatering and excavation methods to be used. The ground water level associated with the probable maximum flood (pMF) is taken to be plant grade (el +340) and is the basis for design static water uplift and loadings on safety related structures. Maximum ground water levels due to seasonal fluctuations (Figure 2.5-48 through 2.5-62) may be modified slightly due to stream diversion and final site grading (Figure 2.5-64). Maximum levels anticipated during the life of the station are less than el +335 and el +340, respectively, beneath Unit 1 and Unit 2 structures. In order to provide a conservative and uniform analysis for equivalent structures of both units, the design basis ground water level for dynamic loadings is also taken to be plant grade (el +340). There is no requirement for the temporary or permanent control of ground water during plant operation. Subsurface geologic and ground water conditions encountered during construction will be documented and compared with original preoperational input. If differences exist, the impact on operational conditions will be evaluated and discussed in the FSAR. 2.5.4.7 Response of Soil and Rock to Dynamic Loading The Seismic Category I structures and pipelines will be founded on bedrock or backfill concrete and will be surrounded by compacted select granular or concrete backfill as detailed in Section 2.5.4.5. The bedrock and the concrete are stable under the (SSE) loading. The select granular backfill vill be compacted in thin lifts as necessary to preclude liquefaction as discussed in Section 2.5.4.5.2. No amplification of the SSE due to soil conditions is necessary. The bedrock shear modulus used in the dynamic analyses of tht structures was determined from the crosshole shear wave velocities given in Appendix 2.5E. The calculated shear moduli are multiplied by 0.5 to take into account the higher stress and strain levels and longer duration of earthquake loading than produced by seismic surveys, and also to allow for the effects of near surface low moduli due to excavation disturbance. Based on this methodology, an average shear modulus value of 7.5 x 105 psi is used for rock beneath each Scismic Category I structure. In comparison, the average shear modulus values derived from latoratory unconfined compression tests are 8.7 x 105 psi (based on the average tangent elastic modulus and tangent Poisson's ratio) and 6.7 x 105 psi (based on the average secant elastic modulus and secant Poisson's ratio). Amendment 1 2.5-88 February 1979
NYSE&G PSAR Compaction specifications for select granular backfill are discussed in Section 2.5.4.5.2. 2.5.4.8 Liouefaction Potential All Seismic Category I structures and pipelines will bc founded on bedrock or backfill concret6. Select granular backfill used around these structures will be placed in thin lifts and compacted as necessary to preclude liquefaction under SSE loading as discussed in Section 2.5.4.5.2. 2.5.4.9 Earthauake Desian Basis The earthquake for which the stability of the subsurface materials is evaluated is the safe shutdown earthquaka (SSE) which corresponds to a maximum horizontal bedrock acceleration of 0.20 g. 2.5.4.10 Static Stability The rebound of the bedrock due to excavation will be essentially elastic. Its magnitude is a function of the weight of overburden and rock removed during excavation. Since excavations for the Category I and other major plant structures will be taken to sound bedrock, will be relatively shallow, and since the bedrock deformation modulus is high, the rebound will be negligible. Calculated rebounds and settlements are based on a modulus of deformation for the site rock mass. This modulus is a reduced value of the modulus of elasticity and is more realistic for static design since it includes the effects of compressing microfissures, joints, and bedding planes. Coon and Merritt*'898 determined that for sandstones with RQD values greater than 80 percent, the deformation modulus is approximately one-half the elastic tangent modulus calculated at 50 percent compressive strength. The average tangent modulus derived from laboratory unconfined compression tests is 4.2 x 10bpsi. Studies by Deere, et al' "o8, indicate that a similar reduction l 1s warranted for elastic modulus derived from seismic crosshole surveys. The average elastic modulus derived from seismic surveys in the upper 100 ft of bedrock is 4.6 x 106 psi. Accordingly, a modulus of deformation equal to 2.1 x l 106 psi is used for calculation of heave and settlement. The containment structures and annulus buildings impose the largest pressures (approximatly 8 ksf) on the excavation floor. The net settlements associated with these pressures are calculated to be less than 0.1 inch and are considered negligible. In addition, these pressures are only a small percentage of the ultimate compressive strength of the rock. The minimum value of strength, derived from laboratory compression tests and reported in Appendix 2.5J is 2,045 ksf (14,200 psi). The design hydrostatic loads on Category I structures are based on the site ground water level associated with the probable maximum flood. This level is taken to be plant grade for each structure (el +340). The distribution of hydrostatic loading is discussed in Section 2.5.4.11, 2086 18i Amendment 1 2.5-89 February 1979
NYSE&G PSAR The lateral earth pressures generated in the backfill around structures will depend upon the allowable structural deflection, backfill materials, compactive effort and adjacent surcharge loads. The basis for and distribution of these pressures is discussed it Section 2.5.4.11. 2.5.4.11 Design Criteria The results of static bearing and settlement analyses for Category I foundations are discussed in Section 2.5.4.10. All Category I foundations will bear on sound rock. The settlement analysis is based on elastic theory and uses a reduced value of elastic modulus to account for in situ rock properties. The maximum structural bearing pressures are a small fraction of the shear strength of the rock. Static and dynamic lateral earth and water pressures are distributed on structures, as shown in Figure 2.5-63. The static pressures are based on Coulomb and Rankine theories. The dynamic earth pressures are computed according to the analysis described by Seed and Whitman". The hydrodynamic pressures are based on Westergaard<'928 Coefficients for earth pressures induced on Category I pipelines will be based on studies by Terzaghi48) , and Audibert and Nyman""8 Connected structural components and piping vill be designed to accomodate relative motions corresponding to the SSE and determined by methods given by Christian45) . The stability of Category I excavation rock slopes is analyzed using computer methods described by Hendron, et al"b> . Permutations of possible rock vedge tetrahedrons are considered under static, dynamic, and surcharge loads. A more detailed description of the computer analysis is described in Section 2.5.5. The minimum design factors of safety are as follows: Bearing capacity - 3.0 for all loading conditions Sliding and - 1.5 for all permanent and OBE loading overturning conditions
- 1.1 for SSE loading conditions Hydrostatic uplif t - 1.1 for probable maximum flood (PMF) levels and SSE loadings Slope stability - 1.5 for all permanent loading conditions
- 1.2 for SSE loading conditions and for construction slopes 2.5.4.12 Technioues to Improve Subsurface Conditions Bedrcck is relatively shallow in the plant area (Figure 2.5-21). Where weak or potentially unstable soils exist beneath non-safety-related structures, the soils will be excavated.
2086 182 O Amendment 1 2.5-90 February 1979
NYSE&G PSAR As discussed in Sectiot. 2.5.4.2.5, the top of bedrock throughout much of the site is highly jointed to a depth of 5 to 10 ft. Where zones of this or other weak rock exist at the bottom of excavations for Category I structures, the zones will be removed or cleaned and pressure grouted where practicable. All over-excavation will be backfilled to the designated founding grade with lean concrete backfill. Results of the static and dynamic slope stability analyses discussed in Section 2.5.5 indicate minor vedges of potential instability. These wedges are long and thin and are formed from the intersection of high angle joints. Field mapping will be performed in the excavations to determine the in situ joint orientations and the extent of actual wedges. An analysis will then be performed and the wedges determined to be unstable under temporary loading conditions imposed during construction will be removed and the excavation valls cut back to a stable slope. The wedges determined to be unstable under permanent loading conditions during the plant design life will either be removed or a structural vall will be designed and constructed to withstand the loads imposed by the wedges. Although the rock excavation valls will be predominantly in sandstone, some thin shale beds will be encountered. When exposed, these beds will deteriorate and minor amounts of rock will become loose. A gunite coating and/or steel dowels and wire mesh will be used locally as required to prevent the loosened rock from falling into the excavations. Rock scaling will be performed prior to placing backfill against the excavation walls. Once sound rock is encountered, the excavation floors will weather only slightly when exposed, and during construction the rock surface will remain suitable for founding. 2.5.4.13 Surface and subsurface Instrumentation Prior t, construction, at least four permanent reference monuments will be installed outside the plant area for vertical and horizontal survey control. In addition, monuments will be installed around the deeper excavations to monitor any rock movements due either to slope instability or time dependent creep of excavation walls. Heave of the excavation floors and settlement of structures will be monitored from pins or monuments installed within the excavations and on the walls of the structures. This monitoring program will continue throughout station construction. 2.5.4.16 Construction Notes To be supplied in FSAR. 2.5.5 Slope Stability The existing site area varies in elevation from +246 ft msl at Lake Ontario to
+420 ft msl at the top of a hill located approximately 0.5 miles southwest of the Unit 2 centerline. The topography (see Figure 2.5-7) is hummocky and characteristic of an area underlain by ground moraine and outwash material t
Amendment 1 2.5-91 F hb kb uary 1979
NYSE&G PSAR (Figure 2.5-18). There are no significant natural slopes in the immediate vicinity of safety related plant structures. No permanent rock slopes will be created by the plant construction. Removal of bedrock will be limited to foundation excavations. Sections 2.5.5.1.1 and 2.5.5.2.1 discuss the construction slopes resulting from rock excavation for the containment, annulus, and service water cooling tower structures. Figure 2.5-64 illustrates the entire site layout including permanent soil slopes and embankments associated with the switchyard and the site perimeter landscape landforms. These slopes are sufficiently distant from the main station area that their failure will not affect the Seismic Category I structures. 2.5.5.1 Slope Characteristics 2.5.5.1.1 Rock Cuts Figures 2.5-47 and 2.5-42 through 2.5-46 show temporary rock cuts created l during construction excavation. The deepest cut (35 ft) is created _by the Unit 2 service water cooling tower excavation. The stability of the excavation walls is controlled by discontinuities such as rock joints and bedding surfaces. Joint sets considered in the stability analysis were determined from mapping of the exploratory trench as described in Section 2.5.L.2 and Appendix 2.5H. Figure 2.5-65 is an equal area plot of 103 joints obtained from the exploratory trench. These data are interpreted to show two nearly vertical joint sets. Average orientations for each set were used in the stability analysis as follows: N60E, 90 degree; and NO3E, 82SE to . 85NW. Bedding is essentially horizontal at the site. Six NQ core sections containing natural bedding joints and three sawed, lapped surfaces in shale were subjected to direct shear tests to determine the peak and residual angles of shearing resistance (Appendix 2.5J). The data show some scatter with peak values of the angle of shearing resistance ranging from 23.7 to 39.0 deg. The higher (30 deg +) values appear to be associated with larger asperities on the joint surfaces in some shale samples. For the stability analysis the peak angle of shearing resistance was taken to be 25 deg and all surfaces were assumed to have zero cohesion. 2.5.5.1.2 Soil Slopes and Embankments No permanent or temporary soil slopes or embankments which affect Seismic Category I structures will be created by the plant construction. Figure 2.5-64 shows the location of permanent soil slopes and embankments. Fill material for the site perimeter landscape landforms will be obtained primarily from sands and gravels, glacial tills, and rock excavated in the main plant, natural draft coolinc tower, and switchyard areas. Temporary construction slopes exposed during excavations in soil will consist of sands and gravels, glacial lake deposits, and dense glacial tills 2086 184 O Amendment 1 2.5-92 February 1979
NYSE6G PSAR (Figure 2.5-35 through 2.5-29). These slopes will be constructed to factors of safety consistent with the design criteria given in Section 2.5.4.11, 2.5.5.2 DesiRn Criteria and Analyses 2.5.5.2.1 Rock Cuts The stability of rock cuts associated with the containment structure and annulus building and service water cooling tower excavations is analyzed using the SWARS-2P computer program47,'488 This program uses methods described by Hendron et al'68 to perform a vector analysis of rock tetrahedrons formed by the intersection of two planar discontinuities, the excavation face, and the rock surface. The analysis calculates factors of safety for the various possible rock vedges under static and SSE loading conditions and includes the effects of surcharge and hydrostatic pressure. The input parameters are ths excavation configuration (Figure 2.5-47), the joint orientations and angle of shearing resistance discussed in Section 2.5.5.1.1, and the ground water l elevations for static loading conditions (el +340 - Section 2.5.4.6). Both the static and the dynamic analysis indicate many minor wedges which are potentially unstable. These wedges are generally long and thin due to the high angle joints and will be removed by overexcavation as they are encountered during construction. Since the SWARS-2P computer program is unable to analyze cases with a low angle bedding plane parameter, a manual calculation was performed to analyze both a narrow and a wide block formed by the intersection of a low angle bedding plane with the excavation face and a near vertical joint. Figure 2.5-66 shows the calculation and the input parameters used. The results of this calculation show that there are no stability problems due to blocks formed by low angle bedding planes and high ar.gle joint sets. Slaking test data (Appendix 2.5J) indicate that the shales are highly susceptable to deterioration when exposed to alternate wetting and drying. The shale beds at the site are generally thin and are protected by resistant layers of sandstone which predominate the upper section (Zone 5) of the Oswego formation. Local use will be made of wire mesh and gunnite as may be necessary to protect rock faces during construction. Excavation faces will be mapped in detail during construction and the observed system of joints and bedding will be subjected to a final analysis. If necessary, permanent reinforcement will be designed to meet the criteria for permanent slopes given in Section 2.5.4.11. No significant slope stability problems have been reported at any of the area's numerous quarries and construction excavations in Oswego sandstone. 2.5.5.2.2 Soil Slopes and Embankments Section 2.5.4.11 gives design criteria factors of safety for slope stability. As stated in Section 2.5.5.1.2, there are no permanent or temporary soil slopes that can affect safety related structures. 2.5-93 A i85
..Mry 1979 Amendment 1
NYSE&G PSAR 2.5.5.3 Lons of Core Boringi The location of test borings are shown in Figures 2.5-33 and 2.5-34. Boring logs for all soil and rock test borings are contained in Appendix 2.5C. 2.5.5.4 Conoaction Specifications Although none of the soil slopes and embankments are safety related, a laboratory test program will be performed on typical fill materials prior to the start of construction activities. This program will be used to establish the compaction specifications for placement of fill in plant slopes and embankments. 2.5.6 References for Section 2.5 2.5.6.1 Cited References
- 1. Tenneman, N. M. Physiography of Eastern United States. McGraw-Hill Book Company, NY, 1938.
- 2. von Englen, O. D. Origin and History of the Finger Lakes Region,'New York.
Cornell Press, Ithaca, NY, 1962.
- 3. LaFleur, R. Sequence of Events in Eastern Mohawk Lowland Prior to Waning of Lake Albany Geological Society of American Abstracts, Vol 7, No. 1, 1975, p 875.
4 Isachsen, Y. W. and D. W. Fisher. Geologic Map cf New York: Adirondack Sheet. New York Geological Survey, State Museum and Science Service, Map and Chart Series No. 15, Albany, NY, 1970.
- 5. Robinson, P.; Hubert, J. F.; Wise, D. V ; and Hall, L. M.; The Juratrias of Emerson (1898) on the New Massachusetts Geologic Map. Geological Society of America Northeastern Section Meeting, Abstracts with Program, Vol 10 No. 2, 1978.
- 6. Cady, W. M. Regional Tectonic Synthesis of Northwestern New England and Adjacent Quebec. Geological Society of America Memoir 120, 1969.
- 7. Rodgers, J. The Tectonics of the Applachians. John Wiley & Sons, NY, 1970, 271 p
- 8. King, P. B. The Evolution of North America, Revised Edition. Princeton University Press, Princeton, NJ, 1977, 197 p
- 9. New England Power. Units 1 and 2, Preliminary Safety Analysis Report, 1978.
- 10. King, P. B. Tectonics of Quaternary Time in Middle North' America. The Quaternary of the United States, Princeton University Press, Princeton, NJ, 1965, p 831-870.
l Amendment 1 2.5-94 February 1979
NYSE&G PSAR
- 11. Flint, R. F.; Colton, R. B., Goldthwait, R. P.; and William , H. B.
Glacial Map of the United States East of the Rocky Mountains. Geological Society of America, Boulder, Colo, 1959.
- 12. Prest, V. K. Retreat of Wisconsin and Recent Ice in North America.
Geological Survey of Canada Map 1257A, 1969.
- 13. LaFleur, R. Glacial Lake Albany in Pine Bush - Albany's Last Frontier.
Lane Press, Albany, NY, 1976, Chapter I, p 1-10.
- 14. Fisher, D. W. Highlights in New York's Tectonic History. Geological Society of America, Abstracts with Programs, Vol 7, No. 1, March 1975, p 57 and 58.
- 15. Fakundiny, R. H. Clarendon-Linden Fault System of Western New York: Longest and Oldest Active Fault in Eastern United States.
Geological Society of America Northeastern Section Meeting, Boston, Mass, 1978, p 42.
- 16. King, P. B. Tectonic Map of North America. U. S. Geological Survey, Scale 1:5,000,000, 1969,
- 17. Prucha, J. J. Salt Deformation and Decollement in the Firtree Point Anticline of Central New York. Tectonophysics, Vol. 6, No. 4, 1968, p 273-299.
- 18. Engelder, T. and Engelder, R. Fossil Distortion and Decollement Tectonics of the Appalachian Plateau. Geology, Vol 5, No. 8, 1977, p 457-460.
- 19. Broughton, J. G.; Fisher, D. W.; Isachsen, Y. W.; and Rickard, L. V.
Geology of New York, A Short Accour".. New York State Museum and Science Service, Educational Leaflet No. 20, 1966.
- 20. De Waard, D. Precambrian Geology of the Adirondack Highlands: A Reinterpretation. Geologische Rundschau, Vol 56, No. 2, 1967, p 596-629.
- 21. King, P. B. Precambrian Geology of the United States: An Explanatory Text to Accompany the Geologic Map of the Unitad States. U. S. Geological Survey, Professional Paper No. 902, 1976.
- 22. Williams, D. A. Faults and Alignments of the Montreal-Ottawa Region.
Montreal-Ottawa Region. Geological Map, Plate 3 Doctor of Philosophy Thesis, McGill University, Montreal, 1976.
- 23. Boston Edison Company, Pilgrim Unit 2, Preliminary Safety Analysis Report, BESG-7603, Geologic Investigations, Docket No. 50-471, 1976.
- 24. Doig, R. and Barton, J. M., Jr. Ages of Carbonates and Other Alkaline Rocks in Quebec. Canadian Journal of Earth Science, Vol. 5, 1968, p 1401-1407.
Amendment 1 e.5-95 February 1979 2086 18
NYSE&G PSAR
- 25. Doig, R. An Alkaline Rock Province Linking Europe and North Ameries.
Canadian Journal of Earth Sciences, Vol 7, 1970, p 22-28,
- 26. Diment, W. H. Gravity Anomalies in Northwestern New England. Studies of Appalachian Geology, Northern and Maritime, E. Zen et al (ed), John Wiley
& Sons, NY, 1968.
- 27. Rankin, D. W. Appalachian Salients and Recesses: Late Precambrian Continental Breakup and the Opening of the Iapetus Ocean. Journal of Geophysical Research, Vol 81, No. 32, 1976.
- 28. Englund, E. J. The Bedrock Geology of the Holderness Quadrangle, New Hampshire. New Hampshire Department of Resources and Economic Development, Bulletin No. 7, 1976.
- 29. Bayley, R. W. and Muehlberger, W. T. Basement Rock Map of the United States. U. S. Geological Survey, Washington, DC, 1968.
- 30. Heyl, A. V. The 38th Parallel Lineament and Its Relationship to Ore Deposits. Economic Geology, Vol 67, 1972, p 879-894.
- 31. Isachsen, Y. W. and McKendree, W. G. 1977, Preliminary Brittle Structures Map of New York. New York State Museum Map and Chart Series No. 31, Scale 1:500,000, 1977.
- 32. Isachsen, Y.W. Utilization of ERTS-1 Imagery in a Tectonic Sequency Synthesis of New York State. Geological Society of America Abstracts, Vol 5, No. 1, 1974, p 40.
- 33. Isachsen, Y. W. Contemporary Doming of the Adirondack Mountains, New York.
American Geophysical Union Transactions, Vol 57, No. 4, 1976, p 325.
- 34. Coates, D. R. Identification of Late Quaternary Sediment Deformation and Its Relation to Seismicity in the St. Lawrence Lowland, New York. New York State Energy Research and Development Authority, NY, New York, No. NYSERDA-75/14, 1975.
- 35. King, W. F. Studies of Geologic Structures with the VLF Method. McGill University, Montreal, Quebec, Unpublished Master of Science Thesis, 1971.
- 36. Kumarapeli, P. S. The St. Lawrence Rift System, Some Related Ore Deposits of the Carbonatite Association and Models of Appalachian Evolution.
Geologic Association of Canada, Mineralogical Association of Canada Annual Meeting, Abstracts from Programs, 1974.
- 37. Beland, J. La Tectonique des Appalaches du Quebec, Geoscience Canada, Vol 1, No. 4, 1974, p 26-32,
- 38. Dames and Moore, Regional Geologic and Tectonic Study of the St. Lawrence River Valley. Proposed Fast Breeder Reactor Site Near Waddington, NY, 1974.
Amendment 1 2.5-96 February 1979 2086 188
NYSE6G PSAR
- 39. Kumarapeli, P. S. and Saull, V. A. The St. Lawrence Valley System: A North American Equivalent of the East African Rift Valley System. Canadian Journal of Earth Sciences, Vol 3, No. 5, 1966, p 639-658.
- 40. Sbar, M. L. and Sykes, L. R. Contemporary Compressive Stress and Seismi :ity in Eastern United States. Geological Society of America Bulletin, Vol 84, 1973, p 1861-1882.
- 41. Saull, V. A. and Williams, D. A. Evidence for Recent Deformation in the Montreal Area. Canadian Journal of Earth Sciences, Vol 11, No. 12, 1974, p 1621-1624.
- 42. Cooper, B. N. Grand Appalachian Field Excursion. Virginia Polytechnical Institute, Geological Society of America, Guidebook for Field Trips, 74th Annual Meeting, 1961.
- 43. Cooper, B. N. Relation of Stratigraphy to Structure in the Southern Appalachians. W. D. Lowry (ed.), Tectonics of the Southern Appalachians: Virginia Polyt2chnical Institute, Department of Geology, Science Memoir 1, 1964, p 81-114.
- 44. Cooper, B. N. Profile of the Foldec Appalachians of Western Virginia.
University of Missouri at Rolla, Journal No. 1, 1968, p 27-64
- 45. Keith, A. Stratigraphy and Structure of Northwestern Vermont. Journal of the Academy of Science, Vol 22, 1932, p 257-379, 393-406.
- 46. Fisher, D. W. and McLelland, J. M. Stratigraphy and Structural Geology in Mt. Amenia-Pawling Valley, Dutchess County, New York. Northern Connecticut and Adjacent Areas of New York, New England Intercollegiate Geological Conference, Guidebook for Field Trips in Western Massachusetts, 67th Annual Meeting, City College of C.U.N.Y., New York, 1975, p 280-312.
- 47. Cady, W. M. Tectonic Setting and Mechanism of the Taconic Slide. American Journal of Science, Vol 266, 1968, p 563-578.
- 48. De Boer. Paleomagnetic Differentiation and Correlation of the Late Triassic Volcanic Rocks in the Central Appalachians (with Special Reference to the Connecticut Valley). Geological Society of America Bulletin, Vol 79, No. 5, 1968, p 609-626.
- 49. Dames and Moore. Nuclear Regulatory Commission, Indian Point Testimony.
1976, p 4301-4362.
- 50. Ratcliffe, N. M. Contrasting Styles of Deformation of Precambrian Basement Rocks in Western New England: Implications for Taconian Paleogeography and Tectonism. Geological Society of America, Abstracts with Program, Vol 8, No. 2, 1976, p 252.
- 51. Davis et al. Nuclear Regulatory Commission, Indian Point Testimony, 1976, p 4309, Line 22; p 4310, Line 1.
Amendment 1 2.5-97 February 1979 2J086 189
NYSE&G PSAR
- 52. Ballard, N. Stratigraphy and Structural History of East-Central United States. American Association of Petroleum Geologists Bulletin, Vol 22, No. 11, 1938, p 1519-1559.
- 53. Billings, M. P. 1956 The Geology of New Hampshire - Part II Bedrock Geology. Department of Resources and Economic Development, Concord, NH.
- 54. Bird, J. M. and Dewey, J. F. Lithosphere Plate-Continental Margin Tectonics and the Evolutica of the Appalachian Orogen. Geological Society of America Bulletin, Vol 81, 1970, p 1031-1060.
- 55. Cameron, B. and Naylor, R. S. General Geology of Southeastern New England, Geology of Southeastern New England, NEIGC. Guidebook for Field Trips, 68th Annual Meeting, 1976.
- 56. King. P. B. and Beckman, H. M. The Cenozoic Rocks: A Discussion to Accompany the Geologic Map of the United States. U. S. Geolocial Survey Professional Paper No. 904, 1978.
- 57. Sloss, L. L. Sequences in the Cratonic Interior of North America.
Geological Society of America Bulletin, Vol 74, 1963, p 93-114.
- 58. Woodward, H. P. Preliminary Subsurface Study of Southeastern Appalachian Interior Plateau. Ameilcan Association of Petroleum Geologists Bulletin, Vol. 45, No. 10, 1961, p 1634-1655.
- 59. Ratcliffe, N. M. and Harwood, D. C. Blastomylonites Associated with Recumbent Folds and Overthrusts at the Western Edge of the Berkshire Massif. Connecticut and Massachusetts. A preliminary report, Tectonic Studies of the Berkshire Massif, Western Massachusetts, Connecticut and Vermont. U. S. Geological Survey Professional Paper No. 888-A, 1975, p 1-19,
- 60. Zen. E. Time and Space Relationships of the Taconic Allochthon and Authochthon. Geological Society of America Bulletin Special Paper 97, 1967.
- 61. Schutts, L. D.; Brecher, A.; Hurley, P. M.; Montgomery, C. W.; and Krueger, H. W. A Case Study of the Time and Nature of Paleomagnetic Resetting in a Mafic Complex in New England. Canadian Journal of Earth Sciences, Vol 13, 1976, p 898-907.
- 62. Dewey, J. F and Kidd, W. S. F. Continental Collisions in the Appalachian Caledonian orogenic Belt: Variations Related to Compelte and Incomplete Suturing. Geology, Vol 2, 1974, p 543-546,
- 63. Belt, E. S. Post-Acadian Rifts and Related Fzcies, Eastern Canada,"
Studies of Appalachian Geology: Northern and Maritime. John Wiley & Sons, New York, NY, 1968, hhb Amendment 1 2.5-98 February 1979
NYSE&G PSAR
- 64. Wones, D. R. and Stewart, D. B. Middle Paleozoic Regional Right-Lateral Strike Slip Faults in Central Coastal Maine. Geological Society of America Annual Meeting, Abstracts with Program, Vol 8, No. 2, 1976, p 304.
- 65. Public Service Company of New Hampshire, Seabrook PSAR, 1975.
- 66. McKerrow, W. S. and Ziegler, A. M. Paleozoic Oceans. Nature, Physical Sciences, Vol 240, 1972, p 92-94.
- 67. Whitten, E. H. T. Cretaceous Phases of Rapid Sediment Accumulation, Continental Shelf, Eastern United States. Geology, Vol 4, 1976, p 237-240.
- 68. Pittman, W. C. and Taiwani, M. Sea-Floor Spreading in the North Atlantic.
Geological Society of America Bulletin, Vol 83, No. 3, 1972, p 619-646.
- 69. Rickard, L. V. and Fisher, D. W. " Geologic Map of New York: Finger Lakes Sheet. New York Geological Survey, State Museum and Science Service, Map and Chart Series No. 15, Albany, NY, 1970.
- 70. King, L. H. Relation of Plate Tectonics to the Geomorphic Evolution of the Canadian Atlantic Provinces. Geological Society of America Bulletin, Vol 83, 1972, p 3083-3090.
- 71. Flint, R. F. Glacial and Pleistocene Geology. John Wiley & Sons, New York, NY, 1957.
- 72. Walcott, R. I. Late Quaternary Vertical Movements in Eastern North America: Quantitative Evidence of Glacio-Isostatic Rebound", Review of Geophysics and Space Physics, Vol 10, p 849-884
- 73. Dames and Moore. Nine Mile Point Nuclear Station, Geologic Investigation, Three Volumes, Niagara Mohawk Power Corporation, Syracuse, NY, 1978.
- 74. Sutton, R. G.; Lewis, T. L.; and Woodrow, D. L. Post-Iroquois Lake Stages and Shoreline Sedimentation in Eastern Ontario Basin. Journal of Geology, Vol 80, 1972, p 346-356.
- 75. Kreidler, W. L.; Van Tyne, A. M.; Jorgensen, K. M. Deep Wells in New York State. New York State Museum and Science Service, Bulletin 418A, 1972,
- 76. Patchen, D. G. Petrology of the Oswego, Queenston, and Grimsby Formations, Oswego County, New York. M.A. Thesis, State University of New York at Binghamton, NY, 1966.
- 77. Patchen, D. G. Depositional Environments of the Oswego Sandstone, Oswego County, New York . Geological Society of America, Abstracts with Program, Vol 7, No. 1, 1975, p 103-104.
- 78. Dames and Moore. Preliminary Safety Analysis Report, Nine Mile I Nuclea'r Power Station. Niagara Mohawk Power Corporation, Syracuse, NY, 1968.
2086 I9I Amendment 1 2.5-99 February 1979 4
NYSE&G PSAR
- 79. Stone & Webster Engineering Corp. Final Safety Analysis Report, FitzPatrick Nuclear Station, Power Authority of the State of New Yotk.
Scriba, NY, 1971.
- 80. Stone & Webster Engineering Corp. Report of Fault Investigation at FitzPatrick Nuclear Power Plant. Power Authority of the State of New York, Scriba, NY, 1978.
- 81. Kiersch, G. A. Regional Geology Confirmation Report. New Site Generation Project Phase I Investigation: 4-3-11 Site (New Haven). Ncw York State Electric & Gas, Binghamton, NY, 1976, (additions January 28, 1977).
- 82. Geotechnical Engineers, Inc. Confirmation Study of Site 4-3-11, New York State Electric & Gas Corporation New Site Project, Figures and Appendices, 1976.
83.~ Kaiser, R. The Compcsition and Origin of Glacial Till in the Mexico and Kasoag Quadrazngles, New York. Unpublished Master of Science Thesis, Department of Geology, Syracuse University, 1938.
- 84. Kaiser, R. Composition and Origin of Glacial Till, Mexico and Kascag Quadrangles, New York. Journal of Sedimentary Petrology, Vol 32, 1962, p 602.
- 85. Salomon, N. L. Stratigraphy of Glacial Deposits Along the South Shore of Lake Ontario, New York. Unpublished Master of Science Thesis, Department of Geology, Syracuse University, 1976.
- 86. Moore, W. S. et al. Episodic Growth of Terromanganese Nodules in Oneida Lake, New York. Geological Society of America, Abstract with Program, Vol 8, No. 6, 1976, p 1017-1018,
- 87. Fairchild, H. L. New York Drumlins. Rochester Academy of Sciences Proceedings, Vol 7, 1929, p 1-37,
- 88. Slater, G. The Structure of Drumlins Exposed on the South Shore of Lake Ontario. New York State Museum Bulletin, Vol 281, 1929, p 1-23.
- 89. Miller, J. W. Drumlins in the Oswego, Weedsport, and Auburn, New York Quadrangles. Doctor of Philosophy Dissertation. Department of Geography, Syracuse University, 1970.
- 90. Miller, J. W. Variations in New York Drumlins. Ann. Assoc. Am. Geog.,
Vol 62, 1972, p 418-423.
- 91. Muller, E. H. Origin of Drumlins, Glacial Geomorphology. Geomorphology, D.
R. Coates (ed.). State University of New York at Binghamton, NY, 1974.
- 92. Grieco, M. Till Fabric Analyses in the Intepretation of Drumlin Origins.
Unpublished Master of Science Thesis. Department of Geology, Syracuse University, NY, 1977. Amendment 1 2.5-100 February 1979 hb
NYSE&G PSAR
- 93. Colton, G. W. The Appalachian Basin - Its Depositional Sequences and Their Geologic Relationships. Studies of Appalachian Geology, Central and South, G. W. Fisher, F. J. Pettijohn, K. N. Weaver, and J. C. Reed, Jr., (eds).
John Wiley & Sons, New York, NY, 1970.
- 94. Van Tyne, A. Personal Communications, 1978.
- 95. Stevens, A. E.; Milne, W. G.; Wetmiller, R. J.; and Leblanc, G. Canadian Earthquakes - 1967. Seismological Series of the Earth Physics Branch, Seismological Service of Canada, No. 65, 1973.
- 96. Boston Edison Company. BESG-7601, Historical Seismicity of New England.
Docket No. 50-471, 1976.
- 97. Sbar, M. L. and Sykes, L. B. Seismicity and Lithospheric Stress in New York and Adjacent Areas. Journal of Geophysical Resources, Vol 82, No. 36, 1977, p 5571-5786.
- 98. Mather, K. F. and Godfrey, H., assisted by Hampson, K., The Record of Earthquakes Felt by Man in New England. Copy of the manuscript of a paper presented to the Eastern Section of the Seismological Society of America, 1927.
- 99. Heck, N. H. and Eppley, R. A. Earthquake History of the United States.
United States Department of Commerce, Coast and Geodetic Survey, Washington, LC, 1958. 100. Brooks, John E. A Study in Seismicity and Structural Geology (Parts I and II). Bulletin de Geophysique, Observatoire de Geophysique, College, Jean-de-Brebeuf, Montreal, Quebec, No. 6 and 7, 1960. 101. Smith, W. E. T. Earthquakes of Eastern Canada and Adjacent Areas, 1534-1927. Publication of the Dominion Observatory, Ottawa, Canada, Vol 26, No. 5, 1962. 102.Coffman, J. L. and von Hake, C. A. Earthquake History of the United States, Publication No. 41-1, U. S. Department of Commerce /NOAA, Boulder, Colo, 1973. 103.Hodgson, Ernest A. The Saint Lawrence Earthquake, March 1, 1925. Publication of the Dominion Observatory, Ottawa, Vol 7, No. 10, 1950. 104. Richter, .C . F. Elementary Seismology. W. H. Freeman and Company, San Franciso, Calif, 1956. 105. Clark, T. H. Region de Montreal Raffort Geologique, Min. Rich. Nat. Quebec, No. 152, 1972. 106. Suite, B. Histoire Des Canadiens-Francais. Wilson 8 cie, (ed.) 1882. 107.Stevens, A. Unpublished, 1976. g6 }hb Amendment 1 2.5-101 February 1979
NYSE&G PSAR 108.Basham, P. W. A Regional Evaluation of the Seismicity of Eastern Canada for Purposes of Estimating Seismic Design Parameters for a Nuclear Power Plant Site at Gentilly, Quebec. Seismological Service of Canada Internal Report 77-1. Department of Energy, Mines, and Resources, Ottawa, Canada, 1977. 109. Horner, R. B.; Stevens, A. E.; Hasegawa, H. S.; and Leblanc, G. FoQal Parameters of the 12 July, 1975, Maniwaki, Quebec, Earthquake - An Example of Intraplate Seismicity in Eastern Canada. Seismological Society of America Bulletin, in press, 1978. 110.Aggarval, Y. P. Study of Earthquake Hazards in New York and Adjacent Areas. Phase IV-Annual Technical Report. New York State Energy Research and Development Authority, USNRC, NST, and USGS, 1977. Ill.Hodgson, E. A. Preliminary Report of the Earthquake of November 1, 1935. > Earthquake Notes, Vol 7, No. 4, 1936a, p 1-4 Il2.Hodgson, E. A. The Timiskaming Earthquake of November 1, 1935. Journal of the Royal Astronomical Society of Canada, Vol 30, N9. 4, 1936b, p 113-123. 113.Hodgson, E. A. Timiskaming Earthquake - Data and Time-distance Curves for Dilatational Waves. American Geophysical Union Transactions, Vol 18, 1937, p 116-118. Il4. Street, R. L. and Turcotte, F. T. A Study of Northeastern North American Spectral Moments, Magnitudes, and Intensities. Seismological Society of America Bulletin, Vol 67, No. 3, 1977, p 599-614. Il5.Hermann, K. B. A Seismological Study of Two Attica, New York Earthquakes. Bulletin of the Seismological Society of America, Vol 68, No. 3, 1978. Il6. Fox, T. L. and Spiker, C. T. Intensity Rating of the Attica (New York) Earthquake of August 12, 1929 - A Proposed Earthquake Reclassification. Earthquake Notes, Vol 48, No. 1-2, 1977, p 37-46. 117.Tletcher, J. B. and Sykes, L. R. Earthquakes Related to Hydraulic Mining and Natural Seismic Activity in Western New York State. Journal of Geophysical Resources, Vol 82 No. 26, 1977, p 2767-2780. Il8.Aggarwal, Y. P.; Tang, J. P.; and Cranswick, E. Seismolegical Investigation on the Adirondacks and Environs, 1977. Geological Society of America Abstract Program, Vol 9, 1977, p 234. Il9.Sbar, M. L.; Armbruster, J.; Aggarwal, Y. P.; and Sykes, L. R. Adirondack Earthquake Swarm of 1971 and Tectonic Stresses in Northeastern United States. Geological Society of America Abstracts, Vol 4, No. 3, 1972, p 231. 2086 194 O Amendment 1 2.5-102 February 1979
i , NYS2&G PSAR i; l 120. Anderson, J. G. and Fletcher, J. B. Source-Prcperties cf7a Bibt. Mountain Lake Earthquake. Seismological Soc aty of Ameritt Bulletin, Vol 06, ro. 3, 1976, p 677-683. '
- /
121.Hadley, J. B. and Devine, J. F. Seismetectonic Map of the Eastern United States. United States Geological Survey, Miscellaneous Field Studies Map, MF-620, 1974. - 122.Wetmiller, R. J. 1975, The Quebec-Maine BorderfEarthquake, 15 June 1973. Canadian Journal of Earth Sciences, '/ol 12, p 1917-1928, 123.Leblanc, G. and Luchbinder, G. Second Microsari4 quake Survey of the St. Lawrence Valley Near La Malbaie, Quebec. Canadian Journal of Earth Sciences, Vol 14, No. 12, 1977, p 2778-2189. 124.Leblanc. G.; Stevens, A. E.; Wetmiller, R. J.; and Duberger, R. A Microearthquake Survey of thr St. Lawrence Valley Near La Malbaie, Quebec. Canadian Journal of Earth Sciences, Vol 10, 1973, p 42-53. 125. von Hake, C. A. Earthquake History of Ohio. Earthquake Informati3n Bulletin, Vol 8, No. 1, 1976, p 28-30. 126.Zietz, I., et al, Crustal Study of a ContinentalgStrip from r.he Atlantic Ocean to the Rocky Mountains. Geological Society si America Bulletin, Vol 77 , 1966, p 1427-1488. 127.Zartman, R.D. Geochronology and its Tectonic Implications in the Northern Appalt-hians Between 41' and 438 Latitude. Geological Society of America Abstr~ cts with Programs, Vol. 8, No. 2, 1776. p 306-307. 128.Isachsen, Y. W. Contemporary Vertical Movements Associated with the Adirondack Mountains Dome, An Anomalous Uplift. on the North American Craton. Geological Society of America Abstracts, Vol 7, Albany, NY, 1975, p 1127-1128. 4 129.De Waard, D. The Occurrence of Garnet in Gianuiite - Tacios Terrance of the Adirondack Highlands and Elsewhere, and Amplification and a Reply. Journal of Petrology, Vol C, 1967, p 210-232.
, \
130. Boston Edison company. Pilgrim Unit 2, SER NRC pcstion, 1976. 131.Sykes, L. R. Testimony on Capability of Ramapo Fault Before At:mic Safety Licensing Appeal Board, 1976. _ j
\
132. Washington Public Power Supply System Prelimindy Safety Analysis R$ port, Amendment 23, UNP 1 and 4 1976. 133.Gupta, I. and Nuttli, O. W. Spatial Attenuation of Intensities for Cintral U.S. Earthquakes. Seismological Society of America Bulletin, Vol.65, No. 1, 1976, p 139-162. c
. 7hb c.
Amendment 1
~2:5 103 ? chruary 1979
s i' ('
) (
, i
s NYSE&G PSAR 134. Bolt, B. A. Duration of Strong Ground Motion. Proceedings Fifth World Conference on' Earthquake Engineering, Edigraf, Roma, Italy, Vol 1, 1913, p 1304-1308. 135. Hough, B. K. Basic Soils Engineering. Ronald Press Co, 1969. 136.Todd, D. K. Groundwater Hydrolo.;y, John Wiley & Sons. Few York, NY, p 336, 1959. 137.Tertaghi, K. and Peck, R. B. Soil Mechanics in Engineering Practice. John Wiley 8 Sons, Inc., New York, NY, 1967, P 28. 138.Jumikis, A. R. Foundation Engineering. Intext Educational Publishers, Pa, 1971, p 39. 139. Coon, R. F., and Merritt, A. H. Predicting In Situ Modulus of Deformation Using Rock Quality' Indexes. ASTM STP 477, American Society of Testing Materials, 1970, p 154-173. - 140.Deere, D. U.; Hendron, Hr., A. J.; Patton, F. D.; and Cording, E. J. Design of Surf ace and Near Su'rf ace Construction in Rock. Proceedings of the Eighth Symposium on- Rock Mechanics, Minneapolis, Minn, 1966, p 237-303. 141. Seed, H. D., and Whitnian R. V. Design of Earth Retaining Structures for Dynamic Loading. ASCE. Speciality Conference on Lateral Stresses and Design of Earth Retaining Structures, Ithaca, NY, 1970, p 103-147. 142.Westergaard, H. M. Water Pressures on Dams During Earthquakes. Transactions of ASCE, Vol 98, 1933, p 418-433. 143.Terragai, K. Evaluation of Coefficients :f Subgrade Reaction.
; Geotechnique, Vol 5, No. 4, 1955, p 297-326.
144.Audibert, J. h. and Nyman, K. J. Coefficient of Subgrade Reaction for the Design of Buried Piping. Structural Design of Nuclear Plant Facilities, Vol 1-A, New Orleans, 1975, p 109-141. 145. Christian, J. T. Relative Motion of Two Points During an Earthquake. Journal of the Geotechnical Division, ASCE, Voi 102, No. GTil, Nov 1976. 146.Hendron, A. J.; Cording, E. J.; and Aiyer, A. K. Analytical and Graphical Methods for the Analysis of Slopes in Rock Masses. NCG Technical Report No. 36, U.S. Army Corps of Engineers, Vicksburg, Miss, 1971. 147. Campbell, D. S. Analytical Method for Analysis of Stability of Rock
,. Slopes. (SWARS-2P). Unpublished Masters Thesis, MIT, Cambridge, Mass.
Sept 1974. 2086 196 IlII Arandmer.t 1 2.5-104 February 1979
/
4 NYSE&G PSAR 148. Campbell, D. S., Christian, J. T., and Ernstein, H. H. Computerized Analysis of Rock Slope Stability. Rock Engineering for Foundations and Slopes, ASCE Geotechnical Engineering Division, 1976. 149.Trifunac, M.D. and Brady, A.G. On the Correlation of Seismic Intensity Scales With the Peaks of Recorded Strong Ground Motion. Seismological Society of America Bulletin. Vol. 65, No. 1, 1976, p 139-162. 150.Buddington, A.F. and Leonard, B.F. Regional Ccology of the St. Lawrence Cotaty Magnetite District. Northwest Adirondacks, New York. USGS Prof. Peper 376, 1962. 151. King, P.B. Precambrian Geology of the United States; An Explanatary Text to A. company the Jeologie Map of the U.S. USGS Prof. Paper 902, 1976. 152. Dill, D 7. and de Lorraine, W. Structure Stratigraphic Controls, and Genesis of the Balmaf Zine Deposit. Northwest Adirondacks New York. USGS. Abstracts with Programs Vol 10, 1978, p 389. 153. Wiener, R.W. Intrusion, Cataclasis, and Multiple Folding Along the Adirondack Highlands. Northwest Lowlands Boundary. Geological Society of America. Abstracts with Programs, Vol 10, 1978, p 516. 154. United States Geological Survey. Areomagnetic Map of Parts of the Rochester and Utica l' by 2* Sheets New York. USGS Open File Report 77-553, 1977, 155.Vanuxem, L. Fourth Annual Report of the Geological Survey, Part III, Survey of the Third District. New York State Museum. 1842. 156. Hall, J. Geology of New York, Part 4. Comprising the Survey of the Fourth Geological District. 1843. 157.Sherwood, A. Report of Progrecs in Eradford and Tioga Counties, Part I, and Areal Map. Second Geologicti Survey of Pennsylvania. 1878. 158. Williams, H.S. The Undulations of the Rock Mass Across Central New York. Proceedings of the American Association for the Advancement of Science. Vol. 31, 1882. 159.Wedel, A.A. Geologic Structure of the Devonian Strata of South Central New York. New York State Museum Bulletin 294, 1932. 160.Prucha, J.J. Salt Deformation and Decollmert in the Firtree Point Anticline of Central New York. Tectonophysics 6, 1968, p 273-299. 161.Rodgers, J. Mechanics of Appalachian Foreland Folding in Pennsylvania and West Virginia. American Association of Petroleum Geologists, 1963. 162.Eng11 der, T. and Engelder, R. Fossil Distortion and Decollement Tectonics of the Appalachian Plateau. Geology 5, 1977, p 457-460. Amendment 1 2.5-104a Februg*y 1979 ' -
}00D \! '
NYSE6G PSAR 163.Prucha, J.J. Personal Communication, 1978. 164.Wallick, J.L. Personal Communication, 1978. 165. Kindle, E.M. Geologic Structure in Devonian Rocks, in Description of the Watkins Glen-Catatonk District. USGS Folio 169, 1909, p 13-15. 166.Kingland, G.L. Formation Temperature of Flourite in the Lock Port Dolomite in Upper New York State as indicated by Fluid Inclusion Studies, with a Discussion of Heat Sources. Economic Geology 72, 1977, p 849-854. 167.Dott, R.H. and Batten, R.La Evolution of the Earth. New Yor*t, McGraw-Hill, 1971. 168.Seyfert, C.K. and Sirkin, L.A. Earth History and Plate Tectonics. New York, Harper and Row, 1973. 169.Fridley, H.M. General Geology of the Gaines Quadrangle (Pa) USGS Folio 93, 1929. 2.5.6.2 Biblionraohv for Geolony. Seismolony. and Geotechnical Engineerinn Aerial Photograph - site 4-3-11, Scale 1" : 400', approximately 3'x4', black and white, prepared by Kucera and Associates for United Engineers & Constructors, Inc., also aerial aboto indexes of site, 1) Scale 1:7920, 2) Scale 3960. Aerial Photographs (Site 4-3-11), 1968, Lockwood Happing, Inc., Rochester, New York, 29 9"x9", Black and White, Stereo Air Photos, Scale approximacely 1":2,000', Aggarwal, Y., 1977, " Study of Earthquake Hazards in New York and Adjacent States," New York State Enerny Research and Development Authority. Annual Technical Report, Phase IV, 39 pp. Aggarwal, Y., 1978, " Earthquakes, Faults and Nuclear Power Plants in Southern New York - Northern New Jersey," Lamont-Doherty Geolony Department, to be submitted to the B.S.S.A., 26 pp. Aggarwal, Y.P., L.R. Sykes, J. Armbuster, and M. Sbar, 1973, " Premonitory Changes in Seismic Velocities and Prediction of Earthquakes," Nature, Vol. 241, pp. 010-104. Aggarwal, Y.P., J.P. Yang and E. Cranswick, " Seismological Investigation on the Adirondacks and Environs, 1977," Geolonical Society of America Abstract Pronram, Vol. 9, p 234 Aggarwal, Y. P., and Jih-Ping Yang, 1978, " Seismic Activity and Lithospheric Stresses in Northtastern North America," Geolonical Society of AP.e ri c a , Abstracts with programs, Vol. 10, No. 2, p 29, 2086 198 O Amendment 1 2.5-104b February 1979
NYSE&G PSAR Airmag Surveys, 1974, " Aeromagnetic Survey of Ogdensburg, New York Area," 15 Sheets, 1 Index Map. Albee, A.L. and E.L. Boudette, 1972, " Geology of the Attean Quadrangle, Somerset County, Maine, with a section on Geologic Interpretation of the Aeromagnetic Map by J.W. Allingham and A.L. Albee," U.S. Geological Survey. Bulletin 1287. Albert, R.L. et al, 1977, " Gravity Studies of Earthquake-Related Structures in Northern New York," Seismological Society of America, 49th Annual Meeting, Eastern Section, October 1977. Allen, J.R.L. and P.F. Frient, 1968, " Deposition of the Catskill Facies, Appalachian Region, With Notes on Some Old Red Sandstone Basins," Geological Society of America Special Paper ]$6 2086 199 Amendment 1 2.5-104c February 1979
NYSERG PSAR TABLE 2.5-5 ENGINEERING PROPERTIES OF GLACIAL LAKE DEPOSITS CIU Triaxial Test Results Consolidation Test Results Undrained Average Dry Unit Initial Water Shear Boring Depth USCS Initial Pmax*M Permeability Weight Content Strength Confining Pressure l Number (ft) Classification Void Ratio Cc Cr (ksf) (cm/s) (pcf) (%) (ksf) (ksf) G -36 7.0 Sandy clay (C1) 0.482 0.11 0.009 8.4 10
- 116.7 17.5 - -
si. -mod.pl.M, brown G -37 7.1 Sandy silt (M1) 0.469 0.053 - - 10-r 117.7 15.1 - - s1.pl., brown G -43 8.7 Sa.idy silt (M1) 0.752 - - - - 100.3 25.1 3.62 2.78 si.pl., brown 9.0 Sandy silt (M1) 0.757 0.2J7 0,012 7.4 - 98.5 26.4 - - non -s1.pl., brown 16.6 Sandy clay (C1) 0.971 - - - 87.8 32.4 3.19 3.98 si.pl., gray 18.3 Sandy clay (C1) 1.032 - - - - 85.1 36.0 1.60 1.98 N s1.-mod.pl., gray C @ 19.9 Clayey silt (M1) 0.720 0.185 0.017 4.6 10.. 100.5 25.1 - - C3' s1.pl., gray N O Q NOTE: Msl. mod.pl. - slightly to moderately plastic Undrained a M MP max - maximum past consolidation pressure i Amendment 1 1 of 1 February 1979
NYSE8G PSAR TABLE 2.5-6 PERCOLATION TEST RESULTS Surface Test Coefficient Boring Elevation Elevation of Permeability No. (ft) (ft) (cm/s) Glacial Lake Deposits (Silt, Clay, and Silty Sand) G-20 331.6 322.1 too lov to measure G-58 391.1 374.6 7.1x10 8 l G-59 3!8.7 314.2 too lov to measure Glacial Till G-20 331.6 315.1 7.4x15 4 G-20 331.6 311.3 1.2x10 8 G-21 357.3 352.8 4.6x10 9 G-21 357.3 345.8 6.8x10 8 G-32 351.9 341.9 too lov to measure G-32 351.9 337.1 3.5x10-4 G-41 334.4 328.0 too lov to measure G-41 334.4 317.9 3.0x10 8 G-41 334.4 308.4 2.1x10 8 G-41 334.4 208.4 1.6x10-8 G-55 349.4 339.4 7.7x10 4 G-55 349.4 330.8 5.3x10-2 G-55 349.4 314.4 9.6x10 8 G-59 318.7 300.1 too lov to measure G-60 328-8 313.8 2.8x10 4 G-60 328.8 308.6 l 7.4x10 6 G-60 328.8 289.3 3.6x10 9 G-78 318.1 292.1 1.1x10 8 Jointed Rock (at top surface) G-21 357.3 331.2 2.5x10 8 G-32 351.9 334.7 1.3x10 8 G-39 335.7 324.2 1.3x10 8 G-55 349.4 311.6 9.7x10 " G-57 341.1 286.1 8.9x10 8 G-59 318.7 263.2 1.1x10 " G-78 318.1 283.1 1.0x10 2 G-79 357.1 329.1 1.2x10 8 2086 201 O Amendment 1 1 of 1 February 1979
NYSE&G PSAR TABLE 2.5-7 TEST BORING INFORMATION Ground Boring Coordinates Elevations No. N E (ft) Remarks G-1 1,268,530 576,850 353.4 Observation well, drill vater loss G-2 1,269,273 576,755 344.1 Observation well, drill water loss G-3 1,269,303 576,992 368.8 . G-4 1,269,520 576,722 338.6 G-5 1,270,166 575,877 329.4 Drill vater loss G-6 1,269,048 577,007 366.9 G-7 1,269,482 576,473 336.8 G-8 1,269,240 576,505 334.6 Gas bubbles, in situ velocity measurements G-9 1,270,787 575,802 324.4 Gas bubbles G-10 1,270,135 575,635 334.8 G-ll 1,269,459 576,221 333.3 Gas bubbles, in situ velocity measurements G-12 1,269,602 577,168 357.7 G-13 1,270,63l 575,574 329.7 Observation well G-14 1,269,206 576,258 336.3 G-15 1,270,199 576,130 333.6 Drill water loss G-16 1,269,175 576,008 335.2 G-17 1,268,950 576,330 362.2 Drill water loss G-18 1,269,924 575,901 332.8 Drill water loss G-19 1,269,742 576,438 333.8 G-20 1,270,378 575,588 331.6 Drill water loss, permeability testing G-21 1,269,560 576,968 357.3 Permeability testing G-22 1,269,868 576,182 332.1 Observation well G-23 1,269,723 576,245 335.9 Water pressure testing, in situ velocity measurements G-24 1,269,019 576,535 342.4 Gas bubbles, water pressure testing G-25 1,269,649 576,117 339.5 Drill water loss, in situ velocity measurements G-26 1,271,008 576,267 326.6 Gas bubbles G-27 1,270,426 576,079 337.1 Drill water loss G-28 1,270,440 576,342 330.2 G-29 1,269,596 576,240 335.3 Gas bubbles G-30 1,269,420 576,364 332.3 Gas bubbles, water pressure testing,in situ velocity G-31 1,269,109 576,591 334.3 In situ velocity measurements G-32 1,268,713 576,320 351.9 Permeability testing G-33 1,269,580 576,346 330.9 Gas bubbles G-34 1,269,424 575,978 332.5 FNJ G-35 1,270,949 576,042 334.9 CZ) G-36 1,269,010 576,671 339.6 Undisturbed sampling, in situ velocity measurements CX) G-37 1,270,696 576,067 327.3 Undisturbed sampling, drill water loss Cys G-38 1,269,226 576,659 337.8 Water pressure testing G-39 1,269,391 575,732 335.7 Observation well[ingpermeability testing, drill water loss G-40 1,271,192 575,985 332.3 Undisturbed samp rs) G-41 1,271,290 576,294 334.4 Permeability testing C) G-42 1,271,036 576,512 334.1 Gas bubbles, permeability testing rNJ Amendment i 1 of 4 February 1979
NYSE8G PSAR TABLE 2.5-7 (Cont'd) Ground Boring Coordinates Elevations No. N E (ft) Remarks G-43 1,270,649 576,313 326.9 Gas bubbles, undisturbed sampling G-44 1,269,404 576,533 335.5 G-45 1,269,267 576,346 335.1 G-46 1,269,881 576,714 339.9 G-47 1,269,343 576,420 333.0 G-48 1,269,334 577,249 364.3 Perm 9 ability testing G-49 1,269,807 576,069 339.4 Drill water loss G-50 1,269,611 576,919 355.6 G-51 1,269,987 576,470 329.8 G-52 1,269,711 576,001 338.6 G-53 1,268,952 576,691 341.7 G-54 1,267,863 580,868 355.1 Observation well, permeability testing G-55 1,265,583 580,206 349.4 Observation well, permeability testing, drill water loss G-56 1,262,765 584,119 457.6 Observation well, permeability testing, G-57 1,268,840 583,139 341.1 Observation vell, permeability testing G-58 1,260,804 582,424 391.1 Observation vell, permeability testing G-59 1,273,081 581,970 318.7 Observation well, permeability testing, drill water loss G-60 1,269,333 582,041 328.8 Observation well, permeability testing G-61 1,269,891 576,556 332.4 G-62 1,270,012 576,348 328.9 G-63 1,269,882 576,332 330.3 G-64 1,269,896 576,250 329.0 G-65 1,269,550 576,180 335.1 Drill water loss G-66 1,269,436 576,608 337.6 G-67 1,269,391 576,685 338.1 G-68 1,269,127 576,692 335.5 Drill water loss G-69 1,269,951 574,904 333.4 G-70 1,269,850 575,099 336.4 Temperature measurements G-71 1,268,051 575,840 359.0 Drill water loss G-72 1,268,265 575,900 359.2 G-73 1,280,910 570,831 254.1 G-74 1,280,819 570,869 255.9 Water pressure testing G-75 1,280,716 570,886 257.8 Gamma logs G-76 1,267,284 574,074 422.1 Observation well G-77 1,268,063 574,201 385.0 Observation voll G-78 1,270,840 577,163 318.2 Permeability testing, observation well G-79 1,268,183 577,064 357.1 Permeability testing G-80 1,270,798 575,636 323.0 Permeability testing G-81 1,270,738 577,182 318.5 Observation well G-82 1,270,737 577,197 318.3 Observation well G-83 1,270,834 577,178 318.3 Observation vell psy G-84 1,269,897 576,658 337.4 In situ stress meascrements G-85 1,269,616 576,191 337.3 In situ stress measurements CZ) G-86 1,269,119 576,511 335.5 In situ stress measurements CO CB Amendment 1 2 of 4 February 1979 N CD O O O
NYSERG PSAR t , TABLE 2.5-7 (Cont'd) Ground Boring Coordinates Elevations No. N E (ft) Remarks R-1 1,275,919 575,865 313.4 Drill water loss R-2 1,277,845 571,300 303.6 R-3 1,259,769 580,621 427.7 R-4 1,271,915 581,970 370.4 R-5 1,276,417 571,162 291.9 R-6 1,274,017 588,540 339.2 R-7 1,279,194 589,750 281.0 R-8 1,277,038 573,736 287.3 R-9 1,277,725 572,161 278.2 R-10 1,277,681 572,556 272.8 R-11 1,277,663 572,895 280.9 R-12 1,277,682 572,433 273.5 Angle boring R-13 1,276,151 571,491 294.7 R-14 1,276,275 571,336 294.2 R-15 1,271,625 567,842 334.1 R-16 1,272,753 566,685 320.4 R-17 1,276,243 571,373 295.0 R-18 1,277,696 572,464 273.2 R-19 1,267,703 562,961 385.2 R-20 1,271,450 562,945 342.3 R-21 1,279,520 565,556 266.9 R-22 1,275,261 562,693 313.4 Gamma logs R-23 1,274,694 556,854 333.6 Gamma logs R-24 1,282,352 559,561 262.6 Gamma logs R-25 1,275,322 560,553 327.3 Gamma logs R-26 1,276,623 565,709 302.9 Gamma logs R-27 1,277,564 572,559 261.9 Gamma logs, angle boring R-28 1,277,268 572,490 260.5 Gamma logs, angle boring R-29 1,277,647 572,470 259.8 Gamma logs S-1 1,271,797 574,057 316.0 Observation well, gas bubbles S-2 1,271,898 574,851 318.3 S-3 1,272,002 575,645 318.5 Observation well S-4 1,272,126 576,634 308.1 Gas btabbles S-5 1,272,208 577,231 321.5 Observation well, gas bubbles S-6 1,271,003 574,162 318.9 Observation well I'd S-7 1,271,104 574,954 318.5 Observation well (2) S-8 1,271,208 575,745 334.8 Observation well C7) 5-9 1,271,309 576,540 337.0 Observation well, gas bubbles C7s 5-10 1,271,414 577,333 321.7 Observation well S-11 1,271,517 578,127 332.8 Observation well ps) S-12 1,270,209 574,262 324.7 Drill water loss S-13 1,270,312 575,056 327.2 Observation well, drill water loss C) S-14 1,270,421 575,847 325.4 Observation well Amendment 1 3 of 4 February 1979
NYSERG PSAR TABLE 2.5-7 (Cont'd) Ground Boring Coordinates Elevations No. N E (ft) Remarks S-15 1,270,619 577,435 334.0 Observation well, drill water loss S-16 1,270,828 579,021 319.7 Drill water loss S-17 1,269,418 574,368 337.3 Drill water loss S-18 1,269,518 575,159 327.7 Observation well, drill water loss S-19 1,269,619 575,952 330.6 Observation well S-20 1,269,725 576,746 338.3 Observation well S-21 1,269,832 577,539 340.0 Observation well, drill water loss, gas bubbles S-22 1,269,929 578,320 347.6 Observation well, drill water loss S-23 1,268,622 574,470 351.0 Observation well S-24 1,268,725 575,262 345.9 Observation well, drill water loss S-25 1,268,826 576,056 344.9 Observation vell S-26 1,268,924 576,849 356.0 S-27 1,269,033 577,638 334.3 Observation well S-28 1,269,136 578,435 341.0 Observation well S-29 1,268,342 578,537 348.2 Observation well S-30 1,270,253 576,343 347.2 Observation well, drill water loss S-31 1,270,864 576,197 325.2 Observation vell, drill water loss S-32 1,267,931 575,365 364.8 Observation vell, gas bubbles S-33 1,268,033 576,160 353.6 Observation well, drill water loss S-34 1,260,137 576,951 350.2 Observation well S-35 1,267,205 576,750 368.8 B-1 1,267,351 575,590 379.1 Observation vell 3-2 1,268,182 577,630 393.1 Observation well 3-3 1,268,955 579,659 358.3 Observation well 3-4 1,270,229 572,939 346.2 Observation well 3-5 1,270,534 576,772 Drill water loss B-6 1,272,609 579,353 314.4 Observation well 3-7 1,272,431 574,017 326.1 Observation well T-1 1,283,489 569,126 214.5 Offshore boring, pressure testing T-2 1,283,025 569,400 221.5 offshore boring, pressure testing, gas bubbles l T-3 1,282,315 569,983 228.5 Offshore boring, pressure testing T-4 1,281,672 570,391 234.5 offshore boring, pressure testing T-5 1,283,107 569,319 221 Offshore boring, pressure testing N O CO CB N O LJT Amendment 1 * #"##I 4 of 4 O O O
NYSERG PSAR TABLE 2.5-8 TEST PIT INFORMATION Ground Test Pit Coordinates Elevation Number N E (ft) Remarks TP-1 1,266,875 575,600 397.0 TP-2 1,267,411 576,490 376.6 TP-3 1,268,327 575,876 358.4 TP-4 1,268,028 576,910 351.9 TP-5 1,268,059 577,286 381.3 TP-6 1,268,652 574,585 364.0 TP-7 1,268,751 575,180 352.5 Samples taken TP-8 1,268,820 576,448 363.3 Samples taken TP-9 1,269,136 576,869 358.2 TP-10 Number not used TP-il 1,269,538 575,608 344.0 Samples taken TP-12 1,269,361 576,032 339.7 Samples taken TP-13 1,270,229 576,267 344.2 Samples taken TP-14 1,270,258 576,776 350.5 Samples taken l TP-15 1,269,979 577,223 350.2 Samples taken TP-16 1,270,727 575,304 327.0 TP-17 1,270,555 575,502 339.7 Samples taken TP-18 1,270,974 576,090 336.5 Samples taken TP-19 1,270,615 575,941 335.7 Samples taken IP-20 Number not used TP-21 Number not used TP-22 1,271,183 574,553 332.3 Samples taken TP-23 1,271,587 573,684 338.1 TP-24 1,271,582 574,139 328.8 TP-25 1,271,400 575,167 336.2 NOTES: Laboratory test data on test pit samples are included in Appendix 2.5K Test pit logs are included in Appendix 2.5G 2086 206 Amendment 1 1 of 1 February 1979
NYSERG PSAR TABLE 2.5-9 WATER PRESSURE TEST RESULTS Surface Test Eff. Water Coefficient Boring Elevation Elevation Head Loss or Permeability No. (ft) (ft) if,1)_ (m) (cm/s) G-23 335.9 320.0 to 302.8 37 Too low to measure $1 x 10-7 314.0 to 296.8 44 Too low to measure 51 x 10-7 299.0 to 281.8 125 Too low to measure 51 x 10-F 284.0 to 266.8 102 Too low to measure 51 x 10 7 224.0 to 206.8 137 Too low to measure 51 x 10-7 179.0 to 161.8 194 Too low to measure 51 x 10-7 164.0 to 146.8 217 Too low to measure il x 10 7 134.0 to 116.8 241 Too low to~ measure $1 x 10-7 119.0 to 101.8 125 Too low to measure $1 x 10-7 99.0 to 81.8 287 Too low to measure 51 x 10 7 94.0 to 76.8 287 Too low to measure 51 x 10 7 G-24 342.4 323.8 to 306.6 34 8.6 7.8 x 10-4 308.8 to 291.7 41 0.22 1.7 x 10-5 293.8 to 276.6 85 Too low to measure 51 x 10-7 278.8 to 261.6 101 2.6 8.0 x 10-5 263.8 to 246.6 119 2.6 6.7 x 10-5 248.8 to 231.6 16 Too low to measure $1 x 10 7 203.8 to 186.6 103 0.13 4.0 x 10 6 143.8 to 126.6 138 Too low to measure $1 x 10-7 128.8 to 111.6 143 0.03 7.2 x 10*7 113.8 to 96.6 154 0.03 6.7 x 10 7 G-30 332.3 301.9 to 284.7 55 5.2 2.9 x 10-4 271.9 to 254.7 49 2.4 1.5 x 10-4 241.9 to 224.7 122 Too low to measure 51 x 10-7 226.9 to 209.7 81 1.7 6.5 x 10 5 196.9 to 179.7 99 3.8 1.2 x 10 4 166.9 to 149.7 111 Too low to measure 51 x 10-7 136.9 to 119.7 127 Too low to measure 51 x 10-7 121.9 to 104.7 261 Too low to measure $1 x 10-F 91.9 to 74.7 145 Too low to measure 51 x 10-7 G-38 337.3 290.4 to 273.2 71 14.2 6.1 x 10-4 275.4 to 258.2 87 2.04 7.2 x 10-5 l 260.4 to 243.2 59 0.34 1.8 x 10 5 245.4 to 228.2 64 0.1 4.8 x 10-6 230.4 to 213.2 71 0.18 7.8 x 10-6 N 215.4 to 198.2 156 1.88 3.7 x 10-5 O 200.4 to 183.2 179 1,74 3.0 x 10 5 CD 185.4 to 168.2 191 0.8 1.3 x 10 5 [ C7s 155.4 to 138.2 226 0.14 2.0 x 10-h 140.4 to 123.2 126 0.08 2.0 x 10-6 g 110.4 to 93.2 145 0.14 3.0 x 10-6 Amendment 1 1 of 1 February 1979 O O O
NYSE&G PSAR TABLE 2.5-10 HAS BEEN DELETED. 2086 208 Amendment 1 1 of 1 February 1979
NYSE8G PSAR , TABLE 2.5-11 AOUIFER CHARACTERISTICS Coefficient Effective In Situ Soil / Rock of PermeabilityM Porosityxx Densitywww Grain Size (D o)MMMM i Description (cm/s) (%) (lb/cu ft) (mn) Glacial lake deposits <10-4 1-10 110-120 0.01 (silt, clay and silty sand) Kame deposits 10-2 to 10 5 20-30 125 2.0 to 10.0 (sand and gravel) Glacial till 10-5 to 10 5 5 145 0.2 to 23.0 Jointed zone at top 10-2 to 10-' 10-15 156 200 to 5,000 of rock Sound rock 8 x 10-4 to zero 5-10 156-168 - (sandstone with shale and siltstone) NOTES: MValues from Hough (ref 135), p. 76, for kame deposits; other values from field tests (Tables 2.5-6 and 2.5-9) wwValues from Todd, (ref 136), p. 24-25. MMMValues from Terzaghi and Peck (ref 138), p. 39, for soil Cref and from lab tests (Appendix .5H) 137),forrocg.28,andJumikis,
*MMMEstimates from lab gradation tests and boring log descriptions.
N O CD CB N O
-4)
Amendment 1 1 of 1 February 1979 O O - O
NEW HAVEN 2.5C Boring Logs This appendix contains the logs of borings drilled at the New Haven site. The logs have 'een separated into six groups according to the purpose for which eac. Noring was used. These groups are as follows:
- 1. R-borings. Twenty-nine borings were drilled to investigate the structures and stratigraphy of the site area (five-mile radius); four borings from the Fitzpatrick and Nine-Mile Point sites (314, L-4, L-1, L-8) were relogged in terms of the stratigraphy of the New Haven site.
- 2. S-borings. Thirty-five borings were drilled to investigate the structure and stratigraphy of the site;
- 3. G-borinas,. Eighty-six borings were drilled for geotechnical purposes. All "G" borings were logged in a goetechnical format except G-59. Boring G-59 was drilled as a dual purpose hole for both geologic and geotechnical data. Sufficient information for both purposes was gained from a single log of geologic format, similar to the "R" and "S" series holes.
Borings G-6, G-23, G-24, G-26 and G-27 were relogged in the geologic format for correlation with the "R" and "S" series borings. These logs are noted with the suffix (Geologic) after the boring number and are presented after the respective geotechnical log in the "G" series boring group. Borings G-84, G-85, and G-86 were drilled for the in-situ stress measurement program. Logs for these borings are included in Appendix 2.5M.
- 4. B-borings. Seven borings were drilled during the Phase I study and the rock core was relogged during Phase II to be consistent in format with the other groups of borings. The soil descriptions used during relogging were taken from the Phase I Study. B-5 was relogged using the geologic format.
- 5. T-borings. Five borings were drilled to investigate geologic and engineering conditions on the. proposed intake tunnel alignment.
- 6. Gamma Logs. Certain borings were logged for natural gamma radiation as an aid in determining stratigraphic boundaries.
The gamma data are presented as an overprint in the core condition and special features columns on the respective boring log. The data are given on a one-tenth graduated scale where a full-scale value of 1.0 equals 50 counts per second. At the end of this section is an explanation sheet which may be unfolded and referenced while studying the logs. 2086 210 Amendment 1 2.5C-1 February 1979
NEW HAVDi APPENDIX 2.5I GEOIOGIC INVESTIGATIONS DEMSTER STRUCTURAL ZONE 2086 211 Amendment 1 2.5I February 1979
NEW HAVEN APPENDIX 2.5I GEOLOGIC INVESTIGATIONS DEMSTER STRUCTURAL ZONE
- 2. 5I.1 Introduction 2.5I.l.1 Summary of Conclusions An evaluation and interpretation of the combined geological, geophysical, geochemical and petrologic data gathered and assembled on the Demster Structural Zone provided the following conclusions:
- 1. Ordovician strata in the site area are folded into a series of parallel northeast-trending, southwest-plunging asymmetric anticlines (Demster Beach and Mexico) and the New Haven syn-cline. The Demster Beach anticline exhibits intense defor-mation and faulting within part of the eastern oversteepened limb designated the Demster Structural Zone. The recognized stratigraphic offset is mainly due to areal folding. Faults and axial fold planes dip steeply to the northwest.
- 2. The Demster Structural Zone developed through a sequence of events: broad areal folding was followed by reverse faulting, and subsequently by the relaxing phase of normal faulting.
- 3. Sulfur isotope studies concluded that the ' vein' sulfide udneral assemblages originated due to bacteriological reduction of local rocks and are not hydrothermal or magmatic in origin.
Fluid inclusion data indicate that the calcites fonned at temperatures greater than 1000C after the formation of the sulfides and relatively soon after the main deformation.
- 4. K-Ar age determinations of clay minerals from gouge give in-ferred ages cf 392 to 431 m.y. The clays have undergone at least partial argon loss (resetting).
- 5. All data compiled on the Demster Structural Zone indicate that the feature is an old Paleozoic fold / fault. The Demster Structural Zone may be as old as mid-Paleozoic. However, much of the evidence suggests a younger age that would relate the features to the Allegheny orogeny.
- 6. The Demster Structural Zone is a noncapable fold / fault which presents no seismic or geologic hazard to the proposed station.
~2086 212 Amendment 1 2.5I-l February 1979
NEW HAVE21 2.5I.1.2 Summary of Investigations This appendix contains the description and analysis of the Demster Structural Zone located and delineated during site area geologic in-vestigations. The structure was initially suspected when approximately 126 ft of elevation differential of the Oswego /Pulaski boundary was recognized between regional Borings R-1 and R-2 (Section 2.5.1.2.3.1). An extensive boring program within the site area established the lo-cation, trend, and partial style of deformation (Sections 2.5.1.2.2.2,
- 2. 5.1. 2. 3, Figures 2. 5-9 through 2. 5-16) .
2.5I.1.3 Summary of Studies Performed Field studies were carried out from November 1977 through November 1978. They included several geological and geophysical techniques supported by appropriate research of published and unpublished information. The following studies are described and interpreted in sections of the Appendix:
- 1. Cored Borings R-5 through R-29 including six inclined borings (Sections 2.5I-2 and 2.5I-3);
- 2. Geologic mapping of the 240-ft long Trench II exposing the Demster Structural Zone and two rock pits within bedrock, as well as the column of overlying surficial deposits (Section 2.5I.3);
- 3. Mineralogical analyses and radiometric age dating of selected samples from the Trench II site (Section 2.5I.4);
- 4. Geophysical surveys including gamma logging of boreholes (Section 2.5I.2), land and offshore seismic refraction and reflection surveys, and land magnetic surveys (Section 2.5I.5);
- 5. Geologic field studies including review and investigation of many fault and fold structures of central New York and margins of Adirondack uplift (Section 2.5I.6 and PSAR Section 2.5.1.1) .
2.5I.2 Site Area Geology / Stratigraphy 2.5I.2.1 Introduction The site area (5-mi radius of the site) is underlain at depth by Gren-ville-like crystalline rocks of the Precambrian basement. These ter-ranes are overlain by about 2,000 ft (Kriedler et al, 1972) of Cambrian and Ordovician strata, the youngest of which are Cincinnatian in age. Within the site area, that part of the Ordovician sequence investigated by direct methods consists of the lower two-thirds of the Oswego Sandstone 2086 213 O Amendment 1 2.SI-2 February 1979
NEW HAVEN and the uppermost strata of the Pulaski Shale (Figure 2.5-8). The upper third of the Oswego Sandstone, the Oswego-Queenston transition zone, and the Queenston formation are not present within the site area; strata lower than the uppermost Pulaski Shale were not investigated, except in Boring G-75, near Demster Point (intake pumphouse) (Figure 2.5-9). Here the lowermost 50 ft of strata are assigned provisionally to the Whetstone Gulf Shale. 2.5I.2.2 Pulaski-Oswego Furmational Boundary The principal purpose of the stratigraphic investigations was division of the site area section into a number of mappable rock units. Because the section represents a continuum of marine deposition, unit boundaries are assumed to have been essentially horizontal as deposited, except on a very local scale and, therefore, are considered reliable key horizons. Structure contour maps of the unit boundaries, or key horizons, were constructed and examined for evidence of structural trends. The Pulaski-Oswego boundary was selected as the primary key horizon because of its formational rank and established mappability, based on marked lithologic differences with the Oswego. Identification and description of the Pulaski and the Pulaski-Oswego boundary are based on an aggregate thickness of 3,200 ft of Pulaski section from 39 boreholes in which an average of 82 ft and a maximum of 286 ft of Pulaski were penetrated. Each borehole drilled for the pur-pose of broad stratigraphic control was advanced several tens of ft into the Pulaski in verification of the boundary. The distribution of these borings is shown on Figure 2.5-9, a site area base map, and in Fig-ure 2.5-14, a structure contour map of the unit. Structurally, the top of the Pulaski Shale is a gently-sloping surface consistent with the marine conditions of its deposition, as modified by subsequent regional tilting. Within the areal limits of stratigraphic control, from Boring R-6 on the east to Nine-Mile Point on the west (Figure 2.5-9), the Pulaski appears to strike west-northwestward and dips to the south-southwest at about 60 ft/mi. The plant site overlies a gently-sloping, mildly-negative, ramp-like structural element whose south-southwest dip reflects the regional homoclinal structure. The contour pattern northwest of the site (Figure 2.5-14), based on closely-spaced Pulaski control points, indicates abrupt changes in the strike, dip, and dip direction of the Pulaski-Oswego boundary. These changes, together with the pronounced lineation and compression of the pattern, are generally accepted as evidence for faulting. Additional inclined borings in the zone of suspected faulting traversed a crushed zone several tens of ft wide, including a number of intervals of gouge and breccia, and confirmed the occurrence of a fault zone. 2086 21 Amendment 1 2.5I-3 February 1979
NEW HAVEN The contour pattern and boring data define the position and orientation of a northeastward-trending fault zone and associated folding of in- h definite extent, herein designated the Demster Structural Zone, that occurs on the eastern limb of the Demster Beach anticline. Figure 2.5I-2 was prepared to more clearly express the effects of tectonism on the Pulaski-Oswego boundary. Compression and linearity of the contour pattern show that folding rather than faulting was the dominant process in the formation of the Demster Structural Zone. The fold is markedly asymmetrical to the east, with little net displacement on the fault. These relationships are more clearly illustrated under " Trench Investigations" (Section 2.5I.3.4, Figures 2.51-8 and 2.5I-10) and on regional cross sections C-C' (Figure 2.5-13) and D-D' (Figure 2. 5-13 A) . Southward deflections of the contour pattern occur west-northwest and east-southeast of the site. To reestablish the regional strike and correlate with stratigraphic control at Nine-Mile Point (Borings 314, L-1, L-4, and L-8), the structural contours must turn again to the north (Figure 2.5-14). Stratigraphic control west of the site indicates a repeated pattern similar to the southwest-trending zone, delineated in Figure 2.5-14. The contour pattern is undulatory along regional strike. The Pulaski-Oswego boundary has been shaped into a series of broad, low amplitude folds normal to strike that trends northeastward and plunges southward. The N50 E trending fault zone associated with the folding breaks this areal contour pattern (Figure 2.5-14). 2.5I.2.3 Pulaski Shale The Pulaski is an alternating sequence of black, fissile shales, and medium-gray to pale--gray, fine- to very fine-grained, well sorted sand-stones and coarse-grained siltstones. Alternations are thinly laminated to medium bedded, but thin to very thin bedding is characteristic. Individual sandstones thicker than 2 ft are rare. The sandstone-shale ratio of most cycles and the unit in general is <l.0. The predominance of shale and absence of green coloration in sandstone are diagnostic of the Pulaski; the latter suggests a fundamental compositional difference between the Pulaski and Oswego formations and most probably correspond to change in content of chloritic matter and metamorphic rock fragments. Additional fundamental properties of the Pulaski are pyrite content and fossiliferous aspect. These are discussed in Section 2.5.1.2.2.3. Dark-gray to black shale and pale-gray to greenish-gray sandstone, the characteristic lithologic types of the Pulaski and Oswego formations respectively, represent near extremes on the scale of natural radio-activity. Accordingly, gamma-ray logging is particularly applicable to the problem of determining lithologic boundaries within this sequence. Composite logging of core and gamma-ray logs demonstrate t hat intervals of either principal lithologic type, as thin as 1 ft, are within the limits of resolution at 50 counts per second, making it possible to identify several intervals of lost or highly broken core on the basis of the gamma log signatures alone. Another application of the gamma-ray logs is in the identification of the Pulaski-Oswego boundary. Where the top of the Pulaski consists mainly of black shale, as it does typically, the boundary coincides with a distinct shift of the base line on the Amendment 1 2.5I-4 February 1979 215
NEW HAVEN gamma logs (see Boring R-17, Figure 2.5I-11) . Locally, the top of the Pulaski consists of cray fossiliferous sandstones (see Boring R-13, Figure 2.5I-ll) with subordinate black shale; under these circumstances, the shift of the base line is less app & rent. Here, the boundary is placed according to lithologic properties apparent in core. In any event, the boundary is selected only after all criteria have been evaluated, and in no case on the basis of any single criterion. In summary, the properties upon which identification of the Pulaski is based are:
- 1. sandstone-shale ratios <l.0;
- 2. gray, finely textured and structured, commonly fossiliferous sandstones;
- 3. pyritic, black, fissile shale;
- 4. relatively high natural radioactivity.
This association of properties, together with the cyclic sequence, served to firmly establish the identity of the Pulaski Shale and its boundary with the Oswego Sandstone. The lithologic aspect of the Pulaski is relatively constant, both areally and stratigraphically, and no systematic changes or bases for subdivision were discerned. 2.5I.2.4 Oswego Sandstone Within the site area, all strata between the top of the Pulaski and the base of the glacial sediments are referred to as the Oswego Sandstone. Three hundred ft of Oswego recovered in Boring R-19 is the thickest sequence known to occur within 5 mi of the site, and is about 80 percent of the estimated total thickness of the formation (Patchen, 1975). At the site, directly eastward along strike, the section is slightly thinner, and any of several deep borings there may be considered reference sections (Figure 2.5-10). Stratigraphic analysis of the Oswego Sandstone is based on the examin-ation of more than 13,600 ft of Oswego core from 144 boreholes, in-cluding the 39 Pulaski penetrations (Section 2.5.1.2.2.2). The formation is divided according to associations of lithologic and sedimentary properties and on the basis of sequential relationships into five cap-pable rock-stratigraphic units or zones of major rank as defined by four selected intraformational marker horizons. In the Demster Structural Zone of relatively tight folding and associated faulting, further sub-division of the lowermost Oswego (Zone 1) was required for structural analysis. These units of lesser rank, selected according to'the same rationale and criteria as were the principal zones, are described under
" Trench Stratigraphy" (Section 2.5I.3.3). The primary zonation of the Oswego Sandstone is as follows:
Amendment 1 2. 5I- 5 2086 216 February 1979
NEW HAVEN Oswego Sandstone - Zone 1 This unit conformably overlies the Pulaski formation throughout the site area and, in turn, is conformably overlain by Zone 2. Twenty-three complete sections of Zone 1 provide a range in thickness of about 60 to 90 ft and an average thickness of about 80 ft; the unit thins gradually to the north and subcrops beneath the till as indicated in Figure 2.5-12. Zone 1 consists of a medium to very thick-bedded succession of pale-gray to green sandstones, pale-green, dark-green, and olive siltstones, and dark-gray shales commonly arranged as graded beds up to 10 ft or more in thickness. The basal sandstone, typically, is predominant within a sedimentary cycle, and ratias of sandstone to siltstone + shale average 2.5; these contrast sharply with those of the Pulaa Ki which rarely exceed 1.0. Intermediate rock types such as silty shale, shaly siltstone, and sandy siltstone are present as sequential components of many graded cycles but occur also as distinct units bounded by planar surfaces. A more comprehensive description of Zone 1 appears in Section 2.5.1.2.4, while Section 2.5I.3.3 contains a discussion of the subdivision of Zone 1 required for the stratigraphic / structural analysis of the Demster Structural Zone (Figure 2.5I-8). Northwestward, toward Nine-Mile Point, the upper part of Zone 1 becomes increasingly shaly, presumably reflecting basinward facies change within the rock unit. Correlations of boreholes to the west (R-22, R-2 3, R-24, and R-25) and logs of Nine-Mile Point borings (314, L-1, L-4, L-8) (Appendix 2.5C) indicate that this change is accomplished through re-placement of siltstone and other intermediate rock types by dark-gray to black shale. Bedding thickness, bedforms, and the overall aspect of the lower part of the unit remain relatively constant throughout the site area. Oswego Sandstone - Zone 2 This zone conformably overlies Zone 1 and is overlain by Zone 3. With the exception of Boring R-6, where an anomalously thin section of 14 ft suggests an eastward thinning of the unit, Zone 2 is quite uniform in thickness, with a range of 25 to 38 ft and an average thickness of 29 ft. Zone 2 sandstones are gray, pale greenish-gray, or yellowish-gray, fine-to medium-grained, typically hard and slightly calcitic. A high per-centage, including thin beds in the upper shaly part of each cycle, are fossiliferous and commonly extremely fossiliferous. Bioclastic deposits are particularly evident at the base of thicker sandstones, associated with inclined lenticular bedding, relatively coarse sandstone matrix, ragged shale clasts, clay galls, and mud flasers. Many sandstones, up to 3 ft thick, are fossiliferous throughout; more commonly, they con-sist of several zones, alternately fossiliferous and barren. The upper, 2086 217 Amendment 1 2.5I-6 February 1979
NEW HAVEN more finely textured part of the thicker sandstones may be siltstone laminated, gradational through dark-gray or greenish-gray siltstone into black shale, or contain several planar, wavy, or broken shale laminae. Diagnostic criteria for Zone 2, in addition to its stratigraphic po-sition, are:
- 1. sandstone-shale couplets;
- 2. washout structures;
- 3. current-bedded bioclastic deposits.
The Zone 2/ Zone 3 boundary is placed at the top of the highest
- prominently fossiliferous cycle in this sequence.
Oswego Sandstone - Zone 3 This unit consists of a sequence of strata with neither the fossili-ferous aspect of Zone 2 nor the burrowed aspect of Zone 4. It has no uniquely diagnostic features, but is defined mainly by its stratigraphic position and the absence of bioclastic and bioturbated bed forms. Given a section in which Zones 2 and 4 are recognizable, Zone 3 becomes map-pable. Zone 3 is lithologically similar to Zone 2, consisting mainly of gray to greenish-gray, fine-grained, hard sandstones and black shales, with a sandstone-shale ratio of about 1.5. Bedding and other sedimentary structures are as described for Zone 2, with the exception of features relatable to channel formation which are relatively uncommon in Zone 3. The definition of the base of this zone is approached from down section by determining the top of Zone 2. Oswego Sandstone - Zone 4 Zone 3 is overlain conformably throughout the' site area by Zone 4, a sequence of thin- to medimm-bedded strata identified on the basis of its bed forms and biogenic structures. Zone 4 is overlain by Zone 5, and the Zone 4/ Zone 5 boundary, marked by pronounced changes in bedding properties and sandstone shale ratios, is considered a highly reliable and readily mappable marker horizon. It is the most thoroughly doc-umented boundary at Nine-Mile Point where the contour pattern is based on the examination of lake shore outcrops, the core from 15 boreholes, and the reinterpretation of published logs (Patchen, 1966 and Dames and Moore, 1978). The Zone 4/ Zone 5 boundary is a broadly undulating conformity, as shown in Figure 2.5-16. Zone 4 consists mainly of very thin- to medium-bedded cyclic repetitions of sandstone, siltstone, and shale. Bedding thickness and the cyclicity set this sequence apart from Zones 3 and 5. Zone 4 sandstone-shale ratios generally lie between 1.0 and 2.0, a range similar to that of Zone 3 but considerably less than the majority of Zone 5 ratios. Ad-ditionally, the prevalence of burrowed strata and indistinct lithologic Nmendment 1 2.5I-7 February 1979
)bbb
NEW HAVEN boundaries make this unit identifiable even out of stratigraphic con-text. Because of its distinctive association of properties and high stratigraphic position, Zone 4 provides reliable stratigraphic control at relatively shallow depths. Oswego Sandstone - Zone 5 All strata between the top of Zone 4 and the base of the glacial de-posits are designated as Zone 5. This unit lies conformably upon Zone 4, and the boundary is a reliable marker horizon; Figure 2.5-15 shows the boundary configuration. Figure 2. 5-17, drawn on a 5-ft contour interval and based on closely-spaced control points, demonstrates the detailed configuration of the Zone 4/ Zone 5 interface. This expression of the external form of Zone 5 is entirely consistent with its internal geometry as seen in the site Trench I (Appendix 2.5H and Figure 2.5-33), the few scattered exposures (Figure 2.5-9), and an extensive core record. Basically, Zone 5 is a sequence of thick to massive sandstone units ranging in color from dark greenish-gray through pale greenish-gray and pale gray to white, and texturally from fine to medium grained. The darkest colored units are the most silty, the softest, and the least calcitic, while pale-gray and white sandstones tend to be medium grained, hard to very hard, moderately calcitic, and cross stratified. Detailed descriptions of Oswego Sandstone Zones 4 and 5 are included in Section 2.5.1.2.2.4. The principal aspects of the stratigraphy of the site area and their implications for its geologic history are discussed in PSAR Section 2.5.1.2.2.5. 2.5I.3 Stratigraphy and Structure, Trench II Area 2.5I.3.1 Introduction The relatively steep eastern limb of the southwestward-plunging Demster Point anticline, from the ' crest' southeastward to points where the strata are nearly horizontal, was recognized early in the investigations as a linear zone of considerable stratigraphic displacement and possible faulting. Eventually, a relatively narrow zone of pronounced flexure, brittle deformation, and secondary mineralization was located through a combination of cored borings and geological data. The configuration of the Demster Beach anticline and position, trend, and extent of the fault zone on its eastern flank are shown on Figures 2.5-9, 2.5-13, and 2.5-13A. Structure contour maps (Figures 2.5-14, 2.5-15, and 2.5-16) indicate the amount of stratigraphic displacement attributable to broad folding between any two control points along the flank of the anticline, as well as the distribution of stratigraphic units affected by subsequent erosion of the fold. Initially, the limits of the Demster Structural Zone were reconstructed on sections, solely on the basis of data derived from the R- and P-borings; additionally, the dip angle and dip direction of the fault zone were defined through analysis of sedimentary and tectonic structures in the core. Subsequently, a 240-ft excavation 2086 219 Amendment 1 2.5I-8 February 1979
NEW HAVEN (Trench II) exposed the bedrock across the zone of intense deformation, the Demster Structural Zone (Figure 2.5I-4), in order to determine the origin and structural style of folding / faulting; the date of the tectonic event; the relationships between faulting and broad folding; and the amount of stratigraphic displacement due to faulting. Trench II also provided an opportunity to investigate the conditions of surficial deposits overlying the faults in bedrock. 2.5I.3.1.1 Excavation - Mapping The trench study entailed profiling the surficial units, mapping the bedrock floor, profiling rock pit walls, mapping rock pit floors, col-lecting samples for petrographic and radiometric dating, and cored borings for stratigraphic correlations. Field investigations were carried out in the trench from June 28, 1978 to September 25, 1978. Trench II and associated borings were located approximately 9,000 ft northwest of the station site at a point immediately east of the Demster Beach Road (Figures 2.5I-l and 2.5I-4). The dimensions and orientation of the excavation and location of rock pits are shown on Figure 2.5I-5. Peter Kiewit Sons' of Omaha, Nebraska were contracted to excavate the trench, and to prepare and maintain the trench walls, bedrock floor, and rock pits for mapping. A Caterpillar 235 hydraulic backhoe with 1-3/8 cubic yard bucket was used for the heavy excavation of the trench and Rock Pit I. A rubber-tired, Case 580, front-end loader / backhoe with a blade welded to the bucket teeth was used to scrape the overburden debris off bedrock surface. The rock surfaces to be mapped / profiled were finally cleaned with a pneumatic / hydraulic blow pipe. All phases of the excavation and cleaning were carried out under the direct supervision of a geologist. Surveyors flagged stationing and constant elevation lines on the trench walls for profiling. All features plotted were then located with a 6-ft rule and sketched on cross section paper at a scale of 1 in to 4 ft. The walls of the rock pit were similarly profiled on a 1-in to 1-ft scale. The trench floor was mapped at a scale of 1 in to 1 ft using surveyed stations on the centerline, and a 10-ft by 10-ft board and string grid. The floor of Rock Pit I was mapped from surveyed stations along its centerline; features were located with a 6-ft rule and scaled at 1 in to 1 ft on cross section paper. 2.5I.3.1.2 Geological Studies - Overview Excavation of Trench II enabled an evaluation of mechanism, cause, style of deformation, and age of movement on the northeast-trending Demster fold / fault structures. The delineation of this structural feature by the site area geological investigations is briefly outlined in Section 2.5.1.2.3. The bedrock in the exposed excavation also was mapped in detail along with the overlying surficial deposits. Geochemical / petrographic sampling were an adjunct to the mapping. The trench excavation and ancillary studies on the fold / fault zone were carried out to ascertain whether the tectonic features could be considered capable in accordance with the criteria of 2086 220 Amendment 1 2.5I-9 February 1979
NEW HAVEN Appendix A, 10 CFR, Part 100. Trench II was located on the R-1/R-2 boring alignment due to the initial subsurface control provided by Borings R-1, R-2, R-9, R-10, R-ll, R-12, and R-18, a minimal thickness of overburden, and ease of access. Borings R-27 through R-29 were completed subsequent to mapping of the trench and provided additional data on the subsurface structural features and stratigraphy (Figure
- 2. 5I-5) . Trench exposure of surficial deposits indicated no young movement of faults. Areal boring data demonstrate that offset due to faulting, decreases to the southwest (Figures 2.5-14 through 2.5-16).
Furthermore, the additional bcrings indicate that the three southwest-plunging folds delineated appear to continue beyond the site area (Fig-ure 2. 5-9) . The centerline of the trench is on a 1330 azimuth which is essentially perpendicular to the fold / fault zone trend and the areal / regional structure contours (Figures 2.5-14 through 2.5-16, and 2.5I-2). Sec-tion 3.5I.1.2 describes the various investigative methods undertaken in the imeediate trench vicinity. Detailed stratigraphic, structural, petrologic, geochemical, and sur-ficial data compiled on the structural features exposed in Trench II indicate that the Demster Structural Zone consists of old Paleozoic structures and represents no hazard to the station site. 2.5I.3.2 Surficial Geology Trench II 2.5I.3.2.1 Description of Surficial Units The thickness of the surficial deposits exposed in the walls of Trench II range from 9 to 18 ft. Three major surficial units occur throughout the two walls of the trench (Figure 2.5I-6). Lodgement till overlies bedrock throughout the trench and is overlain by either ablation till and/or lake sediments. Topsoil for the most part was stripped prior to exca-vation. Lodgement till occurs as the basal Pleistocene unit throughout the length of Trench II (Section 2.5.1.2.4.1, genetic description). The till ranges from 1 to 12 ft thick. Typically, it is very dense, gray, gravelly, coarse to fine sand, and sandy gravel, with up to 5 to 10 per-cent silt, and cobbles and boulders to 3 ft. Throughout the trench, the till fabric is random. The aggregate of the lodgement till is precandnantly subangular frag-ments of dark gray siltstone and gray sandstone. These fragments are locally derived from the Pulaski and Oswego formations. Pe bbles of exotic lithologies (crystallines, carbonates, and red sandstone) make up a minor percentage of the aggregate. On the northeast wall of the trench at Station 8+60, the till has a fine gravel / coarse to medium sand matrix (Figure 2.5I-6). A relatively high groundwater inflow and minor slope collapse occurred when this coarse matrix till was encountered during excavation. 2086 221 O Amendment 1 2.5I-10 February 1979
NEW HAVEN From Stations 9+30 to 9+80 on the southwest wall, two distinct textures are exposed in the lodgement till. Above Elevation 275 approximate, the till has a plastic silt matrix. Below Elevation 275, the till has the typically coarser matrix described above (Figure 2.5I-6). On the southwest wall from Stations 10+15 to 10+40 below Elevation 270, the lodgement till is oxidized to a brown color. The matrix of the oxidized till is somewhat coarser, and likely this coarseness allowed greater groundwater circulation and consequent oxidation (Figure 2.51-6). Ablation till up to 8 ft thick discontinuously overlies lodgement till (Section 2.5.1.2.4.1, genetic description). This till occurs on the southwest wall from Stationa 8+00 to 8+75 and Stations 9+80 to 10+40, and on the northeast wall from Stations 9+85 to 10+30 (Figure 2.5I-6). Ablation till is typically yellow-brown, locally light gray, gravelly coarse to fine sand, and coarse to fine sandy gravel, with about 5 per-cent silt, cobbles, and boulders to 2 ft. Texture is distinctly looser than that of a lodgement till. The aggregate is more rounded, iron stained, and contains a markedly greater percentage of exotic lithol-ogies such as crystallines, carbonates, and red sandstone. The fabric of the ablation till is random. Lake sediments discontinuously overlie ablation or lodgement till in deposits up to 8 f t thick (Section 2.5.1.2.4.1, genetic description). Along the northeast wall of the trench, lake sediments occur contin-uously. On the southwest wall, they occur from Stations 8+00 to 8+05 and Stations 8+25 to 9+40 (Figure 2.5I-6). Lake deoosits are typically gray to yellow-brown, thinly laminated, plastic clay, silt, and minor very fine sand. Stratification becomes indistinct toward ground sur-faca. In most areas near the surface, the lake sediments become a mottled yellow-brown, light gray, plastic silt containing acts. Ag-ricultural work has disturbed the uppermost sediments. On the northeast wall, Stations 8+60 to 9+70, distinct color and gra-dational textural changes were delineated within the ',tke sediments (Figure 2. 5I-6) . Overlying lodgement till is up to 5 ft of thinly-laminated, gray, plastic clay and silt with minor, very fine sand. These sediments contain abundant ice rafted pebbles, cobbles, and boulders. The gray lake sediments are overlain by yellow-brown, stra-tified, plastic silt. The percentage of pebbles and cobbles steadily decreases toward ground surface. 2.5I.3.2.2 Results of Surficial Investigations The detailed profiling of the surficial deposits exposed in Trench II revealed no disturbance of the Pleistocene units overlying the bedrock structures (Figure 2.51-7). The lodgement till was closely examined at the rock /till interface above the faults mapped on the trench floor for any fabric that might indicate evidence of movement in the surficial units. The till fabric was random, and the bedrock surface was smooth over the mapped faults (Figure 2.5I-7). 2086 222 Amendment 1 2.5I-ll February 1979
,,' 3
' i UE "A # .\ ;
The lodgement till was probably deposited during the latest Wisconsinan ice advance 22,000-13,000 y.b.p.; .nis ccrrelates with other regions of New York (Muller, 1965; Coatec at al, 19713 Frya et al, 1968)s Nearby the site area at Nine-Mile Point, tills are probably of I>orn Huron stage, some 12,900-12,000 y.b.p. according to Dames & Moete (1978) and Fullerton (1971). .
~
A pair of distinct sil' laminsa occur continuously near the base of the lake sediments. These!1aminae are exposed on the northeast wall of the trench from Stations 8-35 to 9+80 and are undisturbed (Figure 2.5I-6). The laminae follow the topography of the lodgement till on which the , laminae were deposited. They are locally contorted where draped over cobbles or boulders or where ire rafted material settled (Figure 2.5I-7) . These laminae were probably depositel in. prog 3acial Lake Iroquois that inundated the area 12,500 to 10,500 y.'9 p (Wayne and Zumberge,1965;, Karrow et al, 1961). , The Demster Structural Zenc has not disturbed the overlying Pleistocene deposits exposed in Trench II, 2.5I.3.3 Bedrock Stratigraphy - Oswego and Pulaski Formations The stratigraphy in the Demst's.r Structural Zone was determined by a sequential evaluation of data derivel from 12 site area regional borings, five percussion borings, and Tren0n II. The locations of the borings and trench are shown on Figures 2.SI-4,.2.5I-8, and,2.511-10., As the Oswego-Pulaski boundary was .fdrind 'to te the only predetermit:cd mappable horizon to span the structure, the stratigraphic section was fu,Tther subdivided to provide additiona'l'narker horizons fcr use in determination of the style of the structure (Figures j2.5r-9 and 2.5I-11) . The key unit in the analysis is Oswo;o Sandstone Zone 1 (Section 2.5 C.2.4) , which was subdivided, on the basis of lithologic and bedding caaracteristics and gamma log patterns, into five sub-zones, Units G, F, D/E, A/C, and B. The total stratigraphic sequence explored in the Demster ~ Structural Zone consis.ts of the following units, in order of increasing stratigrephic position. 2.5I.3.3.1 Pulaski Shale The Pulaski-Oswego boundary and unoarlying Pulaski Zhe.le were penetrated in all borings drilled to delineate the Demster Structural Zone (Fig-ures 2. 5I-l and 2. 5I-3) . Somewhat further to.the northaast, the Pulaski Shale is exposed beneath the till (Figure 2.5-14) and 15 a partial source of the gray lodgement tall present in Tr(nch 31. Ilth'ologically , the Pulaski Shale encountered in thelfault -iniestigations coaforms to , the description given in Section 2.5I.2.2.3 for the site area.
\ W '
c
. \ , i t
2086 221', , y t Amendment 1 ' 2.51-12 7ebruary 1979 j
\
NEW HAVEN 2.5I.3.3.2 Oswego Sandstone - Zone 1, Unit G The very basal strata of the Oswego Sandstone, immediately underlain by the Pulaski Shale and overlain by the relatively massive beds of Unit F, are desigaated Oswego Sandstone - Unit G. This interval, with an aver-age thickness of 10 ft, comprises a very thin- to medium-bedded sequence of greenish-gray, fine-grained, non-fossiliferous sandstone; dark greenish-gray to dark gray siltstone; and dark gray to black platy shale. Slump structures involving all three rock types are common, and are closely related to the occurrence of siltstone, as they are through-cat the Oswego section. The siltstone-slump structure association is particularly well-developed alc ; the boring alignment of R-5/P-2. Unit G sandstones typically are thinly laminated, except at their base; locally they are cross-laminated, shale clast-bearing, pale gray and medium grained, or ripple-marked. Unit G shales are mainly platy, soft, and commonly contain sandstone lenses and load tructures. The base of Unit G in most borings is a medium to thick sandstone bed; the top of the unit is the uppermost shale of this relatively thin-bedded sequence. Unit G is moderately radioactive, and appears on the gamma ray log as a series of peaks of intermediate to low value. The distinctiva responses of the underlying and overlying units are ade-quate, in most instances, to delineate Unit G (Figures 2. 5I-9 and 2. 5I-11) . 2.5I.3.3.3 Oswego Sandstone - Zone 1, Unit F Unit F consists of about 20 ft of thick-bedded to massive sandstone with a distinctive gamma ray log signature, and is the most prominent sand-stone interval below the base of Oswego Sandstone - Zone 5. Accordingly, it is readily identifiable in both core and in outcrop. Unit F immediately underlies the lodgement till a short distance northwest of the fault zone, as in Boring R-9; the unit has been completely eroded along the
' crest' of the Demster Beach anticline, but crops out at Duell's sawmill and at Pleasant Point.
The sandstone in this interval is mainly pale greenish-gray to pale gray, fine-grained, and relatively structureless, but ranges to dark greenish-gray and very fine-grained locally. Subordinate lithotypes include dark-gray silty shale, olive clay shale, dark greenish-gray siltstone, and white, medium-grained sandstone. These occur as laminae to thin beds and typically are in gradational contact with the pre-dominant greenish-gray sandstones. Changes in mode of deposition or the nature of available detritus are commonly reflected in planar reactivation surfaces across which relatively subtle changes in texture and composition are apparent. A typical Unit F cycle begins at an intercalation of siltstone or shale, or at a reactivation surface; its base consists of fine- to medium-grained sandstone containing small intraclasts of the underlying rock type. The sandstone bacomes increasingly darker in color and more prominently laminated upward, and grades through interlamination or 2086 224 Amendment 1 2.5I-13 February 1979
NEW HAVEN decreases in grain size into a siltstone- or sandstone-laminated silty shale. Alternatively, the cycle may terminate at a reactivation surface. Unit F appears on the gamma ray log as a pattern of low values bounded by prominent shale peaks. The base of the upper shale and the top of the lower shale are the limits of this unit.
~
2.5I.3.3.4 Oswego Sandstone - Zone 1, Unit D/E The relatively massive sandstone of Unit F is overlain by a medium- to thick-bedded alternating sequence of gray to greenish-gray, fine-grained, hard sandston~s and black to greenish-black silty shales to shaly silt-stones; olive clay shales and dark greenish-gray siltstone are sub-ordinate lithologic types. The total unit has a thickness comparable to that of Unit F, and an overall sandstone-shale ratio of about 2:1. In general, shale is more prevalent in the lower part of the interval, and is replaced upward by sandstone. The uppermost thick bed of sandstone (Sandstone D) is a persistent stratum, appearing on both detailed cross sections (Figures 2.5I-8 and 2.5I-10). Sandstones in this interval tend to be thi.nly-laminated to cross-laminated, and to grade upward into silty shale. Thin, wavey, bedded zones of shale clasts and bioclasts occur at several levels but tend to be con-centrated within the upper one-half of the unit. Syngenetic pyrite is fairly common, and occurs in many of the sandstones as minute spherules. The gamma ray response of Unit D/E is bounded by very prominent shale peaks, and includes an upper (sandstone) region of low values. The unit extends from the base of the lower shale to that of the higher shale, and thus appears to span the boundary between two major cycles of sedi-mentation. 2.5I.3.3.5 Oswego Sandstone - Zone 1, , Unit A/C This unit consists mainly of dark gray to black, pyritic platy shales and shaly siltstones with intercalations of greenish-gray, fine- to very fine-grained, thinly-laminated sandstone occurring as laminae, narrow lenses, and thin to very thin, but remarkably persistent, beds. Micro cross-lamination and minute shale flasers and intraclasts are apparent within these sandstone intercalations, and small-scale sandstone load structures, pyritized fossils, and slumped bedding are common in the shales. A thick bed of fine- t medium-grained, cross-stratified, fossiliferous sandstone is prominent a few feet above the base of the shaly sequence, and in Trench II a second potential key bed (Sandstone A) occurs within the sequence about 5 ft from its top. Unit A/C is intact southeast of the fault zone, mainly preserved within the disturbed zone, but is absent in Boring R-9 a short distance north-west of the fault zone. Similarly, along the southern line of section, all but the basal few feet of this scquence have been removed by erosion at Boring R-5. In general, this unit crosse the fault and was a key marker in determining its structural style. Unit A/C has been eroded from the crest of the broad fold as far west eard as Pleasant Point (Boring R-21) . r 2086 223 Amendment 1 2.5I-14 February 1979
NEW HAVEN on gamma ray logs, this unit appears as a pattern of moderate to 'igh values bounded above and below by the pronounced reflections of tne Sandstone D and the overlying sandstone descrined below. 2.5I.3.3.6 Oswego Sandstone - Zone 1, Unit B Unit A/C is succeeded conformably by a thick sandstone-shale couplet constituting the top of Oswego Sandstone Zone 1 in the Demster Struc-tural Zone. This couplet, Unit B, is overlain in turn by the basal strata of Oswego Sandstone - Zone 2. On a local scale, as seen in Trench II, the boundary is unconformable, with the lenticular Zone 2 sandstones incised to various depths below the top of Unit B. For the most part, the upper shaly section of the unit has becn destroyed, and the Zone 1/ Zone 2 boundary is a sandstone-to-sandstone relationship. Boring R-14 contains the complete unit. The base is a thick to very thick bed of greenish-gray, fine-grained sandstone, apparently struc-tureless at the base, which becomes progressively darker in color and thinly-laminated upward. Planar reactivation surfaces and associated small intraclasts are minor exceptions to the graded aspect of the unit. The top of the sandstone is dark gray, very thinly-laminated, and silty, and is overlain by a prominent zone of black shale and shaly siltstone with sandstone slump structures in its upper part. The gamma ray sig-nature of Unit B is not distinctive and of very little value as an identifier in the absence of core. 2.5I.3.3.7 Oswego Sandstone - Zone 2 Zone 2 overlies Zone 1 conformably on the scale of the site area, as indicated by the relatively constant thickness of both units. Locally, the top of Zone 1 (Unit B) has been partially removed, but stratigraphic relationships observed in Trench II indicate that the magnitude of the unconformity is very small, and certainly less than 5 ft. The complete Zone 2 section was exposed in Trench II, measured and described (Fig-ure 2.5I-9), and found to be quite similar in thickness, internal ge-ometry, and lithology as the Zone 2 section described from cored borings for the site area (Section 2.5.1.2.2.4). 2.5I.3.3.8 Oswego Sandstone - Zones 3, 4, and 5 With the exception of the few ft of Zone 3 exposed at the southeastern end of Trench II (Figure 2.5I-8), these upper-Oswego strata are absent. 2.5I.3.4 Structure Trench II 2.5I.3.4.1 Introduction The trench floor and rock pit excavations were mapped at a scale of 1 in equals 1 ft (Section 2.5I.3.1). Geological details of the trench floor and rock pits are shown on Figures 2.5I-5, 2.5I-6, 2.5I-13, 2.5I-14, and 2.5I-16. Additional subsurface control subsequent to bedrock 2086 226 Amendment 1 2.5I-15 February 1979
NEW HAVEN mapping was provided by Borings R-27, R-28, and R-29 as shown on Pig-ure 2.5I-12. Detailed bedrock mapping encompassed the entire trench floor from Stations 8+00 to 10+40. Faulting exposed in the trench is not a single structural break, but a zone of deformation approximately 70 ft wide. Mapping and stratigraphic correlation indicate that this zone is characterized by tight to broad, eastward-verging, asymmetric, locally-overturned folds; flexural slip; reverse faulting; normal faulting; and associated drag folding. Structural and stratigraphic relationships show that the deformation resulted from at least two phases of essentially contemporaneous move-ment. These phases consist of an initial stage of folding and reverse faulting fcilowed by a stage of relaxation and normal faulting. Over-all, the sense of reverse movement is discernable, particularly in cross section (Figures 2. 5I-5, 2. 5I-8, and 2.5I-10). Stratigraphic correlation and crosscutting structural elements indicate that the last stage of movement was normal displacement (Figures 2.5I-5 and 2.5I-22). The entire 240-ft exposure of bedrock in the trench is affected by areal folding or fault / fold deformation of this two-phase movement. Resultant bedrock deformation, in and adjacent to this exposed zone of intense deformation, is principally due to areal folding and not faulting (Fig-ure 2. 5-13) . Thus, the observed gentle bedding dips (20-100SE) reflect the areal structural dip and not the regional homoclinal dip referred to in Section 2.5.1.2.2.1. Dips in the trench area average 2 0-10 0SE and represent the southeast limb of a southwest-plunging asymmetric anti-cline (Figure 2.5-14). The most intense zone of deformation and area of maximum fault movement in the trench is approximately 70 ft wide between Stations 8+78 and 9+48. This zone of deformation and movement is bracketed by steeply northwest-dippil.g normal faults at Stations 8+78 and approximately 9+48 (Fig-ures 2.5I-5 and 2.5I-8); strike and dips of these faults are N750E, 780 NW and N450E, 80 0NW, respectively. Initial subsurface delineation of the structural zone was provided by inclined Boring R-12 which crosscuts this zone from 94 to 173 ft down-hole (Appendix 2.5C). Additional subsurface control was provided by Borings R-9, R-10, R-ll, R-18, R-27, R-28, and R-29 (Figure 2.5I-8). Boring data coupled with Trench II and rock pit structural data indicate that the major stratigraphic offset is due to the broad, areal, southwest-plunging, asymmetric folds ar.d not to faulting. Specifically, along the R-2/R-1 bcring alignment (Figure 2.5-13), the elevation differential of the Oswego /Pulaski contact between Borings R-2 and R-8 is approximately 120 ft; similarly, the stratigraphic offset between Borings R-9 and R-11 is 80 ft. In both of these instrnces, the elevation differential is of a reverse sense with the Oswego /Pulaski contact higher to the northwest. 2086 227 O Amendment 1 2.5I-16 February 1979
NEW HAVEN Stratigraphic offset between Borings R-29 and R-27 is approximately 6 ft @ (Figure 2.5I-8). The true sense of this offset is not determinable due to the intervening folding. However, based on subsurface data (Fig-ure 2.5I-8), the offset appears to be of a reverse sense. Offset across the main fault zone exposed in the trench floor is approximately 12 to 15 ft of normal movement. Offsets along the R-5/P-2 boring alignment (Figure 2.5I-10) indicate the same type of structural features and styles of displacement. However, lack of bedrock control lbmits the subsurface interpretation. Delineation of the structural zone on the R-5/P-2 boring alignment (Figure 2.5I-10) was provideG mainly by Boring R-14, which crosscuts the fault zone from 202 ft to 246 ft downhole. Also, Boring R-13 was collared in intensely brecciated and gouged strata but entered unbroken rock at a depth of 84.3 ft downhole. Data from these two borings indicate that the fault zone dips approximately 73 northwestward. Additional sub-surface control was provided by Borings R-5, R-17, and P-2. The boring data indicate an elevation differential of 94 ft on the Oswego /Pulaski boundary between Borings P-2 and R-5; most of this elevation differential occurs northwest of the fault zone. This major offset is due to broad folding with the Oswego /Pulaski boundary higher to the northwest as on the R-9/R-ll boring alignment (Figure 2.5I-8). Stratigraphic offset between Borings R-14 and R-13 shows approximately 19 ft of reverse displacement. An exact amount of offset at the fault plane is somewhat uncertain due to complex folding in the fault zone, as determined from the dip analysis (Figure 2. 5I-17) . The offset, however, appears to be approximately 10 ft with the northwest side down. Detailed mapping indicates the bedrock structures exposed in Trench II can be subdivided into three small-scale structural domains for descrip-tion and analysis. These domains are delineated on the basis of deforma-tion style and structural elements. The southeast domain, Stations 9+48 to 10+40, is characterized by steeply southeast-dipping, Zone 2 strata grading to gentle, southeast-dipping, Zone 3 strata. No faults or folds are observed in the southeast domain. Joints and minor bedding plane slips are the only structural elements recognized, besides the partial limb of the main fold. The joint pattern consisting of rive joint sets is plotted on Pi-diagrams shown on Figure 2.5I-21. The central domain bounded at Stations 9+48 and 8+78 by faults with normal movement consists of intensely-fractured, faulted, and folded strata (Zone 1 and two minor amounts of Zone 2). This domain shows the greatest amount of deformation exposed in the trench and characteristically, exhibits bedding plane gouge, flexural slip, folding, and faulting. The northwest domain, Stations 8+78 to 8+00, consists of gentle, south-east-dipping, Zone 1 strata. Small-scale reverse faulting and joints are the predominant structural elements. The joint pattern in this domain is shown on Figure 2.5I-6. Bedding dips recorded in all three structural domains reflect the areal southwest-plunging fold, and appear in cored boring data to continue northwestward to about Boring R-2. 2086 228 Amendment 1 2.5I-17 February 1979
NEW HAVEN 2.5I.3.4.2 Southeast Structural Domain The southeast structural domain extends from Stations 9+48 to 10+40 and exhibits deformation resulting from folding and reverse faulting in the central structural domain. However, no faults or folds occur within this domain. Geological details of the trench floor are shown on Figure 2.5I-6. Mapping shows that from Stations 10+40 to 10+20, Zone 3 strata are low-lying sandstones and shales which exhibit an areal structural dip of 20-60SE. Section 2.5I.2.2.4 gives a detailed description of Zone 3 strata. Joints are well developed, mineralized with calcite, and stained with iron oxides that impart a distinct coloration to the bedrock. Joints are invariably parallel to the main N45 E 0 fault structure and the areal folding trend (Figure 2.5I-21). Between Stations 10+20 and 9+98, Zone 3 strata increase in dip to 60-15 SE. Steepening in the areal structural dip from the observed 20-60SE is related to folding and subsequent reverse faulting (Figure 2. 5I-5) . At Station 9+98, Zone 3 strata change to shales and fossiliferous sandstones of Zone 2. The lithologic aspects of Zone 2 and details of the sedimentological cri-teria for this stratigraphic division are discussed in Section 2.5I.2.2 (Section 2.5I.2.2). Zone 2 strata exposed between Stations 9+98 and 9+51 increase in dip from 150-30 SE.0 Both jointing and the amount of calcite mineralization increase in frequency. Shales and siltstones in this area are intenself jointed and disintegrate rapidly when exposed. Fractures and joints primarily develop along bedding planes with cross joints subordinate (Figure 2.5I-6). Calcite and associated minor sulfides (pyrite, marcasite, sphalerite, chalco pyrite, and galena) are preferentially developed in sandstones and to a lesser extent in silt-stones; shales are invariably barren of calcite. Details of sulfide textures, paragenesis, and occurrence are described in Section 2.5I.4.4. The Zone 1/ Zone 2 contact at Station 9+51 is marked by the occurrence of marker Bed B, a thick bedded sandstone finely laminated at the top. This bed dips 350SE. Subsurface data from Borings R-27 and R-12 combined
.th the Trench II exposure indicate that the underlying strata strike uniformly N45 0E. Between Stations 10'40 and 9+48, structure contours (Figure 2.51-5) show a similar str .4e on an areal scale. This bedding strike and dip are at variance with the reported regional dip for this part of New York State (Broughten et al, 1966; Patchen, 1968; and McCann et al, 1968). Deviation in trend and dip are due to the low amplitude, southwest-plunging folds outlined by the structure contours on Figures 2.5-14 and 2.5-15.
2.5I.3.4.3 Central Structural Domain 2 The geology and structure of the central structural domain (Stations 9+48 to 8+78) are shown on Figures 2.5I-6 and 2.5I-13. This domain exhibits two phases of faulting, with one phase post-folding of Demster Beach anticline. The principal feature of this domain consists of the main fault zone, between Stations 9+48 and 9+45, that exhibits the maximum amount of movement. Boring R-12 intersects this fault zone at a depth of 173 ft downhole which results in a strike of N450E, and dip of 700NW. Amendment 1 2.5I-18 February 1979
NEW HAVEN Stratigraphic correlation (Zone 1/ Zone 2 boundary, Figure 2.5I-6) and structural data (drag folding Rock Pit I, Figure 2.5I-14) indicate that at least two fault movements ~have contributed to this gouge and breccia development. Based on field data, the fault movement along this zone consists of an initial reverse faulting phase with associated eastward-verging folds and northeast plunge followed by normal faulting (Figures 2.5I-6, 2.5I-8, and 2.5I-22). Bedding plane gouge and intense fracturing are abundant throughout the central structural domain. The main fault zone (Stations 9+45 to 9+48) is characterized by two distinct areas of gouge and breccia. The breccia is approximately 1-ft wide and consistently associated with the footwall. The breccia consists of angular fragments of sandstone with minor shale cemented in a coarse matrix of sandstone and minor calcite. Pyrite is common as dissemin-ations and rarely as veinlets. Northwest of the breccia is approximately 2 ft of gray, very plastic, calcareous, clayey silt gouge. The gouge appears to be essentially derived from shale with a few brecciated sandstone fragments. Separating the breccia from the gouge is a locally discordant " vein" or band of pink sandy silt approximately 1-in wide exposed in Rock Pits I and II. The possible source, derivation, and emplacement of this material are discussed in Section 2.5I.3.4.6. Due to normal movement along the main fault, folded Zone 2 strata are exposed on the northwest adjacent to the fault zone. If only reverse movement had taken place, Zone 2 strata would not be preserved here. Bedding dips are 40 -50 SE with flexural slip and bedding plane gouge well developed. Fossiliferous sandstone beds are intensely fractured with vein and joint mineral assemblages of calcite, pyrite, and minor sulfides. At Station 9+38, the Zone 1/ Zone 2 contact is exposed and marked by the occurrence of marker Bed B which exhibits intense fracturing and calcite mineralization. Cropping out between Stations 9+38 and 9+21, Bed B is folded into a broad, northward-plunging, asymmetric anticline. The fold axis strikes approximately N400E and plunges 14 NE. 0 Ihe core of the fold exhibits prominent, closely-spaced, fracture cleavage mineralized with calcite and minor sulfides. Rock Pits I and II (Figures 2.5I-14 and 2.5I-16) expose this folding with an axial plane dip of 600NW. At Station 9+24, the shallow limb of this fold is truncated by a near-vertical normal fault manife sted by intensive brecciation and calcite mineralization. Movement along the N450 E striking fault is normal with the southeast side upthrown approximately 3 ft. Between Stations 9+21 and 9+12, the Zone 1/ Zone 2 boundary is folded into a horizontally-plunging, asymmetric, eastward-verging syncline which results in an inlier of Zone 2 fossiliferous strata. The northwest limb of this syncline becomes the steeply-dipping, locally-overturned, south-east limb of an asymmetric, eastward-verging, northwest-plunging anti-cline. The hinge of this fold is exposed at Station 8+91. The fold axis plunges 40 to the northeast. The asymmetry and the brittle nature of this folding are shown on Figures 2.5I-14 and 2.5I-15. Marker Bed A further demonstrates the brittle folding. Flexural slip and bedding 2086 230 Amendment 1 2.5I-19 February 1979
NEW HAVEN plane gouge are prominent on both limbs of this fold and locally small-bedding thrusts offset the strata. The northwest limb of this fold exhibits shallow dips which are subsequently offset by a N76 E,0400-700NW normal fault. Maximum movement is 2.5 to 3 ft with northwest-side downthrown. Boring R-32 intersected this fault approximately 141 ft downhole. The fault deformation in core consists of brecciated sandstone and gouge. In Trench II, this faulting approximates the northwest limit of the maximum deformation associated with tight folding and faulting. Fracture spacing is close and results in rapid mechanical deterioration of siltstone and shale. Joints are of a different pattern from those in the southeast domain and reflect the fold / fault deformation and the regional joint sets. Joints developed in this zone and observed in core are complex. Details of the joint sets are shown on Figure 2.5I-20 and described in Section 2.5I.3.4.7. 2.5I.3.4.4 Northwest Structural Domain The northwest structural domain occurs from Stations 8+78 to 8+00 in the trench and extends westward as shown on Figures 2.5I-4 and 2.5I-6. This structural domain exhibits very minor reverse faulting, jointing, and an areal dip of 70-8 0SE. The udnor reverse faulting is exposed on the trench floor and in Rock Pit I at Stations 8+52 and 8+42, respectively. Subsurface correlation with Boring R.-12 indicates this fault was inter-sected at 94 ft downhole. The northwest structural domain exhibits the least amount of deformation within the trench area and marks the southeast limb of the southwest-plunging fold. Jointing is prominent, but the frequency is markedly reduced compared to the other two structural domains (Figure 2.5I-6). Calcite and asso-ciated sulfide assemblages occur in minor fault zones. The top of Marker Bed A has a distinct surface coating of euhedral pyrite crystals which appear to be primary in origin (Attachment 3). Bedding dip analysis (Figure 2.5I-17) and a detailed examination of Boring R-18 core indicate a uniform southeastward dip to the strata. Northwest of Station 8+00, stratigraphic correlation coupled with dip data (Figure 2.5I-8) eliminate any significant faulting between Borings R-18 and R-9. Also, similar data indicate identical conditions between Borings R-9 and R-2 as shown on Section C-C' (Figure 2.5-13). The trench exposure and boring data indic-te t; ?* a similar structural zone does not occur westward within the limits of this domain. Addi-tional minor faulting is associated with the western limb of the Demster Beach anticline as revealed in the core of Boring R-25. 2.5I.3.4.5 Rock Pit I 2086 23i Rock Pit I was excavated 20 ft to the south of the Trench II centerline to provide a three-dimensional evaluation of the fold / fault deformation and allow sampling of geological materials for age analysis and observation Amendment 1 2.5I-20 February 1979
NEW HAVEN of any crosscutting mineralization. The strata exposed in Rock Pit I are essentially upper Zone 1 with minor inliers of Zone 2 strata. Rock Pit I exposes deformation of the central structural domain. Sec-tion 2.5I.3.1.1 details the excavation and mapping techniques utilized. Detailed geologic sections and floor maps of Rock Pit I (Stations 8+40 to 9+55) are presented on Figures 2.5I-14 and 2.5I-18. The excavated limits of Rock Pit I are primarily the central structural domain with limited vertical exposures of the other two structural domains. The principal structural features exposed in Rock Pit I are faulting and folding with associated fracturing. Vertical exposures demonstrate the brittle nature of this deformation. Specifically, fold hinges exposed at Station 8+85 exhibit 1/4-in to 6-in offsets in the shaly strata along the northwest-dipping axial plane (Figure 2.5I-15). Individual sand-stone layers also show offset, intense fracturing, and development of gouge at the fold hinge. The distinctly eastward-verging asymmetric style of the folding flattens out with depth. The tight nature of the fold becomes more open at Station 8+80 on the floor of the pit, and there is no apparent deformation on the fold hinge. Broader, more open anticlinal and synclinal folding occurs between Stations 9+45 and 9+00. However, the thickness and strength of sand-stone Bed B probably controlled this folding style. In any case, sub-surface projection (Figure 2.5I-8) indicates folding dies out signifi-cantly with depth and particularly within the massive Zone 1 sandstones stratigraphically below. From Stations 8+40 to 9+10, sandstone marker Bed A demonstrates the two phases of folding. Broad, open folding of the Demster Beach anticline accounts for the shallow 70-80SW dip exposed in Rock Pit I and on the trench floor from Stations 8+40 to 8+55. Boring data to the northwest (Borings R-9 and R-18) substantiate this dip (Figure 2.5I-8) . Marker Bed A, based on subsurface data (Boring R-ll), resumes a normal regional structural dip southeastward away from the folding and faulting seen in the trench floor and in Boring R-27. The second folding style (i.e., tight northeast-plunging asymmetric folds) is delineated by markers Beds A and B in Rock Pit I. Associated with the foldinc is well-developed axial cleavage at Stations 9+30 and 9+10 and fan cleavage at Station 8+85. Invariably, the fractured sandstone units are invaded by calcite veinlets with associated sulfide assemblages while the shaly units, although fractured, are barren of calcite. The second prominent structural feature exposed in Rock Pit I is faulting, both reverse and normal. The domina..t movement is normal with maximum offset exposed at Station 9+48. Faulting has developed 3 to 4 ft of gouge and breccia. Structural and stratigraphic relationships indicate this fault zone has undergone two stages of development: an initial reverse phase of undeterminable displacement and a final normal phase with approximately 7 ft of stratigraphic offset. The offset recognized 2086 232 Amendment 1 2.5I-21 February 1979
NEW HAVEN in Rock Pit II (Section 2.5I.3.4.6) is approximately 15 ft. Variation in offset to the northeast is directly related to the northeast plunge of the folded strata in the central structural domain. The gouge zone exposed in Rock Pit I is of greater width and apparently more widely developed than gouge exposed in Rock Pit II or the trench floor. However, detailed examination of the gouge and related beds indicate that the majority of the strata to the southeast of sandstone Bed B are in proper stratigraphic position, although intensely deformed. The boundary between the intensely-deformed shale and gouge is not distinct (Figure 2.5I-14) but appears to be at approximately Station 9+45. This zone of gouge and deformation was intersected by Boring R-12 at 173 ft downhole. Rock pit floor exposure (Figure 2.5I-14) is all gouge between Stations 9+42 and 9+48. The relationship of the data result in a dip of 700NW for the fault zone. Sandstones adjacent to the gouge zone are mineralized with epigenetic calcite and sulfide assemblages. Individual blocks and lenses of Zone 2 strata adjacent to the gouge are also mineralized. Calcite mineralization is rare or absent in deformed, fractured Zone 2 shale and the gouge. No dominant crosscutting calcite mineralization was found in the gouge or shale unit. Calcite mineralization fills fractures and joints in sandstone marker Bed B and intrudes the gouge and breccia zone at Station 9+42. This calcite veinlet, approximately 1/2-in thick, is part of a larger calcite vein system that invaded sandstone Bed B. Calcite mineralization extends approximately 3 in into the gouge zone (Figure Al-15B) . A thin section petrologic study and megascopic observations show no offset. Sectioned rock slabs of this veined sandstone (Figure 2.5I-19) suggest the following sequence of structural events on the basis of the offsetting relationships: (1) initial fracturing and development of gouge and breccia; (2) emplacement of gouge and breccia into open joints; and (3) displacement of gouge and breccia-filled joints by a younger calcite-mineralized joint set (Figure 2.5I-19 details this relationship). The exact time differential of the fracturing and filling events is not deducible. However, trench mapping and paragenetic sequences have established that calcite mineralization occurs with the last stage of deformation. Other normal faults occur at Stations 22 and 8+60. Both are steeply northwest-dipping faults that offset the shallow northwest limbs of folds. Stratigraphic offset is some 2.5 to 3 ft with the northwest side down. This normal faulting followed the phase of tight foli. 7g recognized in the central structural domain. 2.5I.3.4.6 Rock Pit II Rock Pit II was excavated along the toe of the northeast trench wall from Stations 9+48 to 9+15 to evaluate three-dimensional aspects of the deformation (Figure 2.5I-12) and to explore for crosscutting mineralization. The pit is located in the central structural domain and primarily exposes folding, flexural slip, and normal faulting. Drag associated with the Amendment 1 2.5I-22 February 1979 f 2080 z}
NEW HAVEN normal faulting is exposed on both walls at Station 9+25. The deformed (dragged) Zone 2 strata show minor small-scaled thrusts, flexural and bedding slip (Stations 9+40 to 9+47). Details of the geology and struc-ture of Rock Pit II are shown on Figurc 2.5I-16. Sandstone marker Bed B is folded into a tight, intensely fractured, northeast-plunging fold which is mineralized with calcite. The north-west limb of this fold is truncated by a later stage of normal faulting with stratigraphic offset of approximately 3 ft. The main fault zone is exposed between Stations 9+45 and 9+48 and consists of two distinct units, gouge and breccia. The gouge, located northwest of the breccia is composed of gray, calcareous, clayey silt up to 1-ft wide. This gouge appears to be primarily derived from shale. No calcite mineralization crosscuts the gouge. The sandstone breccia, to the southeast of the gouge, is primarily angular blocks of sandstone cemented by calcite and a matrix of finer sandstone. The breccia varies from 2 ft to 0.2 ft in width. Separating the gouge from the sandstone breccia is a " vein" of pink, silty, very fine sand, approximately 0.1-ft wide. Locally, this " vein" cuts across into the gouge and appears to be younger than the gouge and breccia. The grains composing the " vein" are quite angular, show no preferred fabric, and are not weathered. This material /" vein" is the youngest feature recognized in the gouge and breccia zone. The source and mode of emplacement of this material are obscure. However, based on data available, it appears this " vein" was emplaced by secondary pro-cesses, ruck as olacial squeezing or groundwater transport and concen-tration. 2.5I.3.4.7 Joints A site area investigation of joints and analysis relative to the Demster Structural Zone (DSZ) (Figure 2.5I-21) are summarized on Figure 2.5I-20. cix joint sets were identified and, in order of abundance, are as follows: Trend Dp Location Set I N740E High-Angle Dip Site Area and DSZ 0 Site Area and DSZ Set II N44 E High-Angle Dip Set III N440W High-Angle Dip Site Area and DSZ Set IV N130E High-Angle Dip Site Area and DSZ Set V N380E Low-Angle Dip DSZ only Set VI N69 0W High-Angle Dip NW of main fault only Joint Sets I, II, III, and IV are characteristic of the folded Oswego / Pulaski rocks of the site area including the Demster Structural Zone (Figure 2.5-9). Joint Set V appears in Trench II and cored Borings R-12, R-14, R-17, and R-18. Set V probably is confined to the Demster Structural Zone of intense deformation. Joint set VI is invariably associated with small-scale faults at Nine-Mile Point and Salmon River east of Pulaski, and also within the region at a number of thrust faults in Onondaga County (Chute, 1969) and the N45 -50 0E fau'ts in the Lowville/ Carthage area (Figure 2. 5-5A) . Amendment 1 2.5I-23 February 1979
NEW HAVEN Joints and fractures in the immediate vicinity of the Demster Structural Zone (Sets I, II, III, IV and V) exhibit pervasive calcite with minor sulfide mineralization. There is a lack of calcite mineralization in all joints elsewhere in the site area. This suggests that the joints are not persistent with depth and, consequently, cannot serve as channelways for emplacement of mineralization. Within the Trench II area and Demster Structural Zone the six joint sets were analyzed from inclined Borings R-12, R-14, R-17, and R-18, and bedrock exposures. Joint Set I, N740E, is the most prominent trend and is well defined on sandstone Bed A in the northwest structural domain (Figure 2.5I-6) . Furthermore, two faults of this trend are exposed in the northwest structural domain / Trench II. Joints of this set frequently dip north-west. 0 Joint Set II, N44 E, is parallel to subparallel to the bedding direction. Set II is relatively linear particularly in the steeply-dipping beds of the southeast structural domain. This set tends to dip northwest in the vicinity of the fault. 0 Joint Set III, N44 W, is locally linear and may be more abundant than recorded. Both Trenen II and the inclined borings are roughly parallel to this joint trend. Joint Set IV, N130E, generally occurs irregularly and discontinuously in Trench II. This set shows a tendency to dip northwestward within the fault zone. Some minor faults parallel the direction of Set IV (Fig-ure 2.5I-20). In Trench I, Set IV is more linear and system' tic than in Trench II. Joint Set V, N380E has a somewhat variable strike and is characterized by low dips. The set generally dips about 150 greater or less than the dip of the bedding. The joint surfaces are commonly curved and slicken-sided. Some minor faults were observed in core samples (Boring R-17) that follow this trend. Joint Set VI, N690W, is a minor trend and frequently appears northwest of the main fault in Trench II and in inclined Borings R-12 and R-18. Analysis of the joint trends suggests a relationship between folding and jointing of the site area. Folds identified from analysis of boring data (Figures 2.5-9, 2.5-14, 2.5-15, and 2.5-16) trend approximately N450E. Joint Sets II and III are essentially parallel and perpendicular, respectively, to the fold axis and are tensional in origin, Joint Sets I and IV occur at approximately 300 angles to the N450E fold trend and apparently originated due to shear. 2086 235 g Amendment 1 2.5I-24 February 1979
NEW HAVEN Joint Set V appears to be associated with flexuring and bedding plane slippage; joints are probably contemporaneously with reverse faulting. Occurrence of Set V is mainly confined to the Demster Structural zone. Joint Set VI may or may not have any relationship to the folding. Reverse fault movement appears to accentuate the dip of Set II in the upturned beds of the southeast domain (Figure 2.5I-4). Also, faults coinciding with the trend of Set I reflect the reverse displacement observed throughout the northwest section of Trench II (Stations 8+11 and 8+52). Joint Sets I and II served as planes of weanaess during the relaxation phase of deformation. Within Trench II, these two trends coincide with faults located at Station 8+78, 9+24, and 9+48 which traverse intensely-deformed, fractured rock that is displaced by normal movement (Fig-ure 2. 5I-6) . Set I joints appear to be slightly rotatal eastwardly throughout the central structural domain as shown on Eigure 2.5I-21. Joints characteristic of the Eastern Stable Platform sector are Sets I and III, according to bedrock mapping and previous investigations (Dames & Moore, 1978). In the northeast corner of the Platform (St. Lawrence Valley), Barber and Barsnall (1978) recognize three joint set directions which are essentially those of Sets I, II, and III. In this area, the N460 E joints are parallel to a sequence of folds (Figure 2.5-5A) , and the other two directions, N74 0 E and N50 0W, traverse the folds. Joints characteristic of the Appalachian Plateau sector are given by Parker (1942) as follows: Ttend DME Correlation Site Area Set I N20E HHgh-angle dip
- Set IV Set II N800W High-angle dip = Set VI Set III N590E (average direction) c Set II Joints Sets I and II of Parker (1942) have a spatial relation to the Allegheny arcuate salients (Figure 2. 5-5A) . The streuses which caused the large-scale, thin-skinned folding of the Plateau province probably caused the prominent joir.t sets of central-south New York. Kindle (1909) described peridotite dikes of the Ithaca area confined to the north-south joint planes. These dikes are exposed in workings of the Cayuga salt mine (Firtree Point anticline) and appear to be emplaced in the waning stages of the folding, with age of deformation, late-Paleozcic to Triassic, according to Prucha (1968). The joint sets were probably formed contemporaneously. Field evidence indicates
- hat the major joint sets of the Appalachian Plateau sector in , entral-southern New York are approximately parallel with or at right angles to the folding (tensienal joints) and do not lie in planes of maximum shear.
In western Pennsylvania, Nickelson and Hough (1967) identified through-going (systematic) joints that consist of several sets which occur essentially normal to the curving regional structure in this part of the Appalachian basin. Amendment 1 2.SI-25 February 1979 2086 236
NEW HAVEN Based on strrctural evidence from areas investigated, Joint Sets I, II, III, and IV appear to be contemporaneous with the areal /regiona7 folding. These four sets were further accentuated during the subsequent teverse faulting phase, and Set V, localized joints, developed at this time. Within the contral structural domain, a readjustment of Joint Sets I and II occurred at the time of stress relaxation and normal faulting, the second phase of deformation (Section 2.5I.3.4.4) . All deformation occurred in mid- to late-Paleozoic time. 2.5I.3.4.8 Mineralizati 1 Epigenetic mineralization in the trench proper and adjacent borings are primarily calcite with varying amounts of sulfides. The petrological and mineralogical aspects of this mineralization are described in Sec-tion 2.5I.4. Epigenetic calcite and sulfide assemblages are well developed in breccia zones, fractures, and joints. This mineral assem-blage is predominately associated with sandstones and, to a lesser extent, siltstones. Gouge and shales are barren of visible calcite veins but are calcareous in nature. Sulfide assemblages are essentially undeformed and generally predate calcite (Figure Al-1). Recognized sulfides (Attachment 1) are pyrite, marcasite, sphalerite, and chalcopyrite. Sulfur isotope analysis (At-tachment 3) indicates the sulfides were derived primarily by bacteri-ological reduction of sulfate in the sedimentary environment. Isotope data preclude a hydrothermal source for these sulfides. Fluid inclusion studies on vein calcite (Attachment 2) indicate a range of temperatures from 750C to 180 C. Diagenetic temperatures of the Oswego Sandstone are reported by Barnes (1977) as 147 C to 176 C. These data indicate that the vein calcite was deposited at temperatures similar to diagenesis. Based upon known stratigraphic thickness and thermal history of central New York, these temperatures are somewhat higher than expected by normal geothermal gradients. However, sibilar fluid inclusion studies by Kinsland (1977) and Barnes (1977) found similar temperatures in upstate New York. These data coupled with known stratigraphy indicate that around 2 km of overlying rock existed at the site and that the geothermal gradient was steepened due to diagenesis. Petrologic studies indicate a definite paragenetic sequence for the calcite mineralization (Attachment 1). Field data (fracturing and brecciation) and paragenetic sequence indicate that deformation occurred after lithification and prior to calcite mineralization. The paragenesis of the vein calcite demonstrates a minor initial de-formation event, but the bulk of calcite mineralization is post-deformation. Further evidence for this is recorded at Station 9+42 in Rock Pit I where a small vein of calcite intrudes the main gouge zone (Attachment 1, Figures Al-1 and 2.5I-14) and is not offset or deformed. 2086 237 Amendment 1 2.5I-26 February 1979 a .
NEW HAVEN Zones of breccia and gouge are prominent in both the trench and rock pit excavations. The main fault areas exhibit the maximum gouge and breccia development. K-Ar dating techniques were used to analyze the clay separates from these gouges. Attachment 5 and Section 2.5I.4.4.4 discuss the K-Ar techniques and data. K-Ar ages from gouge obtained in the trench excavation (Rock Pit I) at Stations 8+50, 9+22, and 9+46 yield inferred ages of 407,114, 421+15, and 3921,14 m.y.a. Similarly, K-Ar determinations from gouge in Boring R-12 (152.3 ft downhole) and Boring R-14 (215.8 ft downhole) yield inferred ages of 4311,15 and 419+15 m.y.a. Discussion of age dates and possible causes for the inferred ages are given in Section 2.5I.4.4.4. Petrologic data and K-Ar results indicate that the post-litnification deformation and mineralization have not been disturbed since their formation in mid- to late-Paleozoic time. 2.5I.3.4.9 Trench II Structural Synthesis Structural data substantiated by the stratigraphic sequences recognized in the trench established two phases of folding and faulting for the Demster Structural Zone. These fold / fault events have resulted in three separate, small-scale deformation zones within the trench limits. Each structural zone exhibits the effects of the overall fold / fault deforma-tion to a greater or lesser degree. No movement has reoccurred since the calcite mineralization associated with the last stage of deformation. Sequentially, the structural deformation appears to be of two stages or phases. The first stage of compressional forces resulted in a series of broad, low-amplitude, eastward-verging, southwest-plunging folds (Dem-ster Beach and Mexico anticlines and New Haven syncline) which account for the main stratigraphic offset. This stage is manifested by a gentle southeast dip at both extremities of Trench II. With continuing compression, the steep limb of the Demster Beach anticline was faulted in a reverse sense. Associated with the reverse faulting are small-scale, tight, eastward-verging, northeast-plunging folds. This folding style is recognized only in the intensely-deformed strata of the central structural domain and may not be developed along the entire length of the Demster Structural Zone. The exact stratigraphic displacement due to reverse faulting could not be ascertained at the trench exposure because the second-stage normal faulting modified the features of the reverse faulting (Figure 2.5I-22). Normal faulting resulting from relaxation, the final deformational event, truncated the limbs of the small-scale folds and displaced the main reverse fault at Station 9+47. This relaxation of the compressional forces resulted in inliers of Zone 2 strata in the central structural domain. Based on petrologic evidence and bedrock mapping of the structural feaLures, epigenetic calcite mineralization was emplaced after the normal fault movement. However, the earliest phases of mineralization may have occurred prior to the end of the deformation. Fracturing Amendment 1 2.5I-27 February 1979 , 2086 238
NEW HAVEN associated with the folding and faulting provided channelways for the calcite mineralization. There is no evidence of prominent calcite mineralization in the cored borings of the site or site area, except in the vicinity of the Demster Structural Zone. Subsurface data along the R-5/P-2 boring alignment correlate with the structural style exposed in Trench II. However, stratigraphic offset due to faulting is apparently less. Normal faulting appears to be dying out to. the southwest, and the main stratigraphic offset is due to folding only. Fluid inclusion studies (Attachment 4) indicate a range of temperatures from 750C to 180 C for the formation of the calcite. Temperatures are higher than would be expected on the basis of known stratigraphic thick-nesses and a reasonable post-Ordovician geothermal gradient. The lack of any known magmatic activity at depth suggests that the geothermal gradient may have been steepened by the thermal effects of diagenesis. 2.5I.4 Mineralogical Studies and Age Dating 2.5I.
4.1 Purpose and Scope
Mineralogy studies were undertaken to determine the type, origin, and possible age (s) of minerals associated with folding / faulting of the Demster Structural Zone. Several techniques and investigations were utilized to identify the mineral assemblages and distinct minera1cgical episodes and to determine the possible age (s) of faulting and tectonic events related to the regional setting. The studies consisted of two separate approaches: one examined the formation and nature of the vein minerals, and the other examined the gouge L i maals for suitable material to be dated by the K-Ar method. Investigation of the vein minerals included: microscopic examination in transmitted and reflected light; inspection of the cathodoluminescence of the calcites; study of the fluid inclusions in the calcites; and an analysis of the sulfur isotope ratios from the sulfides. Investigation of the gouge minerals included x-ray diffraction and radiometric age dating by the K-Ar method. 2.5I.4.2 Participants Petrographic and cathodoluminescence studies were performed by project personnel, and the results are included in Attachment 1. Fluid inclusion studies were performed by Resource Engineering Inc. , under the direction of Dr. William Mallio, and tne results are included in Attachment 2. Stable isotope studies on the sulfides and the K-Ar age determinations were performed by Geochron Laboratory Division of Krueger Enterprises Inc., under the direction of Mr. H. Krueger. S able isotope data are presented in Attachment 3, and the K-Ar age results are presented in Attachment 5. X-ray diffraction studies were performed by Dr. R. T. Martin of the Massachusetts Institute of Technology, and the results are presented in . Amendment 1 2.5I-28 February 1979 21386 239
NEW HAVEN Accompanied by project representatives, Dr. Mallio and Mr. T Krueger visited the Demster Structural Zone on September 6, 1978. The basic structures were inspected, and the locations of key samples were noted and discussed. The consensus of both special investigators was that samples taken to date were adequate for project purposes. 2.5I.4.3 Sample Locations and Studies Performed Core from Borings R-9, R-10, R-12, R-13, R-14, and R-27 was inspected for minerals associated with faulting. Thim. c,1 cite veins and several areas of fault gouge were sampled in the core. Selected gouge samples were sent to Dr. R. T. Martin for x-ray analysis. Additional samples of calcite were taken, and some core samples were thin sectioned. However, most were too thin or fragile to permit a detailed examination. Samples studied are identified in Table 2.5I-1. Excellent samples were available from the bedrock exposed in Trench II and Rock Pi ts I and II across the Demster Structural Zone. The most abundant vein mineralization occurs in the sandstones on both sides of the large gouge zone near Station 9+45. Many samples were taken from these sandstones, and the gouge exposed on the trench floor. Additional samples of vein and gouge material were taken from Rock Pits I and II. These samples were evaluated as to similarities and differences with particular emphasis on texture and location. Representative samples were examined in detail, and their location and methods utilizen are listed in Table 2.5I-2. Eleven samples were examined by x-ray diffrac-tion; seven samples subsequently were dated by the K-Ar method of age determination, and six samples of calcite were examined for fluid in-clusion filling temperatures. Twelve samples were examined for sulfur isotope ratios, and 16 samples were examined for petrographic features. Many of the vein minerals were analyzed by several techniques. Loca-tions of samples from Trench II and rock pits are shown in Figures 2.5I-13, 2.5I-14, and 2.5I-16. 1.4.4 Results of Studies 2.5I.4.4.1 Mineralogy and Petrography Petrographic examination revealed a distinct sequence of mineralization. This sequence is visible at several locations in the trench floor and in selected core samples. A distinctive mineral episode occurs near the end of the sequence. No deformation of the calcite is visible after this event. A minor deformation event occurred prior to this final sequence as evidenced in some slides, but it is not extensive. In thin sections where no distinct sequence is evident and the calcite is disturbed and shows strain effects, deformation of sulfides does not occur. Detailed descriptions and discussions are included in Attachment 1.
~2086 240 Amendment 1 2.5I-29 February 1979
NEW HAVEN 2.5I.4.4.2 Fluid Inclusion Studies Studies of fluid inclusions in calcite were performed to estimate the temperature of formation of the calcite veins; the results are pre-sented in Attachment 2. The temperatures of formation for all of the inclusions studied ranged from 750C to 1800C. Averages for the six individual samples studied, were from 1140C to 1500 C, with standard deviations for these individual samples of 12 C to 28 C. From the 46 temperature determinations, 32 were in the range of 120 C to 160 C. A similar range of temperatures are reported at nearby Nine-Mile Point (Barnes, 1977). The temperatures from this investigation and from studies in the area are considered to be high, based upon the estimated depth of overlying rock (up to 2. 2 kn) at the t{me of deposition of the calcite. Barnes (1977) suggested a steepening of the normal geothermal gradient due to diagenetic reactions as a possible explanation for the discrepancy. Regardless of how the source of additional heat is explained, a signi-ficant amount of overlying rock must have existed during the episodes of mineralization. About 2.2 km of overlying rock is needed to account for the temperatures of the inclusions; this assumes a maximum normal geo-thermal gradient of 350 /km C (Schmucker, 1969) and a surface temperature of 150C and induces a crystallization temperature of 900C. This tem-perature is near the lower limit of the homogenization temperatures, as determined by the fluid inclusion studies. 2.5I.4.4.3 Sulfur Isotope Studies Sulfur isotope studies were undertaken to ascertain the nature of the sulfide mineralization and to correlate samples on the basis of their sulfur isotope ratio. Sulfur isotope data on the 12 samples are in-cluded in Attachment 3. A wide range of values were obtained; the most unusual aspect is the exceptionally high 634S in the sulfide which indicates a bacterial reduction of sulfates to H 2S gas. This gas re-acted with the available metals and precipitated the sulfide minerals. The large scatter of 634S values indicates that seawater sulfate was the original source of sulfur for the sulfides. The scatter and large values confire this conclusion (Faure, 1977). 2.5I.4.4.4 K-Ar Method Samples of gouge from selected core, Trench II, and rock pit areas were examined by x-ray diffraction. A determination of the type of minerals present was made in order to evaluate the feasibility of using the K-Ar method of radiometric dating; the results are included in Attachment 4. A comparison of the clay mineralogy of the gouge and siltstone and sandstone control samples confirmed that the same clay minerals, 1Md illite, and some chlorite occur in all samples. No evidence of any expandable layers was observed in any of the clay size fractions (see Attachment 4) . 2086 24i Amendment 1 2.5I-30 February 1979
NEW HAVEN Potassium-Argon age determinations were made on clay minerals from the gouge and rock samples. The clay minerals were removed from samples by Dr. R. T. Martin, and these concentrates were enecked for purity by x-ray diffraction. Results of the K-Ar dating are listed in Attachment 5. Figure 2.5I-23 shows the time relations of the samples. The siltstone sample has an inferred age of 488+14 m.y.a., which is slightly older than the acknowledged depositional age of the rock. An age older.than the depositional age of the rock indicates that the clay minerals analyzed were not heated in past geologic history to a sufficient temperature that would allow the complete escape of radiogenic argon from the clay minerals. Only when radiogenic argon is completely lost from a sample during an event can that event be dated with certainty. Consequently, the incomplete loss of argon will yield an inferred age that is significantly older than the age of the actual event. The excess age is proportional to the excess pre-event argon that did not escape and can represent an error of tens of millions of years. Since the age of the siltstone sample is older than the age of dia-genesis, it can be concluded that the heat produced during diagenesis was not sufficiently high to completely remove the excess argon produced in the clays prior to deposition. The six gouge samples give ages from 392 m.y.a. to about 430 m.y.a. The sample with the youngest age is from the largest area of gouge and area of greatest movement. This would indicate that at least some resetting and possibly a complete resetting of the clay through argon release may have occurred. The difference of almost 100 m.y. between the control sample (siltstone) and the gouge sample (T-II-26-NH, Figure 2.5I-23) indicates that a significant amount of resetting did take place. Whether enough heat was generated to completely reset the clays of the gouge samples is unknown. 2.5I.4.5 Conclusions An exact age of faulting and last movement cannot be assigned based on the mineralogical studies; yet, the various lines of evidence provide several conclusions. Fluid inclusion studies indicate that the calcite formed at depth, possibly with an overlying rock column of 2 km or more. Sulfur isotope data indicate very high 634S values, and most of the sulfide was produced by bacterial reduction of limited sulfate. Sulfur isotope data eliminate the possibility of a hypothetical igneous mass as the source of the mineralizing fluid for the sulfides and calcite. Since only nonmagnetic sulfides are present in the veins, any explanation of the fluid inclusion temperatures involving unknown magnetic activity must be precluded. Detailed petrographic studies of the vein minerals agree with this hypothesis. All deformational features in the calcite are minor. Deformation occurs in the middle of the one-time mineralized sequence. Furthermore, de-formation was not sufficiently pervasive to open new fractures in the preexisting mineralized areas. End stages of the mineral sequence are not deformed. Detritus (see Attachment 1) deposited during this sequence may be related to the stress relaxation interval of the fold / 9 structures. . L Amendment 1 2.5I-31 February 1979
NEW HAVEN Potassium-Argon age determinations yield an age of around 400 m.y. for samples of clays. However, the similarities in the clay mineralogy of the gouge samples and control samples and the probability of partial re-setting of Argon in the clays analyzed prevent a conclusive detennin-ation of the age of minerals and time of last movement of the Demster Structural Zone.
- 2. 5I. 5 Field Geophysical Surveys 2.5I.5.1 .ntroduction Land seismic refraction and magnetometer surveys and an offshore seismic survey were conducted in the vicinity of the Denster Structural Zone.
Seismic refraction measurements across the Demster Structural Zone showed that the zone of intense deformation is evidenced by a seismic velocity anomaly. Subsequently, seismic coverage was extended to the southwest to investigate the trend of the structural zone and to the west to determine whether a suspected, mirror-image, structural zone exists. The results of the seismic investigation showed no evidence of such a structural zone (Section 2. 5I. 5. 2. 4) . An offshore seismic survey, including seismic refraction and reflection measurements, was conducted in the Mexico Bay area of Lake Ontario to determine whether tra Demster Structural Zone could be traced and/or detected along its northeast projection. The results of the offshore seismic survey did not show any evidence of faulting in the study area (Section 2.5I.S.3.4). A reconnaissance land magnetceeter survey was undertaken across the Demster Structural Zone and it northeastern and southwestern projec-tions to determine if magnetic signature could be used to identify near-surface faulting. The land magnetometer survey was not able to accurately locate the intense deformation of the Demster Structural Zone (Section 2.5I.5.4). 2.5I.5.2 Land Seismic Refraction Survey 2.5I.5.2.1 Introduction and Purpose A seismic refraction survey was conducted in the vicinity of the Demster Structural Zone. The seismic work was completed in stages, starting in September of 1977 and ending in July 1978. A total of 23,170 ft of seismic refraction profiling was accomplished (Figure 2.5I-24). The overall objective of the seismic refraction survey was to determine depths to bedrock, as well as seismic (compressional) velocities of the bedrock in an attempt to delineate the known structural zone. The study began with a brc id reconnaissance survey at a few selected locations in the vicinity of Boreholes R-1, R-2, R-5 and in the vicinity of the quarry (Boring R-15) during the fall of 1977. The purpose of these seismic lines was to investigate possible anomalous geologic f conditions in bedrock and outline the fault zone. }}@h 2k) Amendment 1 2.5I-32 February 1979
NEW HAVEN After the location of the Demster Structural ~ Zone was determined by test borings during the winter and spring of 1978, seismic refraction measure-ments were made across the structural zone to determine any measurable seismic velocity anomalies therein and the continuity of the subsurface profile across the fault zone. When it was determined that the structural zone could be detected seismically, seismic coverage was extended to the southwest along the trend of the structural zone and to the west to determine whether a suspected, mirror-image, structural zone exists on the western limb of Demster Beach anticline. The locations of the seismic refraction lines in the vicinity of the Demster Structural Zone are shown on Figure 2.5I-1. Horizontal control and ground-surface elevation data for the seismic profiles were provided to Weston through New York State Electric & Gas Corporation by John S. McNeill, Jr., P.C., Consulting Engineers & Land Surveyors. 2.5I.5.2.2 Results The results of the refraction survey are presented in the form of in-dividual profile sections for each seismic line (Figures 2.5I-24 through 2.5I-30). The velocity and thickness of the various layers measured seismically are shown on the profile sections. Test borings located along or near the seismic lines are presented on the profiles with the top of bedrock from the rock borings indicated. The average seismic velocity of the bedrock throughout the site, as reported in Appendix 2.5D and in the site area, as shown on the profile sheets, is approximately 13,000 fps. Anomalously low bedrock velocity values were measured along Lines 61 and 63, corresponding to the two locations where the intense deformation of the Demster Structural Zone was well defined by vertical and angle borings (see Figures 2. 5I-8 and 2. 5I-10) . The profile along Line 61 shows a zone of bedrock with a seismic velocity value of 10,000 fps between Stations 8+00 and 10+00 corresponding to the structural zone shown on the cross section (Figure 2. 5I-27) . The seismic profile for Line 61 does not show any irregularities or offsets in the bedrock surface. This relatively smooth rock surface was confirmed by the trench excavation between Stations 8+00 and 10+40. The seismic data also indicate that a low velocity zone in the bedrock exists between Stations 2+00 and 3+00 along Line 63. The low velocity zone is coincident with the lowest point in the broad bedrock valley defined by the seismic data along Line 63. This low velocity zone corresponds to the zone of deformation as defined by the vertical and angle borings (Figure 2.5I-27). Based on the above results of the seismic investigations along Lines 60 and 63, a possible southwesterly extension of the structural zone was investigated by seismic Line RR-1A along an abandoned railbed and along Line 64 between Borings R-19 and R-20. Along Line RR-1A, a possible low 2086 244 Amendment 1 2.5I-33 February 1979
NEW HAVEN velocity zone in the bedrock was located between Stations 87+00 and 88+00, on trend with the zone of intense deformation as defined by the boring and geophysical data along Lines 61 and 63. Due to the apparent narrowness of the zone and variations on the velocities of the overburden materials, a definitive conclusion could not be made. Farther to the southwest along Liis GP-64 (Figure 2.5I-27 and 2.5I-28), no distinctive low velocity zones in the bedrock were detected. However, the average velocity values were slightly lower at two locations; in the vicinity of Station 2+00, the average velocity value was 11,000 fps, and in the vicinity of Station 10+00, the average velocity was 11,500 fps. Seismic Lines RR-1A and RR-1 were extended to the wect of the Demster Structural Zone to determine if there was any evidence for a similar structure on the west limb of Demster Beach anticline. As shown on the profiles (Figures 2.5I-28 through 2.5I-30), seismic velocities of the bedrock were quite uniform to the west, and no anomalous velocities indicative of a zone of deformation were located. Borings and subsurface contour maps show no evidence of a structural zone. 2.5I.S.2.3 Conclusions - Land Seismic Refraction Survey The zone of intense deformation (central structural domain of the Demster Structural Zone), as defined by borings and trenching, is expressed geophysically as a low velocity zone in the bedrock along Lines 61 and 63. A similar geophysical anomaly, located on Line RR-1A, reptasents a probable southwesterly extension of the structural zone. Although seismic data along Line 64 show two broad zones of somewhat lower than average velocity bedrock, no distinctive anomalous zones indicative of a southwesterly extension of the central structural domain were defined. Bedrock velocities to the west of the Demster Structural Zone were uniform, and no velocity anomalies indicative of a zone of deformation were detected. The seismic profile for Line 61 across the Demster Structural Zone (Stations 8+00 to 10+40 of Trench II) does not show any offset or irregularities in the bedrock surface. 2.5I.5.3 Offshore seismic Survey 2.5I.5.3.1 Introduction An offshore seismic survey was conducted in the Mexico Bay area of Lake Ontario during the period of June 28 to July 14, 1978. The objective was to determine whether the Demster Structural Zone, delineated onshore in several borings, could be traced and/or detected by seismic reflection profiling in the offshore area along its northeast projection. lll> 2086 243 Amendment 1 2.5I-34 February 1979
NEW HAVEN The survey consisted of seismic reflection coverage to profile the overburden-rock interface with continuous fathometer measurements to ensure accurate bathymetric data. Limited seismic refraction data were also obtained for the determination of seismic compressional wave ve-locities (V )
- P 2.51.5.3.2 Methods of Investigation Continuous reflection data were acquired using a single-trace seismic profiling system consisting of an energy source, a geophysical streamer with an array of detectors summed into one signal, and an analog con-tinuous sweep recorder with electrosensitive paper. The energy sour.;es included a sparker, an electromechanical transdacer, and an air gun. A continuous recording fathometer was employed throughout the survey to provide accurate bathymetric data.
Refraction profiles were obtained using a seismic refraction system consisting of an air gun energy source, a towed cable with twelve detectors positioned to give increased resolution of seismic layers below lake bottom, a 12-channel amplifier to amplify and filter the received signals, and an oscillograph to provide a permanent photographic recording for each set of seismic (compressional) wave arrivals. Positioning for the survey was accomplished with a range-range radio navigation system with a range accuracy of +3 m. 2.5I.5.3.3 Results The location of the survey lines are shown on Figure 2.5I-1. The results of the refraction survey indicate the presence of three seismic layers underlying the lake: a water-saturated sediment layer (Vp = 4,900 fps), a glacial till layer (Vp = 7,000 fps), and bedrock (Vp = 13,000 fps). This refraction information was used to convert (2-way) travel time on reflection records to depths. Using these depth measurements, profiles were drawn along the seismic reflection lines (Figures 2.5I-31 through 2.5I-34). The seismic profiling indicates that the bedrock surface, on a regional basis, is roughly planar. Local irregularities, which usually do not exceed a few tens of feet of relief, were undoubtedly produced by glacial scour and fluvial erosion associated with a periglacial environment. This is confirmed by the complex nature of overburden materials which grade abruptly, both vertically and laterally, and probably consist of recent lacustrine deposits to poorly graded outwash and/or glacial till. These sediment classifications are based on both measured compressional (Vp ) seismic velocity values and reflection record " character", a qualitative term based to some degree on experience in interpreting data from glaciated areas which are overlain by young sediments. Amendment 1 2.5I-35 February 1979 2086 246
NEW HAVEN The compressional wave velocity for lacustrine sediments is 4,900 fps. Shallow seismic reflections from this layer indicate it is quite "trans-parent" with very uniform density and velocity characteristics. The glacial tills have a velocity of about 7,000 fps and are characterized by a distinct reflector from the top surface, and random reflections from within, indicating a dense, heterogeneous deposit. No anomalous seismic velocity trends in bedrock were detected during the seismic refraction survey; bedrock has a compressional wave velocity of ap-proximately 13,000 fps. The deep reflection horizon found between recording points (RP) 17 and 19 on Line 22.1 (Figure 2.5I-33) and between RP 6 and 7 on Line 20.1 (Figure 2.5I-33) indicates that bedrock may be deeper than interpreted in this area. However, confirmatory seismic refraction data are not available for this area. 2.5I.5.3.4 Conclusions The Demster Structural Zone could not be traced offshore to the north-east by the seismic survey. No evidence of faulting was identified in the study area witbin the resolving power of the techniques. No defor-mation in the overburden materials indicative of faulting and/or slumping was evidenced on the seismic data. 2.51.5.4 Land Magnetometer Survey A reconnaissance land magnetometer survey was undertaken across the Demster Structural Zone and its northeastern and southwestern projec-tions to determine if magnetic signature could be used to identify near-surface faulting. The location of typical traverses is shown on Figure 2.5I-1. In all cases, the total magnetic field profiles (Figure 2.5I-35) exhibit magnetic highs to the northwest of the structural zone. These magnetic highs appear to co. respond to a previously recognized high at the south-western limit of the U. S. Geological Survey's aeromagnetic coverage (Figure 2.5-5B). The broad nature of the magnetic highs, as shown by Profile J-K, indicates that the magnetic highs are possibly associated with changes in lithologic type in the underlying Precambrian basement rather than with structure in the overlying Paleozoic sediments. Deep boring data (Van Tyne, 1978, personal communication) indicate that the basement rocks are heterogeneous and consist of diopside calc-silicate granulites, biotite quartz feldspar gneist, and Grenville marbles. Although the area of relative change from magnetic low on the east to magnetic high on the west generally correlates with the surface trace of the structural zone, the land magnetometer surveys were not able to accurately indicate the exact location of the intense deformation of the Demster Structural Zone, as delineated by geologic trends and borings. 2086 247 Amendment 1 2.SI-36 February 1979
NEW HAVEN 2.5I.6 Regional and Site / Area Structures 2.5I.6.1 Introduction The exact mcck;aism responsible for the folding and associated faulting of the Demster Structural Zone as well as the broad folds of the site area / region are speculative on the basis of current data; however, on the basis of project studies, the Ordovician strata of central New York are more deformed (folded / faulted) than previously recognized and/or reported in the literature. The principal structural features of central and southern New York are reviewed in Sections 2.5.1.1.4.2 and 2.5.1.1.4.3, and consist of:
- 1. a generally southward regional dip of the strata at a rate of 30-50 ft/mi (Williams, 1883);
- 2. a series of low, parallel, and very persistent folds related to the regional dip that are apparently due to thin-skinned deformation and sometimes d6collement slip (Williams, 1882; Kindle, 1909; Wedel, 1932; and Prucha, 1968);
- 3. a joint pattern of rather uniform and persistent sets (Parke r, 1942);
- 4. the gradual change in trend of the fold axes from approxi-mately S800W on the east to less than S600W on the west;
- 5. the strong plunge of the folds to the southwest;
- 6. small thrust and horizontal faults associated with folds;
- 7. small normal faults and folds caused by subsidence of beds overlying Salina salt due to solution action at depth (Wal-lick, 1968);
- 8. N700-780W trending faults / folding of Rochester to the Nine-Mile Point sector, and Syracuse;
- 9. the small mafic dikes of central New York of Mesozoic age.
2.51.6.2 Origin Folds - Appalachian Plateau (Province) Deformation recognized in the site area may be related in some manner to the origin and causes of folding / faulting throughout the Appalachian Plateau. The folds of central-southern New York and northern Penn-sylvania described by Kindle (1904) as " structural features of the same age and origin as the great open folds of the northern Alleghenies" are approximately parallel to the Allegheny folds. They die out gradually northward from the Allegheny front (Figure 2. 5-5A) . Some of the folds in Pennsylvania are 2,500 ft in height, while northward, the Firtree Point anticline along Seneca Lake, New York is only 115 ft in height, and farther north, the folds become even less intense (Figure 2. 5-5A) . The folds in New York die out eastward near the Tioughnioga River as do the folds in northern Pennsylvania, east of the Susquehanna River. Amendment 1 2.5I-37 2086 248 rebruerv 1979
NEW HAVEN Many previous investigations (Kindle, 1904, Wedel, 1932) attribute the folding to the same Appalachian orogenic forces which produced the Allegheny folds. If true, there remains the question of how the stresses causing folding could be transmitted northward from the intensely-folded Appalachian front, across over 100 mi of broadly-folded Pennsylvania and New York. Generally, a horizontal stress acting on rock strata cannot be transmitted very far beyond an actively developing fold (Willis and Willis, 1929). A major part of the Paleozoic sediments involved are relatively weak and incapable of transmitting a stress any considerable distance. Consequently, the stresses which produced the succession of salient folds (Figure 2.5-5A) apparently were not transmitted in the near-surface rocks. Furthermore, this mechanism of folding is not substantiated by the d6collement slip movement identified as causing deformation of some of the folds (Rodgers, 1963; Prucha, 1968) which occur in regions .there the rock column includes salt beds (south of Syracuse) . For example, the broad Firtree Point anticline is underlain by highly-deformed salt beds in the core of the structure at 1,000 ft below the surface. Prucha (1968) determined that below the highly-deformed beds, the underlying Silurian and older formations are essentially flat-lying and show a southward regional dip (127 ft/mi). Faulting and second- and third-order folding are associated with the major anticlinal structure. A similar d6collement slip origin and/or diapiric intrusion of salt is suggested by Fettke (1933.and 1938) as the cause for Tioga dome of the Sabinsville anticline of northern Pennslyvania (Shoemaker well, Figure 2.5-5A). L arge-scale d6collement slip is associated with the central New York folding according to Engelder and Engelder (1977). They suggest a layer shortening of 10 percent throughout the Appalachian Plateau sector of New York due to the pervasive deformation of a rock containing inclu-sions that deform less than its matrix, and the solution cnd removal of rock along irregularly-spaced vertical planes. The shortening occurs nornal to the fold trend and large blocks shifted northwestward as part of the folding sequence. The magnitude and cause of slip proposed by Engelder are difficult to comprehend by other investigators familiar with the structures (Prucha, 1978, personal communication). A widely accepted mechanism for origin of the open folding is the trans-mittal of stress through the more rigid and stronger basement complex. In the upper stratified rocks, this stress would induce folding, which may be expressed as faulting at greater depth. The great length of these low folds is an outstanding characteristic connected with their origin. Willis and Willis (1929) suggested that beyond each active fold, a line of weakness localizes the next succeeding fold. Consequently, the early folds, in turn, guided the extent of later folding and the characteristic length of the Appalachian Flateau folds may be an inherent feature. O 2086 249 Amendment 1 2.5I-38 February 1979
NEW HAVEN 2.5I.6.3 Possible Causes Folding / Faulting Eastern Stable Platform The origin and possible causes of folding / faulting throughout the Eastern Stable Platform sector of central New York are much less clearly under-stood than structures in the AInalachian Plateau sector to the south. They may be related in origin, yet, there are limitations to many of the possible correlations involving geolog'c events, structures, and hy-potheses of origin between the provinces. The shorter-length anticlinal and synclinal structures of the Eastern Stable Platform sector (Figure 2.5-5A) exhibit some of the character-istics of the Appalachian Plateau-type folds and may have originated due to the causes discussed in Section 2.5I.6.2. However, the folds of the Platforn differ in certain critical aspects, such as:
- 1. folds occur in Ordovician-Cambrian rocks within 1,000 to 2,000 ft of Precambrian basement throughout the Platform. Ap-parently, these early formations are not always folded in the Appalachian Plateau sector where they occur at depth below the many regional folds (Figure 2. 5-5A) ;
- 2. thick salt beds are not a part of the rock column and folded beds in this portion of the Platform.; however, thick shales do occur beneath the Ordovician/ Oswego Sandstone (Pulaski and Utica Shales) and could act in a similar manner to enhance thin-skin deformation;
- 3. the trend of folds is about S500W (Auburn, New Haven and Pulaski sector and beyond) while the main Appalachian Plateau trend is about east-west in New York. However, the Appalachian trend does bend and approach a southwest direction west of Seneca Lake (Figure 2.5-5A) and particularly southward into Pennsylvania. This sector of southward-trending folds does project northeastward through Auburn, the site area, and the Pulaski folds and beyond (Figure 2.5-5A);
- 4. axial planes of folds in Oswego / Mexico sector dip steeply northwestward.
A number of investigators have advanced hypotheses to account for the folding and faulting of the Eastern Stable Platform sector of central New York. Tensional deformation is recognized in the Mohawk Valley of eastern New York as the Chamhawkian Taphrogeny (Hypothesis No. 2, Sec-tion 2.5I.7.1) by Fisher (1977). This post-Taconic (post-Utica Shale) deformation is expressed principally as normal faults with a maximum displacement of 1,500 ft (Kay, 1942). The deformation is considered mid-Silurian of 430-420 m.y.a. The exact age relationships of this deformation is clouded; mapping does not show any strata younger than mid-Silurian deformed (Fisher et al, 1970). In central New York, structural contour data on the Lockport formation (mid-Silurian) de-lineate apparent northeast-trending fold structures near Auburn (Fig-ure 2.5-5A). Available evidence suggests that tensional forces were 2086 250 Amendment 1 2.5I-39 February 1979
,L T \
NEW HAVEN ,} s g. b.' ) greatest in eastern New York (i.e., asymmetric) and resulted in north-east-trending normal faults around the Adirondack'apli#t and eastern edge of Tug Hill plateau such as near Utica, at Lowville ani Carthage. Broad, low-amplitude folds and minor faults are 3ecognized by Johnson [ (1971) in the Ordovician Black River and, Trent02.* carbonates, some 50 mi northeast of the site. In central New York, mil-Silurian deformation . has not been documented to-date, but right conceivably be expressed by . the southwest-plunging folds (Demster,Ba_ach, New Haven, and Mexico) and ' associated faulting of the site' area troluding the Demster Structural, $ i _' Zone. , x 5 (N '
\
Another possible mechanism responsible for the deformation might be s asymmetric basin subsidence (related ta Hypothesis No. 3, Section 2.12.'7.1) ; ' the deformation style would be a funculon of the existing stratigraphic thickness. For example, one could soe:ulate t>at, in easter 1 New! York.. the foldc associated with this deforrztion have bde.n eroded awsy shile' those in Oswego County of central New York are preserved. Fy harly De- , vonian, deformation ceased and, if so, would account for the absence of northeast-trending deformation in str'ata/ younger than the Sy lurian. However, this trend occurs southwestwara in the Fppalachiar. Etateau. ,
,- s s
Subsidenceofthesedimentarybasinonanarealscalemightc)nceivably , be associated with at least the northern part of the Appalachian basin (Hypothesis No. 3, Section 2.5I.7.1). Local' folding and yaul-ing would , , be attributed to forces acting from a variation in~stdirnct thickness , i and differential loading. Local and areal downwarping was originally ,,, suggested by Hartnagel and Russel (1929) as a possible mechanism for the widespread folding of Paleozoic beds throughout central-southern Nr/ York. Price (1966) demonstrates that basin subsidence, due to tensional tectonics, can result in structures that are similar to ones caured by compression. ,\ 1 Cambrio-Ordovician strata, some 75 miles northeast of the c.ite area, are s , folded into broad, small-scale, northeast-trending folds (Barber and Bursnall, 1978). At localities 20 mi further to the northaastg near ogdensburg, in the St. Lawrence lowlands, similar c lortheast-trending 1,1 ' folds have been described by Chadwick (1915) as post-Orcovician. ' Move- r , ments in the basement rocks may have occurred due to strain concentrations caused by abrupt changes in basement relief (Barber and Bur,snall,1978) . 1 Uplift of the northern part of the A.ppalachian basin, due to canadian shield and/or Adirondack uplift, is described in Section 2.5.1.1.4.5 as a possible origin for regional dip. If such an uplift actud differentially on the basement and overlying Paleozoic rocks,.canceivably the northeast trending folding / faulting could occur ns a result (Hypa$nesis No. 4, , Section 2.5I.7.1). . s ( j (- ,. e f [";' , 2086 251 Amendment 1 2.5!-40 February 1979? .; *
~
s
9~ , t
\ NEW HAVEN 2.5I.7 origin and Age of Structures /Demster Structural Zone 2.5I.7.1 Regional
$ s Based on deformation style, time, stratigraphic relationships, and geologic setting, a number of possible hypotheses can be advanced to account for the areal folding and the Demster Structural Zone defor-mation of the mid- to late-Paleozoic. Regional and areal tectonic
. events that could in some way be related to the deformation are:
Acadian orogeny (400-365 m.y.a.) - the nearest faulting l. recognized occurs on the southeastern margin of the Adirondacks, and conceivably includes compressional deformation that extended into the site area;
- 2. Tensional deformation - mid-Silurian Chamhawkian Taphrogeny (Fisher, 1977) of the Mohawk Valley sector (420-430 m.y.a.);
only recognized as normal faulting around the margin of the Adirondacks. Dikes at Manheim, New York are intruded in northeast-trending faults believed to have originated in mid-Silurian;
- 3. Subsidence of Appalachian basin - local folding / faulting conceivably occurs in ordovician-Devonian (400-355 m.y.a.);
, 4. Uplift, northern portion of the Appalachian basin - concei-vably associated with post-Devonian uplift of the Canadian shield and/or Adirondack uplift (355-225 m.y.a.);
- 5. Allegheny orogeny cf Permian-Triassic (250-200 m.y.a. ) -
the widespread folding and associated faulting of south-central New York (Figure 2.5I-5A) is considered to have occurred at this time by many investigators (Section 2.5I.6.2) . Several mafic dikes of the Cayuga Lake area appear to have been emplaced in the waning stages of folding. They occur in north-south-trending fractures and follow cross-fracture sets related to folding and are broken by movement in salt and interbedded rocks;
- 6. Mecozoic deformation - Zartman (1977), among others, have dated some mafic dikes of central New York as Jurassic-Cretaceous (136 m.y.a.) which is representative of local activity only.
The broad iolding and faulting of the site area cannot be related di-s rectly to the Taconic orogeny (455 m.y.a.) as the sediments of the Queenston Delta are derived from the detritus resulting from the orogenic event (Patchen, 1966; Fisher, 1977). Generally, the source of the Oswego Sandstone and Queenston clastics is considered to be the Martinsburg formation (Patchen 1966, 1975, and 1978) located to the southeast, as shown by isopach maps (McCann et al, 1968; Zerrahn, 1978). 2086 252 Amendment 1 2.5I-41 February 1979 s
NEW HAVEN The deformation style, northeast trend of the structural elements, regional stratigraphy, and analytical data compiled by project investi-f gations concluded that the Ordovician strata in northern Oswego County and conceivably the underlying Cambrio-Ordovician strata in central New York have undergone broad areal folding, with some reverse and normal faulting. This sequence of deformation may be much more extensive than recognized to date throughout central New York and the Eastern Stable Platform, as bedrock structures are largely concealed by the glacial Cover. 2.5I.7.2 Site Area /Demster Structural Zone Structural and stratigraphic relationships show that the site area /Demster Structural Zone has been deformed by two brocd sequences of tectonic activity: initially broad folding with essentially continuous movement culminating in reverse faulting and associated folding that formed the Demster Structural Zone. The phase of subsequent relaxation and normal faulting was followed by mineralization. No tectonic activity has affected the Demster Structural Zone since. The maximum thickness of rock that may have overlain the New Haven area throughout geologic history is over 5,500 ft (Figure 2. 5-6) . Kinsland (1977), during a separate investigation, calculates that at least 1,700 m of rock has overlain the Silurian Lockport formation at Rochester, New York, which project 500 ft above the Oswego beds of Trench II excavation (McCann et al, 1968). This forecart agrees with the reconstructued stratigraphic column for the site area (Figure 2.5-6) . Interestingly, Epstein et al (1977) reconstructed the overlying rock in the New Haven area, based on conodont color alteration, and indicated a total overburden thickness in the Mexico /Osweac area of 1,220 to 2,440 m. Epstein et al (1977) equated coloration to caximum temperature attained by the enclosing rock to be 600-100 C. Fluid inclusion studies on epigenetic calcite mineralization (Attach-ment 2) yield temperatures in the range of 750C to 1800C for the Oswego Sandstone. The higher recorded temperatures are anomalous when compared to known stratigraphy and reasonable non-orogenic geothermal gradients. For example, the reconstructed stratigraphic thickness overlying the site area and the known geothermal gradient of 350C/km equate to a maximum temperature of some 950C experienced by the Oswego Sandstone throughout its history. Reported fluid inclusion data (Attachment 2) indicate that up to 2.2 km of overlying rock existed over the site area at the time of calcite mineralization. Potassium-Argon investigaticus (Section 2.4I.4.4.4 and Attachment 5) indicate argon release associated with the gouge and breccia development of the faults /Demster Struc tural Zone. The brittle nature of the faulting confirms the movement occurred after lithification of sediments (Figure 2.5-6). 2086 253 Amendment 1 2.5I-42 February 1979
NEW HAVEN Field and laboratory evidence indicates the Oswego Sandstone of the Demster Structural Zone was overlain by some 2 km of rock at time of deformation. The K-Ar data suggest a mid-Paleozoic (Silurian) time of deformation for the Demster Structural Zone. However, the reconstructed geologic column, associated geologic history, and other interpretations of data suggest a younger, late-Paleozoic age and an origin associated with the Allegheny orogeny and/or Appalachian basin events. Consequently, a mid- to late-Paleozoic age of deformation is adopted for the Demster Structural Zone. 2.5I.8 Conclusions The following conclusions are supported by evidence presented in this report:
- 1. Ordovician strata in the site area are folded into a series of parallel northeast-trending, southwest-plunging asymmetric anticlines (Demster Beach and Mexico) and the New Haven syn-cline. The Demster Beach anticline exhibits intense defor-mation and faulting within part of the eastern oversteepened limb designated the Demster Structural Zone. The recognized stratigraphic cffset is mainly due to areal folding. Faults and axial fold planes dip steeply to the northwest (Sec-tion 2.5I.3);
- 2. The Demster Structural Zone is a feature that is known to extend for at least several miles. The zone was mainly formed as part of the deformation associated with the broad southwest-trending Demster Beach anticline (Figure 2.5-9);
folding with reverse faulting was followed by a relaxation phase of normal faulting and finally mineralization (Section 2. 5I. 3. 4. 9) ;
- 3. Sulfur isotope studies concluded that the ' vein' sulfide assemblages of pyrite, marcasite, sphalerite, and chalcopyrite originated due to bacteriological reduction of local rocks and are not hydrothermal or magmatic in origin. Fluid inclusion data, combined with an interpretation of geologic history /
sedimentation, indicate that the depth of burial of the Demster Structural Zone was approximately 2 km at the time of calcite mineralization, which occurred relatively soon after the main deformation of folding / faulting. Calcites formed at temperatures greater than 100 C after the formation of the sulfides (Section 2.5I.4);
- 4. Ihere has been no recurrence of fault movement since the mid-to late-Paleozoic deformation and mineralization (Sec-tions 2.5I.3.4.8 and 2.SI.4);
- 5. K-Ar age determinations of clay minerals from gouge give in-ferred ages of 392 to 431 m.y.a. The clays have undergone at least partial argon loss (resetting). Limitations of this method due to the nature of the minerals prevent a conclusive determination of the age of minerals and time of last movement of the Demster Structural Zone (Section 2.5I.4) .
2086 254 Amendment 1 2.5I-43 February 1979
NEW HAVEN
- 6. The actual cause of the forces responsible and the correlation with overall tectonic event (s) in the Eastern Stable Platform associated with the broad folding and origin of the Demster Structural Zone are unclear. All data compiled on the Demster Structural Zone indicate that the feature is an old Paleozoic fold / fault. The Demster Structural Zone may be as old as mid-Paleozoic. However, much of the evidence suggests a younger age that would relate the features to the Allegheny oroger.y (Section 2.5I.7);
- 7. The Demster Structural Zone is a noncapable fold / fault which presents no seismic or geologic hazard to the proposed station.
2086 255 g O ~ Amendment 1 2.5I-44 February 1979
NEW HAVEN REFERENCES Barber, B. G. and J. T. Bursnall, 1978, " Deformation Structures in Lower Paleozoic Rocks Northwestern New York", 50th Annual Meeting Guidebook New York State Geological Association, D. F. Merriam (ed.), pp. 48-57. Barnes, H. L. , 1977, " Fluid Inclusion Analyses for Dames & Moore, Inc.", in Nine-Mile Point Nuclear Station, Geologic Investigation, Vol. I (1978). Broughton, J.G., D. W. Fisher, Y. W. Isachsen, and L. V. Rickard , 1966,
" Geology of New York, A Short Account", New York State Museum and Science Service, Educational Leaflet No. 20, 45 p.
Chadwick, G. H., 1915, " Post-ordovician Deformation in the Saint Lawrence Valley, New York", Geological Society of America Bulletin 26, pp. 287-294. Chute, N. E., 1969, " Structural Features in the Syracuse Area", New York State Geological Association 36th Annual Meeting Guidebook tc) Field Trips, Prucha, JJ (ed. ) , BR 74-127. Coates, D. R. , S. O. Landry, and W. D. Lipe, 1971, " Mastodon Bone Age And Geomorphic Relations in the Susquehanna Valley", Geological Society of, America Bulletin, Vol. 82, pp. 2005-2010. Dames and Moore, 1978, "Nine-Hile Point, Nuclear Station, Geologic Investigation, Three Volm te s , Niagara Mohawk Power Corporation, Syracuse, New York. Engelder, T. and R. Engelder, 1977, " Fossil Distortion and Ddcollement Tectonics of the Appalachian Plateau", Geology, Vol. 5, pp. 457-460. Epstein, A. G., J. B. Epstein, and L. D. Harris, 1977, "Conodont Color Alteration - An Index to Organic Metamorphism", United States Geological Survey Professional Paper 995, 27 p. Eysinga, F. W. B, 1975, " Geological Time Scale", Elsevier, New York, 3rd edition. Faure, G., 1977, Principles of Isotope Geology, John Wiley & Sons, New York, 464 p. Fettke, C. R. , 1933, " Subsurface Devonian and Silurian Sections Across Northern Pennsylvania and Southern New York", Geological Society of Ame*1ca Bulletin, 44, pp. 601-660. Fettke, C. R., 1938, "The Bradford Oil Field (McKean County) Pennsylvania and New York", Pennsylvania Geological Survey, 4th Series, M21, 454 p. 2086 256 Amendmcnt 1 2.5I-45 February 1979
NEW HAVEN Fisher, D. W., Y. W. Isachsen, and L. V. Ricka rd, 1970, "Gcalogic Map of O New York", New York State Museum and Science Service Map and Chart Series 15, 5 sheets. Fisher, D. W., 1977, " Correlation of the Hadrynian, Cambrian, and Ordovician Rocks in New York State", New York State Museum Map and Chart Series No. 2_5_, 75 pp. Fullerton, D., 1971, "The Indian Castle Glacial Readvance in the Mohawk Lowland and Its Regional Implications - Parts I and II", Princeton University, unpublished Ph.D. Frye, J. C., H. B. Willman, M. Rubin, and R. F. Black, 1968, " Definition of Wisconsinian Stage", United States Geological Survey Bulletin, 1274-E. Hartnagel, C. A. and W. L. Russell, 1929, "New York Oil Fields", Structure of_ Typica_1_ American Oil Fields, Vol. 2, pp. 269-289. Johnson, J. H., 1971, " Limestones (Middle Ordovician) of Jefferson County, New York", New York State Museum and Science Service Map and Chart Series 13, 88 p. Karrow, P. F., J. R. Clark, and J. Terasmae, 1961, "The Age of Lake Iroquois and Lake Ontario", Journal of Geology, Vol. 69, pp. 659-667. Kindle, E. M., 1304, "A Series of Gentle Folds on the Border of the Appalachian System", Journal of Geology, 12, pp. 281-289. Kindle, E. M., 1909, " Geologic Structure in Devonian Rocks", in " Description of the Watkins Glenn-Catatonk District", United States Geological Survey Folio, No. 169, pp. 13-15. Kinsland, G. L., 1977, " Formation Temperature of Flourite in the Lockport Dolomite in Upper New York State as Indicated by Fluid Inclusion Studies - With a Discussion of Heat Sources", Economic Geology, Vol. 72, pp. 849-854. Kreidler, W. L., A. M. Van Tyne, K. M. Jorgensen, 1972, " Deep Wells in New York State", New York State Museum and Science Service, Bulletin Bulletin 418A, 335 pp. McCann, T. P., N. C. Privrasky, F. L. Stead, and J. E. Wilson, 1968,
" Possibilities for Disposal of Industrial Wastes in Subsurface Rocks on the North Flank of the Appalachian Basin in New York",
Subsurface Disposal in Geologic Basins-A Study of Reservoir Strata, J. F. Galley (ed.), American Association of Petroleum Geologists, Memoir 10, pp. 43-92. Muller, E. H., 1965, " Quaternary Geology of New York", Quaternary of the United States, H. E. Wright and D. G. Frey (eds.), Princeton University Press, Princeton, New Jersey, pp. 99-112. 9 2086 257 Amendment 1 2.5I-46 February 1979
NEW HAVEN Nickelsen, R. P. and V. N. D. Hough, 1967, Jointing in the Appalachian Plateau of Pennsylvania, Geological Society of America Bulletin, 78, pp. 609-630. Parker, J. M., 1942, " Regional Systematic Jointing in Slightly Deformed Sedimentary Rocks", Ceological Society cj[ America Bulletin, 53, pp. 381-408. Patchen, D. G, 1966, " Petrology of the Oswego, Queenston and Grimsby Formations", Oswego County, New York, M.A. Thesis, SUNY Binghamton (unpublished). Patchen, D. G. ,1975, " Depositional Environments of the Oswego Sandstone, Oswego County, New York", Geological Society oJ[ America Abstracts With Programs, Vol. 7, No. 1, pp. 103-104. Patchen, D. G., 1978, " Depositional Environments of the Oswego Sandstone (Upper Ordovician) Oswego County, New York", 50th Annual Meeting , Guidebook, D. F. Merrian (ed.), pp. 368-385. Price, N. J., 1966, Fault and Joint Development in Brittle and Semi Brittle Rock, Pergamon Press, Oxford, 176 p. Prucha, J. J., 1968, " Salt Deformation and D6collement in the Firtree Point Anticline of Central New York", Tectonophysics, Vol. 6, pp. 273-299. Prucha, J. J., 1978, Personal Communication (unpublished). Rodgers, J., 1963, " Mechanics of Appalachian Foreland Folding in Pennsyl-vania and West Virginia", American Association of, Petroleum Geologists Bulletin, Vol. 47, pp. 1527-1536. Rodgers, J. ,1970, The Tectonics of, the Appalachians, John Wiley & Sons, New York, New York, 271 p. Schsucker, U. ,1969, " Geophysical Aspects of Structure and Composition of the Earth", Handbook of, Geochemistry, Vol. 1, K. W. Wedepohl (ed. ) , pp. 134-223. Sherwood, A., 1978, " Report of Progress in Bradford and Tioga Counties Part I and Areal Map", Second Geological Survey of Pennsylvania. Van Tyne, A. M., 1978, Personal Communication (unpublished). Wallach, J. L., 1968, " Origin of Steeply Inclined Fractures In Central and Western New York", M.S. Thesis, Syracuse University, Syracuse, New York, 104 p., unpublished. 2086 25B Amendment 1 2.5I-47 February 1979 i
NEW HAVEN Wayne, W. S. and J. H. Zumberge, 1965, " Pleistocene Geology of Indiana and Michigan", Quaternary g the United States, H. E. Wright and D. G. Frey (eds.), Princeton University Press, Princeton, New Jersey, pp. 63-84. Wedel, A. A., 1932, " Geologic Structure of the Devonian Strata of South Central New York", New York State Museum Bulletin No. 294, 75 p. Williams, H. S., 1882, "The Undulations of the Rock Masses Across Central New York", Proceedings of the American Association for the Advancement o_f_ f Science, Vol. 31, p. 712. Williams, S. G., 1883, " Dip of the Rocks of Central New York", American Journal g Science, Vol. 26, pp. 303-305. Willis, B. and R. Willis,1929, Geologic Structures, McGraw Hill, New York, New York. Zartman, R. E., 1977, " Geochronology of Some Alkalic Rock Provinces in Eastern and Central United States", Annual Re.lew of Earth and Planetary Sciences, F.A. Donath et al (eds.), 5, pp. 257-286. Zerrahn, G. J. ,1978, "Ordovician (Trenton to Richmond) Depositional Patterns of New York State and Their Relation to the Taconic Orogeny", Geological Society o_f, f America Bulletin, 89, pp. 1751-1760. O 2086 259 O Amendment 1 2.5.T-48 February 1979
NEW HAVEN TABLE 2.5I-l LOCATION AND METHODS OF ANALYSIS OF CORE SAMPLES SAMPLE NUMBER BORli3G NUMBER DEPTH IETHODS/ ANALYSIS NH-1 R-12 78.0-78.4 x-ray NH-2 R-12 79.6-80.0 X-ray, K-Ar age NH-3 R-12 112.7-113.1 x-ray NH-4 R-12 113.7-114.0 tl11n section NH-6 R-12 152.3-152.6 2-ray, K-Ar age NH-7 R-12 180.0-180.2 thin section NH-16 R-13 67.8-67.9 x-ray NH-17 R-13 81.5-81.8 x-ray NH-26 R-10 30.3-30.6 thin section NH-31 R-14 215.7-215.9 x-ray, K-Ar age NH-33 R-27 79.6-80.0 thin section NH-34 R-27 38.6-39.0 thin section 2086 260 Amendment 1 February 1979
NEW HAVEN TABLE 2.SI-2 SAMPLE IDENTIFICATION, LOCATIOa, AND STUDIES PERFORMED ON SAMPLES FRCM TRENCH II SAMPLE NO. STUDY PERFORMED _ LOCATION T-II-1-NH 8+19.9, 4 ft NE of Trench CL* Thin Section T-II-2-NH 8+19.9, 4 ft NE of Trench CL Sulfur Isotope T-II-7-NH 9+49.4, 4 ft SW of Trench CL Fluid Inclusion T-II-8-NH 9+49.4, 4 ft SW of Trench CL Thin Section T-II-19-NH 9+50, SW Wall Rock Pit I Thin Section, Sulfur Iso-tope, Fluid Inclusion T-II-20A-NH 9+52, 13 ft SW Trench CL Sulfur Isotope T-II-21-NH (A) 9+45, NE Wall, Rock Pit I Thin Section, Sulfur Iso-tope, Fluid Inclusion T-II-25-NH 9.40, 25 ft SW of Trench CL Sulfur Isotope Fluid Inclusion T-II-26-NH 9+47, 2.5 ft SW of NE Wall, X-ray Diffraction, Rock Pit I K-Ar age T-II-29-NH 9+40, 24 ft SW of Trench CL Thin Section T-II-31A-NH 9+15, SW Wall, Rock Pit I Thin Section T-II-36-NH 9+14, NE Wall, Rock Pit I Thin Section, Sulfur Iso-tope T-II-38-NH 8+50, Floor Rock Pit I X-ray diffraction, K-Ar age T-II-39-NH 8+48, Floor-Rock Pit I CL Fluid Inclusion T-II-40-NH 9+46, SW Wall, Rock Pit I X-ray Diffraction, K-Ar age T-II-42-NH (A) 9+42, 3 ft SW Rock Pit CL Thin Section, Sulfur Iso-tope, Fluid Inclusion T-II-45-NH 9+45, NE Wall, Rock Pit I Sulfur Isotope T-II-48-NH 9+40, 1 ft NE of wall, Rock Sulfur Isotope Rock Pit I T-II-50-NH 9+42, SW Wall, Rock Pit I Thin Section, Sulfur Iso-tope T-II-51-NH 9+42, SW Wall, Rock Pit I Thin Section, Sulfur Iso-tope T-II-58-NH 9+22, Floor Rock Pit I X-ray Diffraction, K-Ar age T-II-59-NH 9+42, NE Wall Rock Pit II Sulfur Isotope
- CL is defined as centerline. -
}{j O
Amendment 1 February 1979
TIME ERA PER100 A r.E EPIS0DE M. Y. s DE RM ATION 290 290 300 - Q CARBONIFEROUS O DEV0NIAN I ULSTERIAN , 380 390 N NEEaYsa' CYAN , ,, 400 - CAvuGAN k AN 410 O ,,,,,,,, im m 1 NIAEARAN CLIFTONIAN ii 42C+ , 43/> MU,1 NAN AM XANLRIAh <i 440 cracgun47:an gggm, remn s 450 . m ,, 460 q CHAMPLAIN!AN ORDOVICIAN CHAZYAN z 480 CANADIAN u 490 500 . CAMBRIAN 570 PRECAMBRIAN NOTE: For explanation of
$Ets'r$SIO.'"
esouncc: vu c,.%.tiersi FIGURE 2.5I-23 NEW HAVEN SITE RADIOMETRIC AGE AND RELATIVE rp TIME RELATIONSHIP CHART i l j NEW YOHK STATE ELECTRIC a GAS CORPORATION
') fi O [
)b)
" " 4MENDMENTI
LINE J-K seu
\
k ee 57200
'" -. me,. m .r. g.,g, UNE I LINE RI-R2 57M 58.?CX)
\ FEE T l 80 ' FA TA
_ ,_ ,1y,:7,_LEat.t_AN,._aw'E vow smx
..;,. + , p. s .s . . .
FIGURE 2.5I- 35 NEW HAVEN SITE LAND MAGNETOMETER TRAVERSE PROFILES - SITE AREA NEW YORK STATE ELECTRIC 8 GAS CORPORATION
^""o"e"' '
2086263
NEW HAVEN ATTACHMENT 1 PETROGPAPHIC EXAMINATION OF SAMPLES DEMSTER STRUCTURAL ZONE 2086 264 Amendment 1 Al February 1979
NEW HAVEN ATTACHMENT 1 PETROGRAPFT: EXAMINATION OF SAMPIIS DEMS.ER STRUCTURAL ZONE Introduction Polished thin-sections and polished sections were examined by trans-mitted and reflected light microscopy and with a Nuclide cathode lu-minoscope. These studies were undertaken to determine the paragenetic sequences and correlate these sequences, to inspect for deformation twinning, crushing, or other evidence of strain, to make an estimation of the extent of deformaton, to assist in the interpretation of the fluid inclusion data, and to determine and identify the various stages of movement. Over thirty sections taken from 16 samples were examined. The locations of these samples are shown on Figures 2.5I-13, 2.5I-14, and 2.5I-16. The basic mineralogy of the veins was similar. Calcite is the major filling mineral with minor amounts of sulfides. The sulfides were generally pyrite and marcasite with some sphalerite. Chalcopyrite is identified in two-hand samples and in polished sections from two samples. Some deformation was noted in selected samples of calcite. This was identified by either undulose extinction, offsets of twin planes, fine twinning, or crushing. Grains that showed undulose extinction often showed some offsetting of twin planes between domains. Very fine twinning and crushing were often restricted to small areas of a section. Some of these deformations were probably associated with deformation due to growth in confined space. In all occurrences, the sulfides were not visibly deformed. Deformation, when observed, is usually associated with early stages of mineral growth (for example, T-II-8-NH, T-ll-42A-NH). The later stages, particularly the clear-zoned calcites found in several samples, do not show any deformation. After formation of the minerals, there is no evidence to indicate any event of sufficient intensity to fracture the veins, or to deform the calcite and sulfides in any recognizable pattern. Paragenetic Sequences of Samples An examination of the paragenetic relations was undertaken to help in the correlation of samples from various locations and to identify the various episode.2 of mineral growth. Not all sections exhibited the complete series of events, although six samples di' show nearly iden-tical stages. In determining these sequences, st.eral unique events were noted. These included early sulfide formation, changes from pitted calcites to clear calcites, evidences of crushing or extensive twinning, and distinct layers of detritus and zoning in the calcites. Zoning in the calcites was identified by distinct layers of included material in the calcites or by cathodoluminescence. These relationships for samples Amendment 1 Al-1 February 1979
NEW HAVEN which could be determined are listed on Figure Al-1. Samples T-II NH, NH-26, T-36-NII, T-II-42-A-NH, T-II-50-NH, and T-II-51-NH show the last several stages in the sequence. All samples show early sulfide formation with sulfides often on the edges of the veins. Only occasionally does sulfide occur in the middle of the vein, unless it has been transported as distinct grains. Pyrite with or without sphalerite appears as the earliest sulfides. Marcasite usually occurs on the outer edges of the pyrites, although they are also intimately intergrown. Pitted calcite is quite common and usually appears ta be early. The numerous pits and inclusions would tend to indicate very rapid growth of this calcite. Clear calcite usually follows. Twin planes sometimes penetrate both types of calcite. These twin planes are broadly spaced and may be the result of crushing or may have been produced during sample preparation (one twin plane was seen to lengthen under & 1ocused electron beam while under the cathode luminoscope). A minor crushing event was observed in several of the thin sections. This event is represented in the sections as an elongate area of crushed calcite. This crushing is generally characterized by small areas of poorly-sorted, generally-rounded grains. The crushing appears to be a very minor event, as indicated by confinement to very small areas of the sections. The final and most easily identified event in the samples is the de- O position of some mixed detritus. This detritus is composed of some grains of sulfide and small-rounded calcites which apparently settled out of the fluids. This settling is evidenced by several features such as mode of occurrence, geopetal relations, and distribution of the grains. The detritus appears as coatirys along distinct crystal sur-faces. The detritus coating is restricted to distinct areas of a sec-tion; in some thin sections, it can be followed along several crystal grains. Distinct geopetal relations can be seen in two sections also. In one sample (NH-26), sulfide had settled on one side of the calcite vein; this settling would indicate the bottom of the sample. The set-tling of the detritus agreed with this determination. Sample T-II-51-NH showed a symmetrically-zoned vein with the exception of the detritus which was present on only one side of the vein. Possibly, deposition of the detritus is related to the relaxation phase of areal fold / faulting. The distribution oi the grains also indicates a settling of detritus. The heavier grains (i.e., sulfides) appear to have settled out faster than the calcite grains. Sulfides are also more abundant in the little interstices between the grains; these are also the lowest spots avail-able. Finally, these accumulations have rounded tops indicating that enough free space was available for them to form through settling. These areas of detritus are usually preceded by well zoned calcite as observed under cathodoluminescence. The detritus is well cemented and 2086 266 Amendment 1 Al-2 February 1979
NEW HAVEN is surrounded by undisturbed clear calcite. This detritus is signifi-cant because it is readily identified. It occurs in several samples from various locations. Detritus accumulation followed by calcite is the latest recognized event and is undeformed. Although not all the sections indicate the complete sequence of mineral-izatlan and several samples indicate some different relations (i.e., T-II-1-NH, T-II-8-NH, and T-II-19-NH) , the calcite that was determined to be the youngest type of calcite in those samples does not show any deformation. These sequences are important because they indicate that despite some differences, a distinctive series of mineralogical events took place during and subsequent to the main folding / faulting. These events appear to be the result of gradual changes in the mineralizing fluids and do not appear to be separated by significant amounts of time. Where distinct mineralogical episodes took place, calcite was the last to form. Several samples do not correlate based on their paragenetic sequences. These are Samples T-II-8-NH, T-II-19-NH, NH-33, NH-34, and T-II-1-NH. Fluid inclusion studies were performed on Samples T-II-19-NH and T-II NH (Attachment 2). Sample T-II-7-NH is a companion sample to T-II-8-NH. Fluid inclusion temperatures for Sample T-II-19-tm are similar to the temperatures of the other samples that were analyzed. Temperatures of homogenization from Sample T-II-7-NH are slightly lower than the temper-atures from the rest of the samples. However, based upon the range of temperatures from all of the samples, no conclusion can be reached that Sample T-II-7-NH and, hence, Sample T-II-8-NH are representati e of another episode of mineralization. Samples NH-33 and NH-34'show a sequence that is probably representative of the overall episode. Certain events cannot be correlated in these samples (for example, the occurrence of detritus). However, if the overall trend of early sulfide mineralization, followed by pitted calcite and then clear calcite (that shows variations in the cathodolominescence), is considered as the overall trend of mineralization, then the samples (NH-33, NH-34) follow that overall trend. Sample T-II-1-NH contains only one generation of calcite. No sulfides were present in the polished thin section of this sample. This calcite sample is unique because it contains goethite needles. The presence of goethite would indicate that the calcite was the result of precipitation of dissolved calcite present in the groundwater; other textural evidence supports this conclusion. There is no evidence indicating deformation of this calcite. Sulfide grains on the rock-vein interface from Sample T-II-2-NH were examined through stable isotope ratio analysis (Attach-ment 3). Sample T-II-2-NH is from the same location as Sample T-II NH. The sulfur isotope data indicate that the fracturing of the rock was contemporaneous with the faulting. Since the calcite in Sample T-II-1-NH was determined to be the result of groundwater activity, fluid inclusion studies were not performed. 2086 267 Amendment 1 Al-3 February 1979
NEW HAVEN Sulfide Mineralogy
- The major sulfides present are pyrite, FeS2, marcasite, FeS2, and sphal-erite ZnS. Chalcopyrite, CuFeS2, is found in two samples. No other sulfides were identified microscopically; although, galena, PbS, pyr-rhotite Fel-x , Sand mackinawite FeS 1_x were considered as possible additional minerals.
Sphalerite is a very translucent-type which is indicative of a low iron content. This would agree with known phase relations of this mineral. The possibility of using the iron content in the sphalerite as a geobaro-meter was considered; however, the absence of pyrrhotite prevented this determination. Chalcopyrite was found in small amounts in two samples. In Sample T-II-19-NH, chalcopyrite occurred as distinct grains. In Sample T-II-21-NH, a small amount is found coating the sphalerite. Pyrite and marcasite are overgrown on the chalcopyrite in this sample. Generally, the sulfide growth appears as an early phane in the mineral sequence. The sulfides are often found coating the edges of the calcite veins. Where fracturing of the sulfide has taken place, other than during preparation of the section (identified by open space on slide), these fractures have been healed by additional sulfides or calcite. This fracturing is also very slight. Cathodoluminescence of Calcites All samples were examined under a Nuclide Corporation cathode luminoscope Model ELM-2A. A beam current of approximately 0.2-0.4mA at 6-10kv was used. The vacuum varied between 50-100 millitorr. The calcites in all samples luminesce a bright reddish orange. This luminescence is attributed to Mn++ activation (Marshall 1975, Sommer 1972a, 19720). All intensity variations were noted by eye within each individual section. Variations between samples could not be noted because of variations in operating conditions, and the difficulty in making absol-te judgements between samples. Calcites tend to luminesce at low beam currents; however, high currents were used to improve operating conditions and to assure that all the luminescent centers were activated. Distinct episodes of zoning could be seen under the luminoscope. These were identified by differences in the intensity of the red-orange lumin-esCence. Variations in intensity can be caused by changes in Mn++ concentrations in the crystal or by changes in Fe++, which acts as a luminescence quencher (Marshall 1975, Sommer 1972a, 1972b). This zoning occurs along the crystal faces as the calcites grew. Several different zones are evident in some of the samples. There is no evidence of fracturing of the crystal faces. Furthermore, there is no evidence of any unseen calcite veins as represented by abrupt changes in the luminescence. 2086 268 Amendment 1 Al-4 February 1979
NEW HAVEN This zoning may be the result of fluctuations in oxidation states of iron in the solution. Variations in Fe++/Mn++ or possible Fe++/Fe*++ ratios can affect the intensity of the cathodoluminescence. This would further be evidenced by the thin red lines found immediately after this zoning in T-II-21, and 42A. It should be noted that these fluctuations did not result in the formation of goethite in these areas. Goethite needles are visible in T-II-1-NH, but goethite-bearing calcites do not fit with this sequence and are believed to be the result of precipitation of calcite dissolved from the overburden. Conclusions Petrographic examination of the samples indicates that a distinct series of mineralogical events took place during the areal folding / faulting. These events are correlative between samples from various locations. This sequence of events indicates a nearly continuous episode of mineral-ization. Not all samples can be correlated on the basis of their paragenetic sequences. Discrepancies may be due to the result of filling during the early stages of mineralization. Other mineralogical episodes may also be responsible'for these discrepancies, but evidence from other studies does not confirm this hypothesis. Hrwever, in all the samples that were examined, there was no evidence of any movement of the main fault structure after the final crystallization of the calcites in all samples. 2086 269' Amendment 1 Al-5 February 1979
NEW HAVEN REFERENCES Marshall, D. J., 1975, "The Status of the Cathodoluminescence Technique in the study of Carbonates", IX International Congress of Sedimen-tology, Nice, France. Sommer, S. E., 1972a, "Cathodoluminescence of carbonates, 1. Characterization of Cathodoluminescence from Carbonate Solid Solutions", Chemical Geology, 9, pp. 257-273. Sommer, S. E., 1972b, "Cathodoluminescence of Carbonates, 2. Geological Applications", Chemical Geology 9, pp. 275-284. 2086 270 0 9 Amendment 1 Al- 6 February 1979
um nAvEn SAMPLE DESCRIPTIONS 2086 271 Amendment 1 Al-7 February 1979
NEW HAVEN SAMPLE NUMBER: T-II-1-NH LOCATION: Station 8+19.44 4 ft NE Trench CL Minerals Present mineral discussion Calcite See below. Goethite Goethite occurs as small needles in the calcite. Texture Hand samples from this location were composed of honey-colored calcite. Crystals often showed a layered texture; this could indicate a series of growth periods; however, the calcite is all the same type. Section composed of large (3-5 mm) calcite crystals. Calcites are clear and undisturbed. There is no significant twinning. Special Features Goethite needles occur during distinct generations,, as indicated by the patterns of goethite occurrence. There is only one type of calcite present; no evidence of deformation of these calcites. The texture and occurrence of the calcite, and presence of goethite all indicate precipitation of calcite transported by groundwater. 2086 272 $ Amendment 1 Al-8 February 1979
NEW HAVEN SAMPLE NUMBER: NH-4 LOCATION: Boring R-12 Depth 113.7-114.0 ft Minerals Present mineral discussion Calcite See below. Texture Veins are composed of calcite in several. textures; dirty, rounded calcites and different types of clean calcite. One vein is composed of the dirty calcite and rounded, well-twinned calcite grains, the other vein is composed of somewhat coarser grains with less twinning. Special Features A slight amount of difference in the calcites under cathodoluminescence. 2086 273 Amendment 1 Al-9 February 1979
NEW HAVEN SAMPLE NUMBER: NH-7 LOCATION: Boring R-12 Depth 180.0-180.2 ft Minerals Present mineral discussion Calcite Calcite occurs along partings in small beds of shale. Texture calcite appears as vein fillings along partings. The calcite is strained as indicated by the nature of their extinctions. O Special Features Calcite'is uniform as indicated by lack of differences under cathodo-luminescence. 2086 274 O Amendment 1 Al-10 February 1979
NEW RAVEN SAMPLE NUMBER: T-II-8-NH LOCATION: Station 9+49.4 4 ft SW Trench CL Minerals Present mineral discussion Calcite Calcite is dominant mineral in section; two distinct types occur. Sphalerite Sphalerite occurs as single grains or with pyrite. Pyrita Texture Size of calcite grains vary from 0.25 to 3 mm. Sulfide crains are usually small and distributed through the section. Sulfides are not associated with any particular type of calcite. Special Features Numerous grains of calcite in this section exhibit very fine twinning; crystal faces are well exhibited on these grains (Figure Al-2A) . These grains are surrounded by clear calcite; a few inclusions of debris are often coating the early crystals. These twinned grains luminescence much brighter than the rest of the calcite (Figure Al-2B) . 20B6 275 Amendment 1 Al-ll February 1979
NEW HAVEN SAMPLE NUMBER: T-II-19-NH LOCATION: Station 9+50 SW wall Rock Pit I Minerals Present mineral discussion Calcite calcite is the dominant vein filling; several dis-tinct types of calcite are present. Pyrite Pyrite and marcasite are the most abune*3nt sulfides. Marcasite Sphalerite often occurs in the smal) veins, chalco-Sphalerite pyrite is present but uncommon. Chalcopyrite Texture This sample is in a massive sandstone with veins of calcite filling the fractures. Some areas of breccia, composed of sandstone fragments, are also present. In the hand sample, calcite appears to be of two types (Figure Al-3). The earlier type is clear and found in the small veins. The later type is found near the open cavities. In thin section, several types of calcite can be seen. Figure Al-4A shows the various textures. These calcites are both pitted and clear types. Some rounded grains (nondetrital) are also present. Special Features Sulfide minerals exhibit several unusual textures (Figure Al-4B) , Pyrite and sphalerite are the major minerals in one episode. Marcasite and pyrite are minerals in the other episode of sulfice precipitation. Chalcopyrite occurs as an early sulfide. A few crystals of calcite exhibit some zoning under cathodoluminescence. There is no evidence of offsetting of the veins. Calcitcs and opaques show no e'idence of stress. 2086 276 $ Amendment 1 Al-12 February 1979
NEW HAVEN S704PLE NUMBER: T-II-21-NH, LOCATION: Station 9+45 T-II-21A-NH SW wall Rock Pit I Minerals Present mineral discussion Calcite Calcite occurs as the dominant vein-filling mineral. Marcasite (Pyrite) Sulfides occur as coatings on the rock fragments Sphalerite or are randomly dispersed in the breccia. Sphalerite Chalcopyrite occurs as coatings on marcasite in one section. Pyrite and marcasite are intergrown in other sections. Sphalerite also occurs in some areas of the section, (Figure Al-5). Shale Fragments Texture Rock is composed of calcite veins, coated by pyrite and marcasite. The youngest calcite shows a red staining (Figure Al-6) . Calcite occurs as the major vein mineral grains and are generally 1 to 2 mm in diameter. Both a pitted and clear calcite can be seen in the sections. Calcite also is found surrounding breccia fragments; it also appears that the calcite has even penetrated some of the shale fragments. Special Features only occasional twinning can.be seen in the grains; some grains do exhibit an undulose extinction. Small red bands can be seen in the sections. These areas of zoning occur as lines of red staining along growth faces. Additional zoning can be seen under cathodoluminescence (Pigure Al-7B). The calcite in the breccias also luminescenses. Certain areas in these sections exhibit an unusual texture (Figure Al-7). It appears that some detritus has been deposited upon these open growth faces. This detritus is composed of calcite grains and some sulfide. Cathodoluminescence shows some distinct zoning prior to the deposition of the detritus (Figure Al-7B). 2086 277 Amendment 1 Al-13 February 1979
NEW HAVDi SAMPLE NUMBER: NH-26 A, B LOCATION: Boring R-10 Depth 30.3-30.6 ft Minerals Present mineral discussion Calcite Pyrite Sulfides occur in veins; sulfides occur primarily Marcasite in only one edge of these veins. Sphalerite Texture Veins are composed of calcite grains from 0.75 to 2 mm. Most grafns are pitted, some grains show minor twinning. Sulfides appear to have settled out. Some rock fragments are present in the vein. Sulfide grains have accumulated on cme side of the calcite vein; they appear to have settled out. The texture of the sulfides supports this conclusion. They occur as interlocked grains. Special Features A small area of crushing can be seen in one of the sections (Figure Al-8) . Small areas of detritus can be seen in the slide; these are similar to those found in Sample T-II-21-NH. The detritus has draped around the crystal outline; heavy minerals appear to have settled out first. Clean, undisturbed calcite surrounds these features (Figure Al-9) . Cathodoluminescence indicates that calcite that grew immediately prior to the deposition of detritus is zoned (Figure Al-9). 2086 278 9 Amendment 1 Al-14 February 1979
bEW HAVEN SAMPLE NUMBER: T-II-29-NH OCATION: Station 9+40 - 24 ft SW Trench CL,', Minerals Present mineral , discussion Calcite Calcite.0ccurs as both pitted and clear varieties.' Pyrite Pyrite and marcasite occur along the edges of the Marcasite calcite veins. Pyrite is present in the sandstone. Texture Hand samples showed apparent offsetting of calcite seins (Figur2 Al-10). These thin sections show calcite veins that appear to be offset. The , 6* calcite in these veins shows st,ne undulose extinction; some twin planes show a slight offsetting. Fracturing and movement of the opaques are not present. These opaques are<usually found along the edges of the calcite veins. 1 A thin vein of calcite, and detritus connects the two veins. Large crystals of calcite in the veins (axtend into the small connecting vein. This would indicate that calc.it.e was crystalizing after the offsetting. Clear calcite appears after pitted calcite; no further relations were determined. Special Features Opaques in sandstone appear to be the result of bacterial action. 2086-279 i Amendment 1 Al-15 February 1979
NEW HAVEN SAMPLE NUMBER: T-II-31A-NH LOCATION: Station 9+15 SW wall Rock Pit I l binerals Present mineral discussion Calcite Calcite is the dominant fracture-filling mineral. There is inly one generation of calcite in this sample. Pyrite These two sulfides are often associated. In some areas, pyrite is the dominant sulfide; in other areas, sphalerite is more abundant. Sphalerite These sulfides also occur as small grains in the sandstone. Texture Rock is a sandstone with several small 1 to 3 mm wide calcite veins. These calcite veins have minor twinning. These twins are not disturbed. Some calcite is dispersed through the sandstone.
\
/
Special Features Sulfides, both pyrite and sphalerite, are well dispersed in the sandstone county rock. In one of the veins, the opaques are visible only on one side of the vein.
'\
2086 280 Amendment 1 Al-16 February 1979
NEW HAVEN SAMPLE NUMBER: NH-33 LOCATION: Boring R-27 Depth 79.6-80.0 ft Minerals Present mineral discussion Calcite calcite is the domiitant mineral in the two small veins present in the section. Sphslerite Sphalerite is found in the veins with minor Pyrite amounts of pyrite. Texture Calcite is the major vein mineral. Minor sulfides occur as distinct grains of sphalerite with small traces of pyrite. The sulfides are only on one side of each vein (same side). This may indicate early formation
'of the sulfides and subsequent settling. Both pitted and clear calcites are present. Areas of crushing can be seen along the centers of the veins. Some calcite is present in the sandstone; minor w ins connect the two main veins.
Special Features Some cathodoluminescent zoning can be seen in the calcite. O Amendment 1 Al-17 February 1979
UEW HAVEN SAMPLE NUMBER: NH-34 LOCATION: Boring R-27 Depth 38.6-39.0 ft Minerals Present mineral discussion Calcite Clear calcite occurs as the major mineral; some pitted calcite is present. Pyrite Pyrite occurs in the calcite veins or as small rounded blebs in the sandstone. Texture A calcite vein is present in the section; in one area, twinning and deformation can be seen. A small amount of crushing can also be seen in the section (Figure Al-ll) . Special Features The maximum amount of twinning in this section (Figure Al-llB) occurs near a small broken chip of rock. Zoning can be seen under cathodoluminescence. Areas of pitted calcites are darker than the clear calcite. 2086 282 O Amendment 1 Al-18 February 1979
i' NEW HAVEN SAMPLE NUMBER: T-II-36-MH LOCATION: Station 9+14 NE wall Rock Pit I Minerals present mineral discussion Calcite See below. Pyrite The sulfides occur in several distinct Sphalerite textures within these sections (see below). Texture This rock was characterized by some pink banding in the open calcite vugs; large grains of sulfide and a dark alteration rim in the rock can be seen along the vein (Figure Al-121 In thin section, calcite occurs in several different modes. The first type is composed of small rounded grains, a significant amount of sandstone, and other grains. This calcite exhibits very strong undulose (radiating) extinction. This is similar to calcite found in Sample T-II-19-NH. The remaining calcite is similar to other vein calcite; it is a combination of pitted and clear types. Special Features Detritus is common in these sections, cathodoluminescent zoning is
*fisible prior to the deposition of the detritus (Figure Al-13A) .
The textures of the sulfides are distinctive. Sulfides range from nearly completely pyrite to areas of abundant needles of pyrite to more sparse areas of , pyrite (Figure Al-13B) . Abundant, coarse-grained detritus is also present in this section; rock fragments make up a significant amount of this detritus. 2086 283 t Amendment 1 Al-19 February 1979
NEW HAVEN SAMPLE NUMBER: T-II-42-NH LOCATION: Station 9+42, 3 ft SW Rock Pit I CL Minerals Present mineral discussion Calcite Calcite occurs in the vein as a series of undulose crystals. Marcasite Marcasite is the dominant sulfide; it occurs Sphalerite along the edges of the vein. Sphalerite occurs only in the rock and none in the vein. Rock Fragments Rock fragments occur in an area of brecciation and filling; rock fragments include both shale and sandstone. Texture one section is a continuation of a vein that cuts an area of shale breccia. Figure Al-14 shows its field relations. Figure Ai-15 shows the area from which the slide was cut. In thin section, the calcite vein shows a nearly parallel break; there is no breccia. A few finer veins are also present; these are parallel to the major vein; some clay appears to nave filled one vein. Opaques occur along the edges of the vein. Special Features The vein is coated by sulfides. The calcite shows an undulose extinction. The vein appears to be made up of several large crystals of calcite; within each crystal, numerous individual domains are present. It is these individual domains that exhibit the individual extinctions; these extinctions throughout each crystal result in the undulose pattern, (Figure Al-16A). Twinning is generally perpendicular to the vein; these twins are slightly offset at the edge of each domain. This would tend to indicate some deformation after the calcites formed. This deformation was minor as there is no fracturing or offsetting of the marcasite found along the edges of the ve.'n (Figure Al-16B). One thin section exhibits significant brecciation. The rock fragments are shale and sandstone. The calcite that fills the voids is zoned under cathodoluminescence. A thin layer of sphalerite runs along the rock and breccia contact. This sphalerite is fractured and filled with marcasite, pyrite', and calcite (Figure AI-17). 2086, 284 Amendment 1 Al-20 February 1979
NEW HAVEN SAMPLE NUMBER: - T-II-42A-NH LOCATION: Station 9+42 5 ft SW Rock Pit I CL Minerals Present mineral discussion Calcite See below. Pyrite Sphalerite appears as the earliest' sulfide; it is Marcasite coated by a pyrite and marcasite intergrowth. Sphalerite Texture Calcite occurs in several different textural. modes. These include a very fine-twinned area, clear calcites with some twins, and pitted areas of calcite. Offsets in the finely-twinned areas can be seen. Special Features This section exhibits several generations of calcite; the final generation is composed of clear calcite with areas of red stain along crystal faces (Figure Al-18). These are very similar to Sample T-II-21-NH. The change from heavily pitted calcite to a clear type is also marked by a line of sulfide grains along the boundary. These boundaries are often intracrystalline. A small amount of zoning can be seen under cathodoluminescence. r-bb Amendment 1 Al-21 February 1979
NEW HAVEN SAMPLE NUMBER: T-II-50-NH LOCATION: Station 9+42 SW wall Rock Pit I Minerals Present mineral discussion Calcite Calcite is the dominant mineral in the section. Pyrite Pyrite and marcasite often occur in the same Marcasite grain; in those instances, marcasite grew after the pyrite. Shale Fragments Texture This rock is composed primarily of coarse-grained (up to 3 mm) calcite. Calcite crystals near the shale fragments tend to be smaller. Some calcites are pitted; some are clear. Special Features Coarse calcites show abunoant fine twinning, including kinking; finer calcites near the shale do not show any twinning. The finer calcites also tend to be associated with marcasite and pyrite. These opaques occur as disseminated grains and as coatings along or near the shale. The coarser calcites also have some opaques. In addition to the fine ' twinning, some crushing can be seen in one area of the calcite. No distinct zoning could be seen with cathodoluminescence.
+
Amendment 1 Al-22 February 1979
NEW HAVEN SAMPLE NUMBER: T-II-51-NH LOCATION: Station 9+42 SW wall Rock Pit I Minerals Present mineral discussion Calcite See below. Pyrite One section shows pyrite occurring after marcasite; Marcasite the reverse relation is visible in the other section. Texture Calcite occurs as a vein filling. Grain sizes vary with each generation. Twins can be observed in some grains. Some undulose extinction can also be observed. Special Features Areas of detritus are present in one half of one slide. Zoning in the calcites prior to the deposition of the detritus can be seen under cathodoluminescence. Other distinct generations of calcite can also be observed. These can be classified on the basis of grain size or by distinct episodes of sulfide growth separating the generations. 2086 287 Amendment 1 Al-23 February 1979
NEW HAVEN FIGURES 2086 288 Amendment 1 February 1979
SAMPLE EARLIEST EVENT T/ME LATEST EVENT TH-8NH h '
- h. .
O ' l TII-l9NH O y
^
y
'^'
.y ,
; same A , , Be ,
TH- 21NH h h-A ese a E
^9 ' h
%"'A A. A A A O A NH-26 V V V
VO V V N H-33 NH-34 ; : : TH-36NH h: : l hl TH-42 A NH : h hihl l h TH-50 NH h '
^y :
h TH-5I NH : h :l h:
. e ,
y l-------l h hl EXPLANATION Calcite (clear) Calcite (zoned red stain) ; : Distinct Event Calcite (p tted) Detritus l----- --1 Missing Event Ak e Pyrite F------l Zoning Fresent in g":j@ Calcite (twinned) . I Marcosite Sompte, Exact Sequence A Inferred Calcite (crushed) Sp he e rste EED Chalcopyrite 4 Calcite (zonedunder cathodoluminescence) Paragenetic Sequences Figure Al-1 O Calcite (clear,smoII) Amendment 1
' , , 3_. ; _ ,, . _
i . i; . ; lM . . . ),.
. pf, .. ..O,'... . d .,(Q
. , n,, :%.
, . 7: ..
;['K_ C .
5 J % 5; Cs..;,;, thf.1m qv n$lM. ~-
- 11 E e r ;1.. m i_ ;, *
,'}
- j 3
g
- 3 5 t
'I i' i A ;
~
b ;4,'2 t
.; =
1 r+.,
. x. -
4h - . .,
> 3
. . , , . r .. .
1
, , yn,g. :.u, W
sy. , l v
- w.:- 69 r
,x ,,.y '. . _ c ;,
.. u
, e
..e
.r.
.x; y . .. ,
~
- * , i;
. .. :; p.pj a
_ * - .
- _N, ;q- . . e ,' y
- . 4.
. *i I
1.> -
- w. .4 % ' p, ~ "7.. e. -
.s
.x_x-_. -
- 1. '
- 1. ..a..._&
- I.Y . 'l..% .. . i . a__ .--_._.....?__..
Imm .
.. .q ' r 17:7g7- sj. 4.u .
.. ,. y T "*;* s -p 9 _;- ; , ;s _ v * . ;.; w .; +.. ,
.> . m.. .m.y y - ,
4, . . -- .-. . .
, 4
;;.' ' l - e,L s.:
^ ? W "QQ; f .g.'. . . d.c; %.
ny ,w y . Jp c, 7* iy :
- ;, - . .~- .
.. .. T 9: M ; y O.~ . .j. . . _ ; ., ,
. . . . .Ag - .. . . ~.. .
, . .)
- 1. 3 g? '<-
t , .-
* *, * > ; 9 . '1 .
g ; J .T ' . '
-l ' . .
f,i. ~ 4
%. , g; :.
V'.-],c
.j
. ; y f ),
L i
., ,. . . .. . , .V y .. ..
xs - " B ; i %C* l4 "...i .[. S . ?i
.m ._s.
-, s. si. -*u j ;; -7 -
4- .. ' . . g
- y; * . ,
4 ., . ..-*
- J. ,
* '.. U.d[ k' q* , 5 .
.4. a; jy 3 ; ;. , w r - 9. / v p ,
, .. ' v. - '
,z. ~ ,~ . . ,.& . . /?g. .,,: , ; '.. y. , , . :
m cf.s. .vs m. .
,r3 ,
(4.,rg . 'x3E.7 7, W , .'7 _ ' ~ %
. .N"
~' " -
AQ - 4 i s ~ . :-t'~
- , . .+- % Q 4 2
~ -
. .;v;o .
s- . a; ' 6. .. r - -' -
, #< ' l,E -
*; y ' -
c .,
.-. '.l 4- g * / < '
. 4 .%dt ' ' __; . '
-d ','7 g _Q _
,* .M . :). 4
..s _5 . . % s '; -* - w .
, Imm ,
2086 290 Note: Photomicrograph of Sample T-II-8-NH. Photo A is a transmitted light photograph (x-nicols) showing the finely twinned areas. Photo B shows another finely twinned crystal (brighter area) under the cathode luminoscope. Pyrite and sphalerite can be seen in both crystals also. Mineral Textures, T-II-8-NH Figure Al-2 Amendment 1
; 7.c i . MMM bb *M
$ d lifiehlmiisl M @NA f?M 4.4% e..w;ps
+av
.y - ,
-+ . ,
- in
' 4. g E,. , _,
..j . .}."
- .84 . .
. :ge..
4
.[
4 .- - 2 m s
'* ? ] / * $
g? A 4%~ p . . J
~ - '
y, _ e .
- '[;.
x .
, , .%.j g. ',
- . . e i
_ ;. s ". . ( _
- v mu ,
w
, p ,. , ,.
41.
, 4 *
~
7 .. x
,.+ p:3 h
+ . n *.
y
-g -
+ .x .
, w -
."% ' _' ,c j ,
p s'
._. k-' g , ', . .
_..,_.__,..)
, u. m- ...a ..e ,L , . .. "E_.
? . _ Ja, . .
, 5cm ,
. ., ,. . . . . . . .., , ,_.~y_. . ,-. . . . ~ . -
,x
,.,r e .. . . . . + . -
p s% -,s g .: r"$ z n.e -
" y < : . :.: .
n . :=;*/ . ,: t 2
. sy l[( la'.,.g+ jny. y l{\ 4.lg.l y'^
l~ . .- . t hh
- 5: . s > > ga.
\-.
*1
%: ~ ";
+
.T' : *. s
's< ,,.. .f . . f.Y 4 . . . *',. ,. 4 a ,
- ~-1,,*. ,
s ,, :: t
,'. r, ' ;.
a m -
. . .L{ . ' .m
~.y - [. , , . p: -~~ ..
.y, Jd : .; - . -
,y-, n s
-7
.. ~- .y ..-
- ,g .g . .
. 8
? ,.
- y g a .
- - ' 4[%...c. . . . ,n. ,h'Q' ' ,,
.'. .Sf
.7 t. .
7 ..-
' ~
w v. . / , i
. , , . p . , . , . ,. ..
,.,' **.,__ .j,;' . . . . '_y :.
B. - s p --
"n ._ _. -; ;
9, -g 4
..(.
,3, y +. _
. . , .,+.' i ,
, s, ,,
, ., ;' . - l +,- ..
.' . M .
'. . ^
"- m
% ^' '
- s k
i Mi&S - '
.m --
__ Q g g y[ F N- ,- *%' -
,5' s, . ,
1, y. ,, % -
,.e~ . . - . , . .c -.- .
..-....,,.~...,s.... ._~._a_,. . . .
, 5cm ,
Note: Polished section from Sample T-II-19-NH. Notice finer fractures are filled with a clear calcite. 2086'29I Polished Section, T-II-19-NH Figure Al-3 Amendment 1
.e: . = - -
w
...= -
.- a . ,,. 4 -
,.i *-
7[ ,,, 1 .g , , i, -
- , . .. e .. y l
;, ;; y[p
- 3.g
;-~4 ; .
i
. l ' 2. &dy
- m. .-
m :; ..p y. ' q< g l y.
.: a , ,1 A l4 . . . _ _
' ) g@4 m ..~. m , , fp p# \ . 5@i[d n i_ . . . . - .
i Imm i
.f
, ;~ n; . . g-
^ @5 r y , ..,Sggp 4^) A{
- f.
- w'
.) * ~ -$f
~
5 t e g . -7: . Rrgg ;; . ... n . u . s..
, , , , a... y . . ,
5 g
- T 9 y ,5 i /" -
;y >w .a - p
, ?.
~
4;
. _ , , : 2 .,
'p ' . ~< -
9 -
' ty* ^ . . .; ; ,
*i .,A , ,' D p 'lh...
g f , l: '
. f ' ,*
c s y
, . g ,.c,..
3 s.
- 4
, c.4 3 / y .;
[. I , 5, : -
._ ., .t
..s
. Ih -, s.k.. . . g u,
.. ik
\, A i *g[
skb;s,y d
,.'y A .,
' - - [.[ 7 'u [ 'I h N;, ~
.. :v,-W ' .. ; 5
~
>g'.
t- -
%[gi.
[ . - m ., .,e ,, % sl. 4 [M. . . C;$ $$ , "bhi N/A
'W-i imm .
Note: Photomicrographs from Sample T-II-19-NH. Photo A (transmitted light, x-nicols) shows two types of calcite. The small rounded grains are earlier than the larger clearer types. Also, note the calcite-opaque intergrowths. Figure B (reflected light) shows pyrite (bright yellow in chalcopyrite), chalcopyrite (dark yellow) , additional pyrite, and marcasite (bright yellow) with sphalerite (meduim gray- '" "") 2086 292 Mineral Textures, T-II-19-NH Figure Al-4 Amendment 1
S:.,,s..f M[ '
'T
- W4 : 1: - .g 6 \ hs.[$f
- p M. ,
~
y,. .. s" .
,.=f .
,I ^< . . >
4
~
1. _ [:
. mm
, , .' . . y. [ W';^; ,
.k
.c .e ,
? ..' ~ . Y,L. g. . , #.,
..s... . ' , .
. g,iN' ; y;; ...o,. _:
.( ^
^
t5 {.'.Q' l:[ ?
.7:a[;.f.. .* j i ,s4..iMi. . :h ,I .'I gpffy M e '
s T Lg,f'^'
.n..
~. : ,
.$i ; _~ lY gl? '
- w. &
.: .c v
-c'-plc.$,$4' M..,.
? -1 : , . ..
' I-e
^
['./;c e, Sh. ,, e .- l . I. f A -; _ _ gLe up - v _,q: y.: V' g d p- w > .~G' c: ;_ . . n g .7 .. c 4- ., ,
~
- a. e-cs
.1 ranw+_ -m, .- .
,.u...-
_.,,7, - -~
.. --a.r m?n..r.-~,. ..,: ..X.--
Imm i Note: Photomicrograph in reflected light of sulfides near breccia in Sample T-II-21-NH. Minerals are marcasite (bright yellow) and sphalerite (light gray-brown). 2086 293 Sulfide Mineral Textures, T-II-21-Nil Figure Al-5 Amendment 1
+ .
~
- - + . ' , ,
y.. -,-
- , 4-r,
,w. 2 -
ax,
- y <x . ,; : - .
, a.. ,
,y e
^% y ', '.,-
7
. . -\
~^ % g: ., . .. -. ..
.^
y
~ $yx f
.a, - ' x"h , { %' . ., ' ,, .
+ - a
;. . ' - i
-:p "s.' . , ;,' }7
. _ . , . ,9 ; s p'.f .;
. - r > g. . .
e & A raa 4 ,,-A ; . .
. ,emv-c , 5cm Note: Photograph of Sample T-II-21A-NH. This is a continuation of Sample T-II-21-NH. Note area of brecciation outlined by orange lines and black dots.
Note open cavity and red staining calcite. 2086 294 Photograph of Sample, T-II-21-NH Figure Al-6 Amendment 1
; y :... -
. . s.,,, ' . . p ; n - --- - -
p :g<
,v.
- p ~., 3 > - ,
n'n s .3, .
,, - u y
, ,- gs g i .
. . . a*t. k.s,w.4e 1 . :i t ~
. : 5 y . -
. , -, g ,&Q <-g.v. ,..-. .
y.. - f,
. e j gj :y- .> g; ,
..y 7 4 .- . - . ..5.;,
...~.
i s Q, it..~ .; :. ; ; . C. : . * ~_
~
, j ', & $h.$f. ;- . ? '* ~
~
;; g .
- - n .- . .&j{, , y A ,.[ aff'?
~?
I
- - 3. - - .
m
. 'ih -
,. - (
4 - .. .
.g, n.- .-'-. w 1
- , ;. s c.'._,
,.? . -
~ y;;;L a_ a l +- .f 7u g g 4 c, ..,c t.< ,g; .#g _ ,
, - L Q ]
,,p.,
, ,c u ;
;%. p. . .
.. . c. -
m
~
*, ,e - '
s <
% .* . ;, .- ,1.,4.. . s.. ca- ,J e d, -)
y.. .- '- n.r_ i...:._..~...,~.>.c.y.a v. i. t.: Y3 *, - t a .. ....%.-. .- ~. . - - . --s --. i Imm , ,
.y . .
7.. s .. - , ,- .. .
.. N h. [ .
? ;_ -
.lk[. k[5
' ~
N f., ,
,.+1
'*h
.a
-' ., s - * , . . , .~ .
.r 6 , o
~ ~
.: 'f- . .y .8 n ; +. ~ <
+1 B " ; p ,y + 9 .,.
'r,
- Y * ['e!p. .;. * ,. .' ' s* 'g-
,,.,m., "
s
- 'a
'=
w.y,- m., * ..
- a =.
. r,"Eff 8 ..
e-
*
- f.f** .. ] ,.
.e
. t. . . .< -
k' -
><a E'
N
% %,_N.4 s e . , ,, .
.l-+
^
- + .
% - n y - m wge .'t*'W , ;. ,. :._ pr . . . * ,
a p n f. -. . .
- s. .om4 . . . ~.. s - . .: .+ ,.
~
.. , mg - -
M - q>% 1.w-, q .. - m
+
3.<
,/ g yg. .s) _ *
- jf"~
~
(.. ], s , I- , La :. z. : . . m.4 6. u . .. ,. .r_ . Imm , Note: Photomicrograph from Sample T-II-21-NH. Photo A (transmitted light) shows the areas of red zoning and detritus. Photo B shows the same area under cathodolumin-escence, the darkest calcite is in the lower right corner; some areas of light calcite can be seen near the areas of red stain. The fine bright lines are twin planes. 2086 29e-3 Zoning, Detritus, Mineral Textures, T-II-21-NH Figure Al-7 Amendment 1
.m
.). h '
i s-,s
' ;' f.11. S w.
}c. 4 2c .
M). , p;y
~b 1,v,3~
~~
i .
~gy; &-lt ~
; ~
.- ' Typt". ' Mg t.
- y. s.
>? '
s
?f .' :$
i 3.YW , $p ;,
- sc- n s .._ .. -:', ;\ E ,
t:' .Q ,M ((, !'~
~ - y ,x 7. - -
T _.
, Imm ,
Note: P'..otomicrograph of crushed area in Sample NH-26. Notice that crushing is limited to a very small area of photograph. 2086 296 Mineral Textures, Nr 26 Figure I -8 Amendment 1
;.+
, _ y .
%r;
- n. 3 L' -
. 6 M: ~ f c; .
, \
I( [
-g
. s c
A
. i
- . 9 1g.s kPk fj ,.
6 *
.g, ~
'~l
#a a:1 .
1,4 " :
, ,. { . - 7l ~ ' '?
, ,,},/ , ; gf.,
- - ~
,.y 3 : ' x $@$h , i
{ La 7.- ,,: n. p< ; .
-- Jg g y: -
f ,
, . :, c- 4 A - > -. V,g .,.
w.- c.. 9, . .x. ._ : :.
. . , . p. .
,k [ . .
c .. '
.. C u.. ,
e ' 6 -
*1 ..
y% . ,,
- .~
- 1. _ . p; ,,.
..' >; , m l
c , . y , e, , .
. l
'a ,
, / ' ,. l7 2 b f
- l
. y i
_-g ; y.:: . - x
<y -
.. % 4 4;4l.
- 4. .o !
. 9;. .
. -/-l gum . . i lq r
';Q ._ ~
/ .a ege
,v e - - w '-:.:g , r :23 .s .. .Y i Imm ,
- - - ~ , . .4 ,. ._
L
~
,~
;S(% i x.. ?
My '" $
- g .g,:,n,. _
y'
} _.l5 ;
$ff, 2 4, %. . 7 g.
g ,- '.;. .
% .. . - .w -
. :w. W y .. ..
~
. \ , . R: . [ ; ... ., % .;Q, ' \ l , % .
B, c :: 3. M: :.~ ;& / p %.%Qg 7. .. y-y :.
+ p =,. . f * , . . .
' . .c . .
R:pg
.y gb 3%y,-3 ; a ' :, .;
+
- 4. /l*
, ;. ' . .T.I-k_fg-)W, y . , .,, . , . ,
+w- y. - ~
.;f,. y .
., ., %: w%. g s : : %
3 .
,g g.v. %, , .
j y .. .; . . +~- 6 T -
._.....m_J.., ; "&]4%~ 4 9.qsi > t ' ,-. '
.T>4::, ,, C A .I'..._.. __f
, imm ,
Note: Photomicrographs from Sample NH-26 showing area of detritus on top of calcite crystal. Photo A is in transmitted light (x-nicols). Photo B is under cathode luminoscope; distinct zoning of the calcite can be seen prior to the deposition of the detritus. 2086 297 Zoning 'etritus, Mineral Textures, NH-26 Figure Al-9 Amendment 1
.f.".,.,,..
' ' ~ ' ' '
- N- .' *-
7 . ; , ._. .<A . u,.,,.
. . .+ {._ , p' m .,
i'
...-p ;
s ,, a . 3 f;, , ,. . , s . .
'l . ,
. c .
;) . _
4
- g. -
y
..s s ( -
3 . s
,t* $ N..
- e .. s .. ; (;. s;
.- et c .;
,,; p. ,y .
+ . . -
uy y' 3 Q>4. , , . . ;" . ^_ r - s; : y .
. s p
s .; -
, - .; % s. :
[r .' ^ ,' . . , ., - .-
*?- ) - .!;? '.
y> a!, - e * . . j u.
"y ...
y .
?_
l -
.a.
, 5cm ,
Note: Photograph of Sample T-II-29-NH showing offset of calcite filled fractures. Thin sections were taken across both areas of offset for study (as shown in outline and described in text). 2086 298 Photograph of Sample, T-II-29-NH Figure Al-10 Amendment 1
g 4 ,g n ; ; m w, ,; . 1 f*
;, g k*%8hy hY,'
f.g ) l? ,s - t p h _ . m-
.. ;[ O '?.: &'&py;Cfp? $ Jg.* * &y {f t 1~ ; -
4 4! g Q?- .3 2 ; y Q ,y*gfQ i y,g,by. y.; . i ij.;g . - &a.- . v :. g" .g . . , >-t M. 'n , n. :- v y' *%
& ; o .. -[,+,J*- js .,"C. ;.. . .g3 ,y.; j 'y .-
?;
A . . ..: 9 . . . .; :
^
t 'Tg
- y. ~
.x i~p eq ,$ ', ;M. '
8s; ..* ?;. A .:g: 2 9 3 ... w
> y-.
3- g g. e
- u. p3 wf ;.-. + ..g,4rp:
y.. _ .,,..p.,
~.c.
. v
? g N Q ; ; & l . ..pg hg _i.;g{ , le ' l
.Lc n,, , ~.
q g _.' j s
,,i _ ' ' 1,
..~ ,.
a
+t
,9 . ,. g ' ~- #.. .. ,
a . rp - 4e - t ,
._.._r... ._ E .. Jkt . . -
' , >_ ~ .. . . . _ . . - .'
Imm i c- ;; g
, .. . ,,- 3 N
. . . g ,< .. .; , ,.c
~'
*p , .
[ f ,. , l$ f,
^
?
l< ' :*. . fni . f ?. s 2 %: y
.. h. :n, . ' .x ' . ' :l j { y,:a d.!* f.., # 0;3 i
)?4 4 Yn& v i, , y.)h;; r a .
b f' ; .'. - . . M KM, .:
. A
.. '. . ee 4 j
' W } g~y. n' y : 7,' 3.g/w
;g ;, ,
'y . ,...
4: - j s c B>l ; '
' kW "
w'.
%w
.f / .
; v , y; ,- p -f y '
. 3 y' . g. .qy n- 4g y a t v.g p .
' te ,.j . < '
ci
..g 4 ;; 3 7& ,
s .. k , A . . ,/. . 3y .( e..Q .;..'.' [:12, y$.A 7.
} ,9 f_*b m .
- y I_~__- ? W'N h Yb_ . , , .:; rg , -$~NY
, Imm i Note: Transmitted light photomicrographs (x-nicols) of Sample NH-34. Photo A shows a small amount of crushing.
Photo B shows an area of strong twinning. Note abundance of twin planes in calcit? apparently concentrated in the narrowest section of the vein. 2086 299 Mineral Textures, NH-34 Figure Al-ll Amendment 1
.--.._.y...._..___ __7_.--., ,
. - f. .
, g;
^
j .
* - e ,
- 1. , p -
-s
, f: A
; ,.. , m 4 -
e l
,)x - , ,,
- ~
1 - , t _
~ h ,'.< ,
i . .
' '~
j , ,, .. ,. R
. , 9:
1
.,., ;4la *+
ff - s 'l "l;
, w :
+ -
- f. -
T. :a { 1 . . g :
- ~ >
,e . s c, .. x-w y
~ .
x . j ** gi 4-- jf ,,* * ;{ + . . .: ? . 3 y,,
, g ec ; - .- -
," , . w. - -
E e q W. +
;l , '. ,
c . .
~ 4 .. m ,
; . *,. . s, , g.,- /, , , .1.
,". , % -- - g- N "'..
~
W . . . , . -'. e .
.>T+,..
,'b - @' . 4 or -; f. . _ , _ . ,'g,.
.m
, 5cm ,
Note: Photograph of Sample T- I-36-NH. Notice pink color in calcites, and the a]ceration (dark area) along vein-rock contact. 2086 300 Photograph of Sample, T-II-36-NH Figure Al-12 Amendment 1
, . .** ',*.c 'g*& p.$.
- ,,, ,. *: .' .,~
4, 9
. 4 i 4,
.M
+
A$. t '. ' 3% ..
, .h c
,f
** , +. 3fr *a *'d.*-,
- h. , -
g, ' i,* 43 n fg . , '. f ',**;g'....f-^.i+ 9 *
- e 5
&YA-L. .x p, '
(R"' N ,,, , '. ' i
%:. y-f * -
} , ?
*)
* -?
, :. o ~
. s-s , , ,
~.
5 s' e y g' ,* ; '.y,- t
? 'a< f- , ; . . jav# = " - -
Q
, ' W 4
z .!,* ,
; , . . ,'^g .; .- " '.: ' :. ., gy. y%' W 0 [ay ?}' 't y k 'I,. .'A p *
,- 3
,w . ,
g.
'.- e x
( 7 g . g 5
- h,[ =
k* d
. e ,, -
, ' p .
p* '
= n -;$. ,bg, ..z g -
A **gh.g g -
;: y 7 X, . , .i .,4 ..e). , {y s 3, .
.( , ' h ,,
y ...- .' x#. 1 yy .: ( g 3
- g.
3-gJ. s$, II= ,-
. g g,, w
./)- : * ,4 A' y ..
x
,.,,a' v.- ,= .,<l w ,
,,,c 4
*I
-(,.,,
'l -p., ,r, 4 e :y S. $* .
.*. ' k hg j . .h- '\' -
4: v.y.y yS g. a 2 w
. . p h k w f h *
- pi
) .:
,.,.m
,,.....---~,,.+.w--.-...-----,~-.-.v<,g'- ' -?. - ;..v = --- g;, t' * -
- - -==-n' . m..
, Imm ,
. . , , . _ . . _ . - . _ - . - . . , _ _ , _ . .. f,,,. . . , ,
?.. p 7 %
n ,s; . a : . . . -. - , - r ' . e e <. - s
^'
yf' '0 2 . y
? e .;. f.,
y l,'.
". . . [ . Q & -
._ _+) p
.dl%[ s h,
.,[' b E
. . . . ;j' ' ..
- }
% %~ p 4 - e .y=
rg , 3, g. [ . .
~
q,y' _
,,1 y; m.
a 4. ,: , : a. y"/-
? ; ., ,7 f ,. 4 g ..
. .m. .c..
5 4 .
.</j7'y . .WQ;b:iO . - [. -
B1 ? p . Q gg Aa 3y. W,3M *pq a L f.: _y . y~,;g .y n W.y7canmig_;9
## .A.. tr
" g& g 2 - ,, . ? 7 2,9 s%gery f .
% f - ;X P ',* /g l
co %.5 g
#IMb) f",
Ei.~. ^ b ..~'%
~._
Imm . Note: Photomicrographs from Sample T-II-36-NH. Photo A shows cathodoluminescence of calcite, note the zoning prior to detritus. Blue luminescing feldspar is present in detritus. Photo B shows opaque textures in sandstone (left of photo) and in calcite as radiating needles. 2086 301 Zoning, Detritus, Mineral Textures, T-II-36-NH Figure Al-13 Amendment 1
~~. fr
;fff .,. .
', h ^ ,3
* ,p e ,
u;m
'# ' d. 's op*
h d _ ': . 2 , h e,,., 4'dy4 . . j- .64..*' L.M
~_ f r ,;. '[ '
' >> 3 ;j[ ,'
?b r ,. *],j < ;. }.Q ,
- s - . .p;p, , 6 V'
* . < : C.,?
~' - <
' % .w, ,j?r.x ^ , ,.
'O ' ' E < ,
- .lc,[rcP8,C. ; ;/l
*' l
-)gR
- .; g .
' ~
p- - _;, g4 lA E, N :;l' ? D , , [ .T Note: Photograph showing location and relations of Sample T-II-42-NH. This sample is from the main fault zone, Central Domain, Demster Structural Zone. Sample T-II-42A-NH is about one foot to the left of the hammer. ,, 2086 302 Rock Pit I Exposures, T-II-42-NH Figure Al-14 Amendment 1
T v 2 L' Tk
- a a w
~S ,,, . ,
. ...s
, l ~.s *
- s. , ~ nkl ; '
w n , . .e f
.m , ,
A - .
. . g l t J.g ke , .
,s "
, - i
~<
3 1
- 4. ' u
* , ;s *; .
s
... .y A .
$_ y
..- . . . , , i
'.,i
* .c.% 4*9 -w ;,,^ ' -
3 y 5 a xC s ,s 1 c F .. i 9 ,;
~
K y, f..
-pKy_ .: -
% 1 3
e , . a : 7, , kI,, . . _ , ' . E - ,$ j.[N ,.I* f' A.
't's .-~_ r g..,n: ~8 2 3 ',;l fu ,
s .. m s_.._ u , , , , s.
*a... .
r.
.-5
.: t _ ..
j [ ~ ., f( . . . . ^^; .s, r -> y . j' ,,
-. 'k # * * .,.
- * .,*;"; - " - [5'y !j*w*-=
lc . y ;sg - ma . . , g . .
-M
, ;^ s ..g" ,.f,
, f ' ,, , l.
T'd.
- 44 , g '. .';I -
+ .Es '
l 4 h;
! w .; ; , , l L y ,# ,
' ,x *
- j. ( ,
C gf" *g] { 4 l ! ' + -
.: la ; ,
. f kr*e-
- y- . t.
. al' m ,_ _. g.,- 'l a
, ig , "
m.
,4 \
g
~ t ,."- ,, 't .
s.g Y. .y -
-; y;}, e . -.
* * ' ' ~' A ~%";'a"j%*3
- w B "I 3 F., s%?; f #gs: .%@3@v-)g
- ~ -
e
$ .y- ;% $"*r
. -l<;
- . ~
3_ , i
- r. -
'a. v7 \n X ,b:aW o h,f e . wk, )
g e ... # 4 - '
't .
J 1 _ , q;L ,; ; y ( y y Rs 3
;(:Y f f. ,
, [k kh q ..; <
$;3-I r, :
1
! E , ie
- my.
P,d / 7 / ,- b,e g r. .h _ JU 6.--. C' 'D Note: Close-up photographs of Sample T-II-42-NH. The letters S-5 refer to a specific slab cut from this sample. In Photo B note how calcite vein inrades and feathers into breccia-gouge of main fault of Central Domain, Demster Structural Zone. Line C-D shows approximate location of thin section in Figure 16, 2086 501 Photographs of Sample, T-II-42-NH Figure Al-15 Amendment 1
[.- 4 p r. . .. i 1 g
*,I i . . .. n a.I ' 4h N w #.M.
L .
.g s 't ', .
- t e.
)
4
^*
[ , l} '.$ay, w[ *
. ' s...y c k. hkf.[ -3 , ^ h
~f j
g.
- .;l
%; Aw .
_ a
. ..s:V'a. " W4;= .-...;~ .. .. . ~ ,
.f <
=
e a ~ d<T ;'
,, e *.-* . ~ a
' *N*
y 'E .? l.; y l[ l .l
~g ., , ,
}%
^
g , , .' : A ,+ . ~ + .-
*g 4> %
. .% $,* R, . .M e: .
m , e.
- , ,4 s ., .
A , me :'4 h. u
'( ; ' g , - *"
~ , ,
l, Q'-, l
* , ~y, ~* + . . ..
+ 3 s
x '
~ k
{ , *, 4 ., e * ,,'
*- uit . . . * ,
% A . . . & .u . 4 m.... . . . . . -. . . _ . . . . ' r .
<5 ....: .._._._.....s..._._...,._ . . . . . .
. Imm ,
e
.;.G W* , . # . % -
. e ,. , .
i 7 , ,
;~ ;:
~
t - -sq e .
,. . pg -
,. m .e, B' M *Y 4 E
..} , , .,
, ~. , . .
., S . p. +
,. x, '
- g -
, y . , ,
o 's. " g *. y'
'.< , w
.,e . " yTW , #
y .
; .: , + .y M ,,
$ 3 W
,+-
% F,' t Y B
1
^
~ ~ ~% , e
. > 3 E
-e .
4
- q.
3 T, a.
- h. ,, .
6; W hi
- f e. .,
c ., ' .-
, c$
a . <
. v. - . _' s .
-f w- /4 ,j
. . . " . . "4 e,
,- v
.; , q L_.-~ . _nm .. . .. .-. _-.-n-_,__ _
~
i Imm i Note: Photomicrographs from Sample T-II-42-NH. Photo A is in transmitted and reflected light. Note the offsett.4 g of twins at the domain boundaries within the crystal. Photo B is in reflected light and shows the marcasite along the edge of the vein, no deformation is visible. 2086 304 Mineral Textures, T-II-42-NH Figure Al-16 Amendment 1
.y. -- - - . - . . - -
. . . , . ~ . . _ . . , . , , . . . - . ,.-.3 ....m. -
._.7, iy ,
%: ,3, 1,e
-1 y
k v. f a g ., si c
;~ < *' .ly
~. .'g ,
, g ) -
L{'.. . l - , t*- y , , i ., _- , , .
. 3 "f. p j . *-- #
[.~.
,,,"',t,,.
y u . s m . - *_ ,. .. er _ , c * * .u 6 gps - 3 t 4'33J :
+
,y^" .
~- ~
A
%, g' a' *s --
4
, g 'l
- ,,,.j','
Tff. , ' , . + .
- r. ,, ;,g ' . , -
.3#
5 ,. j' , ! _. o
's -
' '" ~
1-
- $ . e, '
f
,# . N. #
-l p e n w..-=i .
-;. g [+ ~2.[ [ '." , " ~' / < .
4 y sy9 3., g****bef.
. ' . ::- -
- e
' .' c w, *
',, '* W
. ;, g %
gg
.a t a
's_' ;* Yh 5 N *e
%;s? f^
s A
, , .s . s
^
~ +
,, u ,
e..:. .. w a +
% h,* . - ' -
.' ., 'f -
**M'
.( 777.'g g j. ' * ' , ,' -
o -.
- . ~,,~ ' , - h < h3 L % : .", j'[$
<. u _16 n .
. . . c .p{ .gs.w 3 ;Q . 9 .. f~ f- 1 r
4r
+
- gqy :q q} } '>gQ. 'g... .. ,
l , n
'r,
. ** .fM.f';5' '
*5- yd v$, ,# 2 A r a e i ?
s ... . , c<_ * . Y[ , y . . , . .'.'*#
.f .,-
_s^ : +.. n ,. g*". .M,-.,.-. w .
. :y
.. _- . ._z.. .-~
.* , ~, ,, &?-" :s- . ' v.
.a W . ..
i Imm i
+ .-
,.. . . . .:s'-
'v
.g, "
c
- w . ,.; f ,...n._ f *'_
,; , > ( eg
.. g , , . , .e-,
m 4._ . 4 -n <
+.s.,.s.
QP '
. c s . , ... -- e
- e. a, i.
ng: g. lw , , ; - '
-. R , . .. ' ?y :
.; ~ 2 . .
g, . u.
. s
..-w -- g> -
, , . %g.
,Y'*-
.M S .
.p. , .
- a. .
+
E y[ 4, , t N .y
~y ' ,,' *
'%3
;j L.
g y,*'
, 9 u J A , . . = ,.
. t ._
.p, .,
- 3 ( a'- # *
, 4 4, . g& A.*,
=
- 4. . -
i ' . 6' y * * ; 1 3 g- A.. .g 2, .:
- qs g 0 l'1 ,
"l ..
Bk '
.' - ., *. A L
. *,g.-
L N.. .V
; J ;?*i
.~ ,
[g -;' -
,% ; 1 'b ..A \0 i* k 1 ' b l^,:,;.y -
- a. .
3 )- .
. _; 7
- i
, ( +.
. . - ._^ . ? *" * ""' (
",,1 _.':'is ;.....-
= *s a
, .. ,~
- 7, s
_y% g:...u _ e
.- ; .8
- x. ,; -
; -g. . 1r_ r. g 1.a . ; ; g
, g q. y : ,
L Q ' f$1_ Q* y 4 ; J.+4Q A ,.,.k;:g_ $,
- t. k/ .5,4- . . } J.:. ,;
, l',7M ~. - W% 7~,%. ',t- - -
i Imm i Note: Photomicrographs in reflected light of sphalerite-(light gray-brown) in Sample T-II-42-NH (breccia). Photo A shows accumulation of later marcasite (bright yellow) on sphalerite. Photo B shows fractured sphalerite filled with later pyrite and marcasite. 2086 305 Sulfide Mineral Textures, T-II-42-NH Figure Al-17 Amendment 1
_,. .., ..y., m.
- l ' Y., kg ' ., - ' ~ l (
y ^ ' ' ~ *'
. . . , . s -
m .,
&. _._ _ :.1 ; .. g
. .j'.- 't - ' . w. ~ - , 1
;F _.; ,e3. :____
r' X ,. ' } :.
- 9
_&. . . -?. s 3 .Y - c. . l
.r $ ) l*. ~ .j l -:
?x . f ' f.J '. ,$, . M"#, ,; ,
g
;,O,. .,s -
. lt ,. s . % -) ,;,
, N ** * ' L'.
lf3.- *- E
,). .
'/
%u: .. .
. f.,W r:gt R
xx' *'
- l ' 5 %. ..
.i e 4-
< ,%$ ,"y_ JD ; , - -
a s- .
,se ;- ,
9 ;l
'L. '
j . pE' W ik. ~ q 7 *
. 2 [- ,..- ';' y [; .
* "r;..
.. . ;,- n , ,
- a. g (*~,.- ..
a r.
, " ? ~
~
j m .s. ;,f:!J . Qf .s ** Q l k e
.c
_; ~ ~ ~ ' '
.- ::3 % = -
=- is liOM ml s ' ~~ f:i. . _. n . - .. _ -. '--.- .
. . ...& k,.
5cm
.. _ . . , . ....-.:g.--.--..-...
, . , ' . . y o . , , ,< ~ . . *** .y ., y w
~: % ;,. ['n.K. Q.. ,.ya. . l ~es. -. .-.
?
' ^f %
I
. .. .)j wwu y- { . . j' y.) '
- ' A 8 K,'>
~ 1, (;+
.* ~-
w-- ~ ,; ' ..w
- e. . < . . - m
, er j
? ,f :, . '. .. --
.w R. . . L e
(;e. -
* ';% 7
, n ?' 2,gp i :.
_ y.~";Jg'* e p - ,
. =
*1g%
i - .
.,,( ;w
, w .. Q-" *' '
m 1.. . , .. i: ,
,. .i f ;. ..
y a ' ye g .',
;y .#,..-
_ . , ,. : .e j . , W fn p 7 1, B 4 a y .- ,, e f.- -
, -.24 m ; 4x 9
' 3*l.:V, Ay - a f .. .
,p 4#s f' , - p
' .c,
.-E ^
, , d [ ., t4r ., *
, p. '[ ', 3 l *#
y : , V.n u . e - . . . . y ; % . ,, , *'i %
- g9 % i, r7-
- ~~~" ~
- ;; ff: .u..
V . , Y $ *, .
~
' ..l 39 pa r . Wh. ,
a - kng w: . _ _ j . + . n ;;+ ___:___.,_ .. _ ,u.
.,. , . ,g
, Scm i Note: Photographs of Sample T-II-42A-NH. Notice red calcite and zoning of red stain near the end stages of growth.
2086 306 Photographs of Sample, T-II-42A-NH Figure Al-18 Amendment 1
i r I 1 N5W HAVEN s 1 i t I 1 ATTACHMENT 2 FLUID INCLUSION STUDIES 2086 307 h Amendment 1 A2 February 1979
k Resource Engineering incorporated
, 109 Massachusetts Avenue, Lexington, Massachusetts 02173 (617) 862-5150 TEMPERATURE OF HOMOGENIZATION FOR VEIN FILLING CALCITE FROM FAULT ZONE - NORTHWEST OF STATION SITE NFW HAVFN. N.Y.
ilILLIAM J. [1ALLIO CAROL P. LEITER
; l ' f,T
.. x
&,,. .J l$~4w.', .,'"g -
.d. fR s c. -
- d. ?. st ' . ~ $ l ', ( '~ ' .. ~1 a.
, +l) .
~ $'2"l*,m
;$2% +4.- ~N A ,
fd,)'.t ,.s
- %,g aw a_ :,qr.:m,f N]?.
.l. .
. . ' ri 'C .r g ._ . ' _'_W *
;, .. ] f _
+;; -e,..p.E, '.%y. $ ,, : :) .T % 3. ' :-~p..,
. ;p. *,
x
..x ,th y$ .
.L%
- ,4 <
F'Rsfy;f,7 %MW$M!W"g=} f b.*. mi o ? w tf*;p'Ef . ' g~ $(A N.v+!yp: -
, 49'j*T,$I-t'i.,.[,,[?)
.w&,$.
(,,. 4 V . y%q* - g j , ;.3 e, -
%n..
~- L W
%w:u%:%
m <% a, s
. .a s
>;y . .c i n, p ngxe w.i
$a e .
sp: - ~ , m. i , b;m,O,,,GN..,,Y ?ft' . .h< O,
'^
r,,, (*?? % a s ~ -: :: m a wn n..
!! dE.h ;ik3y edua!Ah.ex EA ese DECEMBER 19, 1978 2086 308 4513 Lincoln-Suite 214, Lisle, Illinois 60532 (312) 963-2530 s
f'
> The cover shows a sequence of photomicrographs tracing the effect of heating on inclusion 61C from sample TII 21 A NH. Magnification is approximately 730X. The temperatures represented by the photomicro-graphs are 21.0'C, 73.6*C, 9 6. 8'c and 109.4 'C. The final temperature of homogenization for this sample was 116.2 C. 2086 309
Ek Resource Engineering incorporated
, 109 Massachusetts Avenue, Lexington, Massachusetts 02173 (617) 862-5150 sj INTRODUCTION Resource Engineering Incorporated, under coa *.ract to Weston Geophysical undertook a laboratory study of materials from veins in the immediate vicinity of a fault structure ex-posed in a trench 1 miles northwest of New Haven, N.Y., the proposed site for a power plant.
REI, under the terms of this agreement, is responsible for obtaining suitable thin sections of the vein materials from hand specimens supplied by Weston and determining temp-eratures of homogenization for fluid inclusions found in the vein filling material. The homogenization temperatures determined are then to be used by Weston Geophysical in the overall interprotation of the structural history of the site at New Haven, New York. The principal-in-charge of the work performed by REI, Dr. William J. Mallio, visited the site at New Haven on September 6, 1978, where the locations of all the samples submitted and their geologic setting were discussed.
SUMMARY
Heating experiments were carried out on calcite samples from veins cropping out in a trench in bedrock located 1 miles northwest of the proposed power plant site, in New Haven, N.Y. The samples were recovered from a trench dug on the site to expose a faulted area. The purpose of the heating experi-ments is to determine the temperature of homogenization of two phase (gas-liquid) fluid inclusions. The temperatures deter-mined may then be related to formation temperatures of the cal-cite and are one line of evidence in determining the age of faulting. A total of 46 successful determinations were made in a series of 61 heating experiments. Each sample chip used in a heating experiment was used in only one experiment so that thermal damage caused on one heating cycle would not effect the results of a subsequent determination. More than one temperature determination c ould sometimes be made when two or more inclusions with bubbles could be seen on one microscope field. Seven to nine succe ssful determinations were made for each sample. The values of the homogenization temperatures for the various samples (the mean of the individual determin-ations for each sample) are: TII 21A NH - 122.9'c (9 values) TII 42 NH - 142.4'C (8 values) TII 19 NH - 135.6*C (8 values) 2086 310 4E13 Lincoln-Suite 214, Lisle, Illinois 60532 (312) 963-2530
TII 39 NH - 147.6'C (7 values) TII 7 NH - 114.5'C (7 values) I TII 25 NH - 149.7'C (7 values) In general, the errors associated with the determin-ation of homogenization temperatures are calibration errors, uncertainty of the homogenization temperature because of observation conditions and leakage. The calibration pro-cedure for this work and the uncertainty in observation allows the temperature to be determined within %2*C. How-ever, if leakage occurs, high values may be obtained for the homogenization temperatura. The magnitude of this error is not definable. Where any indication of leakage was found, the value of the heating experiment was not reported.
$\\
O {
>CALIBRATION Calibration of the Leitz hot stage used on the Zeise Universal Pol microscope was accomplished by melting three substances with known melting points and plotting these known melting points against the temperature indicated by the stage themometer. The three substances were lead acetate (Mp 75'C), urea (Mp 133*C) and ammonium nitrate (Mp 169.6*C). A plot of the calibration curve is found in Figure I.
In practice, for computation of corrected temperature from hot stage thermometer temperatures, the equation: T*C (corrected) = 1.0522T*C (stage) - .048 This equation was derived from a linear regression of the three points determined in the calibration procedure. The correlation coefficient "R" is nearly 1.000 as indicated in Figure I. ERRORS in TEMEZRATURE DETERMINATION The error in the determination of temperatures stem primarily from three sources: (1) Calibration; (2) Observation procedure; and (3) Leakage from the inclusion. CALIBRATION - The calibration error in this study is neglig-ible, since the curve is linear over the range of interest and was derived from points with very little scatter. OBSERVATION PROCEDURE - In observing the bubbles trapped in fluid inclusions, they obviously become smaller with increas-ing temperature. The point of disappearance of the bubble is noted and corrected by the calibration procedure for deter-mination of the true temperature. By cycling several of the inclusions through the temperature of disappearance, it was found in this study that the temperatures of the two observa-tions never differed by more than 1-2*C, even when the second determination was performed by a second observer. LEAKAGE from the INCLUSION - This is potentially the largest source of error. Leakage can occur gradually and give an observed temperature of homogenization substantially higher than the true temperature. For this reason, if there was any indication of leakage from the inclusion, the temperature was not reported as one of the 46 temperatures obtained. 2086 34 L With the calibration procedure used, the care taken in e observation, and by eliminating those measurements on inclu-sions where leakage was observed, the overall accuracy of temperature determination is within 2'C, as indicated in the analytical procedure filed October 26, 1978. A copy of this procedure is attached as APPENDIX A. 2086 313 O e RESULTS The results of this investigation are summarized in Table I, which lists the homogenization temperatures measured for the in-clusions studied from each of the six samples. The data indicate average values ranging from ll4.5'c to 149.7'C. APPENDIX B contains summary data sheets for the inclu-sions whose homogenization temperatures have been determined. These include sketches and photomicrographs of the inclusions, generally at two scales. When the bubbles in the inclusions were clearly visible, photomicrographs were taken to show the change in size as a function of temperature. Photocopies of the original notes recording the time vs. temperature history of each heating experiment have been turned over to Weston Geophysical Incorporated as a part of the perma-nent record of this study. TEXTURAL CONSIDERATIONS The study of textures observed in the samples was also con-sidered as it might relate to the sequence of formation of the inclusions. The calcite present can be visually described as milky, clear, and clear-pink. The samples examined generally showed a pattern where the calcite has a milky appearance near the vein edges and clear toward the center. Fluid inclusions were found in both clear and milky araas. The fluid inclusions f'om r milky areas for which homogeniza-tion temperatures were recorded are indicated by
- in Table I.
There is no particular separation by temperature. Temperatures for inclusions from the milky areas are well distributed over the range of all the temperatures recorded. The milky zones may represent an early stage of vein filling with more rapid solidification which gradually gives way to a slower deposition of calcite in the veins. In several of the samples, vugs or open spaces are present indicating an incom-plete filling of the veins. Often well developed crystal facets are present lining the cavities in the veins. PRIMARY and SECONDARY INCLUSIONS The distinction is made in the literature between primary and secondary inclusions. Inclusions identified as secondary are usually described as being of irregular shape and related geomet-rically to a mechanical disturbance of the minerals in which they are found. A previous report on a similar area (Aarnes, 1977)
}Q86 3}4
> identified a number of inclusions as secondary and those inclu-sions had lower temperatures of homogenization than the general e population in the area. Referring to APPENDIX B, to the set of data sheets for TII 7 Nil, where the lowest temperatures were recorded in experiments 42,46 and 49, the inclusions for which the low temperatures were recorded are not associated with obvious deformational structures. They also have well formed geometrical boundaries. However, in sample TII 21A, from which several of the lower temperatures were reported. inclusions 35b and 35c are probably secondary being part of a group of inclusions arrayed in linear sets. Inclusion
#33 is probably primary.
In general, although there is a range of temperatures for the samples there is no strong evidence that one type of inclusion dominates in a particular temperature range. O 2086 315 Barnes, II . L. " Fluid Inclusion Analyses for Dames and Moore, Inc. Niagara - Mohawk Project." October 20, 1977. < October 26, 1978 APPENDIX A ANALYTICAL PROCEDURE To measure homogenization temperatures of individual fluid inclusions. All the fluid inclusions analyses will be based on observa-tions of phase transitions in individual inclusions with a petro-graphic microscope (Carl Zeiss Universal-Pol) equipped with a cooling and heating stage (Leitz). The cooling and heating stage uses single pass, refrigerated CO2 gas and a resistance heater to achieve temperatures in the range -30.0*C to 350*C. The Carl Zeiss 40X long working distance objective, combined with 12.5 oculars, will give approximate 1v 500X working magnification. 7:te samples for cooling and heating observations will be doubly polished thin-sections (250-300pm) prepared with standard electronmicroprobe polished section techniques and mounted on glass slides with a thermoplastic cement (Canada Balsam). Black and white polaroid photographs will be prepared to locate areas where inclusions occur. The doubly polished sections will be removed from the glass slides and broken into chips (approximately 7x7mm), containing the inclusions to be analyzed. Temperatures of homogenization will be measured on the heat-ing cycle. Temperatures will be measured using a thermometer set in a well in the heating stage. Calibration will be made by placing crystalline materials of known melting point in the stage using the same geometry as will be employed for fluid in-clusion heating studies, and heating them to melting. A calibra-tion curve will be prepared for substances with melting points between 70*C and N170*C. The heating rate will be monitored by reading the thermometer at 5 minute intervals so that the heating rate will not exceed 1.5 C/ min. Calibration with careful control of the power source will yield a final observational precision and accuracy of 1-2*C in the range of interest. 2086 316
TABLE I HOMOGENIZATION TEMPEPATURES EDE FLUID INCLUSIONS FROM A FAULT ZONE - NORTHWEST or net! HAVEN, N.Y. SAMPLE # TII 21A TII 42 TII 19 TII 39 TII 7 TII 25 NH NH NH NH NH NH Inclusion # T*C Inclusion # T*C Inclusion # T*C Inclusion # T*C Inclusion # T*C Inclusion # T*C 1 38 157.2 24a 157.9 18b 159.9 55 179.6 44 148.5 6 170.4 2 35a 149.4 31a 155.4 15 158.3* 59 163.8 43 144.6 6b 170.4 3 37 138.8* 24b 154.3 16 147.8 56 155.6 45- 128.8* Sb 155.1 4 40 137.8 23a 141.8 10 128.3 54 150.4 46a 118.9 9b 152.5 5 36a 121.7 31c 138.3 22b 127.2* 61c 135.2 49 93.1 Sa 152.0 6 35b 103.1 31f 137.8 18a 124.6 50 132.5 46b 92.0 1 125.2 rN) 7 36b 101.0 31e 129.1 21 124.6 61b 116.2 42 75.7* 4 122.5 CO 8 35c 99.2 31d 124.3 22a*ll4.2* , ty 9 33 98.3
-a Mean 122.9'C 142.4*C 135.6*C 147.6*C 114.5'C 149.7'C Std. Dev. 23.4 12.5 17.2 21.3 28.1 19.3
- Inclusions found in milky areas.
, FIGURE I. HOT STAGE CALIBRATION CURVE > e 170-MP Stage T. *
(1) Urea 133*C 126*C (3) (2) Pb acetate 75'C 71.5*C (3) Nil NO g 3 169.6*C 161.5'c 160-150-140-130-ut v E e 120-m @ 110-e 100-90-2086 318 80-slope = 1.0522 intercept = .048035 p *(2) R= hi coefficient = .99996 70 , , i i i i e i i 70 80 90 100 110 120 130 140 150 160 THERMOMETER TEMPERATURE'C
k f i APPENDIX B ^ DATA SHEETS AND_ PHOT 0MICR0 GRAPHS OF INCLUSIONS FROM CALCITES FAULT ZONE - NORTHWEST OF NEW HAVEN, NEW YORK 2086 319-
SAPPt.E # r2r 2/s we k DATE ARG DVFD C #C.
//- /3 - 7e
'>. AREA g S e c .3 T. corr. /6 7.2.* C-
~
g
\
N Te- rip " 38 T'.C /495 yeC lb$A MM comments
~
; ;- r.,. . .-s. g; gr . , o. ,. g , ; .
.g, ,
s
*3 ' , , ,
s 3 g ,.. s ((! .<,l.
^
'. .: n'"
/: gr;.'.
c:.: .r+ ,, ' -:,. z. 3 . /. $.'. - 'M, . '#' i."i / /1..[-s -,, [,5[}]
.,,['}.
. ,n.
- a. .
- s. ,%v..J. . . _s. .. .~,
./-. .- . 's .?
. sgis r
.. .*n, L. .' . _
o,.. .. .w. ,c.,.. ... ,4 . I l I 70pm 40pm 2086 320
SAMPLE # 7.zr 2 a .va k BATE nRGDVFR
#-a- m ut i> AREA #
e , /. ,. .. I '
, T. co rr . / 3 8.8 "C-
/'N
\., w stra r es " 3'/ T'C /32
- 1*C Date rm Date rum
// = /A * %)
comments rhe'// r w e d. ,. , ,-
,. + .-
J1- '... 2
- v. .
~/. . s , $. '
*Yy'y .. f.
% .n c - % ;c..t , , .j !kl*
.?
- ! ,~;s '
I, fi
. s ( #$ .
(N '.. s [ ';. '. , t.Af'4j-
, *V , -
- 1 ' .! -
qn,sf i ;y
., , \. m" - {, , ,.
. .p.y 3. '; .
s . .s [ /$ 70um ff ' 40pm 2086 321
SAMPLE i rxau n k,ll DATE #- a - cs (MIGDWD c#<_. AREA # Jec. 2 Aa / a T. corr. /Y9. M *C. 6 T. corr. /03,0*C c T. corr. 7f2 *C c d [$c/l A ty
!YS - f g
MTA t re " $$ . T'. C gen O*ht* .E.$g Date M 90 edy comments a /pg*g b 98 'c c 993 'c. g np u- - - . 1 h R*W:~m V N5 "~
- e
.,< M +
g ,_
.p , - +,
3 .
'c , * ; ,
.,g'fh,
- f. :]h$f2
.; ~* ;g [N'L '-.,'
^- f
. .j,._ <g.8$ +I t
W
,g#*;[ ..
. f'
- Jihk.h5
.) r ft.1,JS l
t 70 m 40pm 2086 322
$hllFt.E i 7 7 2JA AA BATE e-/v- ms 3
art l$DWD c/c I F AREA # T. corr./373 *C Q ,- Gj d .5 o
. /,
g .-
/-
/*
\
NT4 trP " VO T'.C /3 / tec Date run Degg m
// -M-M w
comments v' _ yn5gy:. : .:i;;. na
- .n
- k. :. . x,.u:..n+
. . ., . o.
t... . c. ::,- : a
=,, .m .
?f+. * ,v,v. ;d V,&:'i "l qr f u,y ]p:-l4 : ,
y< , s-y; rs ~4
. . ' m. .v. .m.r.
1 . 2-, Y- $ tw. - vM, y. , eq, . - w,,
. A ..A u
. n~
13Hfifi : i i i I 70pm 40pm 2086 323
SAMPLE # TI uA "" k ' DATE nRRFRVFR
// - //- 7e W 3'A AREA #
.1, T. a corr.///.7'd 6 T. corr. /0/.o 'c
\.
s it . : . = 36 T *. C T*C Date run Date run
// = //- TR comments
, ,. - , , ~
e , ; . , 3 - ,. y h ,i , .- [' * ' '
f.n.
'}[ .
' g 4:J;6j.,,
~
r a :. ,
. ~*
, ','c' *
. ;/7t$
)
j .%:y'f ,i
; i .
.,. ,' , ,[', . 'is ? ' ,'n
, ,, 3 *[ 7 ..
m
' ;..9,;
x_: w
- e *g' -, e w
' * .,~n
- y
, , " , /3
,1 , . , . : CE _ %
s
<4 l* , ,f]n j ,;,,. E. ~ ,y #_
'% gdC s*' . 4-os s* *
- s // S. 7
- C b VA * * "C -
I Wii.IN IllI W I 70rn 70pm i 2086 324
Mi f*K2/4 NH k MTE AltElh/FD
// u d ee.
>. Q[A g Sec. / , Ar** L T. corr. fS,3*C
$'t.
'o >? '
/ /,
\
i' [,
/, -
l' NT4 rtP
- 33 s'.c 93.5 sec
,, , y, "A%"; ==
cofuments
.~, '~ ~
a.y 3.., cs; :. :: : s4 4 ~:
/-
- s. -
., ; er p 4 y tt,-y....,.
,hSa . 4 a
M is f.., '
. # IM#j Y ....
L!u.lail IIIIl voum 4 "" 2086 325
SAltPLE i 7 w al2. Alil DATE // ?A p nnerovFR V T ,4f AREA # a T. corr. /5 7. T
- C.
A T. corr. /.5V.3*C 2YA 9 ,
\
( ~ . .
\
oc
$$ ATl$0.I 144 - M.7 24h NTS r v A "2Y T'C yeC D,a,ge,fyg Data run coments
., s " ,
- a. - (f. t' i.
.- .r ..
'f 'ff$k
,j i , '43
- y. ,
hp~ ^
- f4 ' ylf s -n;g>;. 1 en.
., . e ,, .,
. m; 4
. .g' .,_,,.
~
hk
>;.. , ..vl1-t, j* ' -t 1 s*-
i i;. 4,N. 1 J . : A -- Illillli I_I I I I 70pm 40pm 2086 326
W$ Y27t/2.AtM MIF // 78 MMD c/L - __ AREA f Sec.5 A' T . corr. / S S,y .c, C T. corr. / 2 7. / *c. M T. corr. / 2//. 3 *C. g T. corr. / 313. 5* c, [ T. corr. /3' O b o. (
~ (e ..u .;
7' m o f \
' 0 f
' C e /3l.S 'Q f / 3/.O Nra tre " 31 T'.c 40 e47. -
connents a /st'/ '/ *( (f jegg) C / 2 2. '/ *(. d / /8. Z 'C.
.w ,, .
t , A " ji =.w.-,5-(,IY-f... , , , ',f*';*,; 'r ,," b4 .e: '
%x n: . yr a. g.>::.' .. g']x n...l;':(- .
* '3 P' ".
I i 40pm 40um 2086 327
, SAMPLE i T 2C al 2 2n h DATE //- >- ya nRGDVFD k/ -r A4 MEA # T. corr. / #/. 8 'c. - - 13 ( _ ~_ f#/- m o, l , f Sec & r
.s y xN '.N'w : s#g - /)re s l yl d. Ae s '0*1 l
( 6,
. Ar ,.
' s g*7 l .
'% / ',.
2.3 / Mot nDrrxusz3 s'.c i34.s sec Da,,t.e,.r.un o... - coments xT
'fy
. '. .[;h..:N ;. .D.> . ' .d 3 q,'.\- [?.Y.y7'TQ'
' :- :. .c' C'.T7
'. ..M.,f.
... 1_.
< . . . ;r 7 . . ,.
.~ ..
u n., , \,... ,,.
. .. . .. +.. -a_ u..,..an
.. ., r 3
.: s,.
,_ .. .. s.
. .-:'. f- ,C.'.. W. .
. % '3.
sp,.a.. 19..e.
. . m,
~
, . .,sy.
, <.. . . 't .
. . .. sn~. . .. .. . .
4
.o v,
.r . ..m .. . ..
., . z :,, y Q ., ;';.'.':
' c'
. . . -.. '.st :% l
- ggQ,_*y}3 3,yir.g; .,._gzj,y ,
ll ll 70pm 40pm 2086 328
SAMPLE # 7.2Z /'l A/ N DATE /o - 2 v -m AREA # nRURVFD ept,
- a. T. corr. /2YS I f T. corr. /gf. 9 #G.
If(/18.5) WJ D
/s "
/ San X HfG ffp* }8 T*C t*C Date gism 9 Da)?f coments
. t ,',t . ,r,..
4 ,
; r.e . .- . ,
3, ,
.e ,%
.1
.r
.)>. - -
.s, .
_.w.. *g.- a
, 2.;
.. ' .. : .a . ' r, '
a v. J. ,',[*~- .;.. e, ,. .. f .- -
..,.1 - -f
.s s .
......-;x. .. .
c, ;t..- y >.. F ;h!L.1 I.I . . .;4L'. ' t lilillli i l i 1l 70pm 40pm 2086 329
SAMPLE i ~r r19 A/N k, DATE /o rs nnesovrp e pt AREA # I. g e a rcJ F, n 1. t o- T. corr. /SB. 3 *C.-
+
u n ,b n. I X Asrx. xeP'/f n . o le r- n a f T*C /Sc.S T*C V D e run s...a en. na 23 zg Date runs _ 4k9 Y'C m / S t. comments di ' $7d J d-rg, r. , ,. ,
- ~.' - . 7 7 .
' :~ : e .. ,h U.
' , :;, k ? .' k., 7 s
if: .
. .- .c....
- r. . '* ,_ , 'e. .
- n. . r., s. .g f .i t i, .s .s ' ;s : ' , -
M y- /
'\ ?.II
.l D '#.+. 6, ' ~.> Y'j
\ g'. ' V -l*, s)
W 3) ; (. ..,
- } . , .,
- Y, > _ ', -
.. . .s
, . - , . s
,$p , . < , if' ~
,- N- '
, C'/' g . g [). .x
) i :.*::[:n,
.n..
,.. ...,. v .
... -.,.s .
Illfilli II I I I 70pm 40pm 2086 330
p' SMPLE # T.ZE /f A/M N DATE /o-23-7s nnernvrp c#' ARE $ ,'.A#i T. cort. f y f 8 *c. 1
.,s... w - .i:s ,+
4, Y g-\ x pf& esp */6 T
- C M. 6 y Date run T*C
_fo g Date run comments c, . ,-, ,.. . -:,. ) ,., , ,3 .1 p: a ;# S?.m . . . 9.7; ~
' .. s..
v; '; s,x.y; ,t a p.. .- , , . a l
-s-
; .*b j)..
~
., ;. pp:;..,: , : .., ;, .. > -. ;;;.. ;
s on - ;g.-- ,v , , n A
$ w, t '*,
[',r 1 .' ' l. ' >' ~ *;
- b' h: 1 g ., t;lf,: Q:Qy d;g.', d - ~z 'w p,,,;?Mj,7
- .+w
- f;^ ,
y p,l: /
.~
,My if:-
[,j
..; - af y;y .4,' y3 ze(
(Sfage) llllllll !- 70pm 40pm gj
SAMPLE # 7 x /9 N N k - DATE nRRFQVFR to - /7 79 M54t AREA # 3 T. corr. /IS.5*C ( - i ar .,,e " /0 T*.c /12.o 1 - T.c Date run Date run f a -m-rid comments y . a.:r & y '] v7:-T'f ,' Q ~.f}1 [': *
}N25).y' .'
?g, w.$.
- f..?,?'K.f. .: ..;E61,..
i' 9.y.o,1 ;, . s~ . . e
- 'i. .
,<$'! *' * >; s
.* : 4 c ,, . ,,
, ; ;: ..;9
.p' 'y,*
]. '.
(g- ;{Zr.r~Q
;}
. j .
g &EQj -
%-s
?
.+.,,,.: _,3
. m< ., % *g._; .
pg. c, *, ,g ,
'I- !.[,I-bf5I.lb_^hJLd 11}l1111 1l i I I 70pm 40pm 2086 332
SAMPLE # rr /9 HH k DATE /c -z '/- 7B nnernvrp wast
,>. AREA #
f ff) -a., T. corr. //Y 2,*C
.4 T . corr. /2 '2 2
- C y6 y 'z e, cof'hj!")
z2-sg h f
% .- t;h d
c
. v /p i./
/,#rs s m zz T'.c ,c
,,jg ,,,, **!o* E">s D * * * ** "
comment.s 4. - /c g , g, "c g 7 b - /20.1
- C
- a. - 6-1 i li ! l 40pm 40pm 2086 333
SAMPLE # 7Z/9## k IlATE ORUDVFD
/o 7s k/ T4 ,> AREA #
T. corr. /2.44 6 *C c,
~
s A
//Nrc EXP #2./ T':C }}$,3 T*C Dagg,y,n Date run w
comments n.-
- f. ,
~
,~ ~* . '
;g s , .
~- -
. s ,
e
,/
Q .;.~
. /t ll1ll111 i .l i I I 70pm 40pm 2086 334
SAMPLE # rr 2 r x/h' k DATE nRGDVFD
/2 7s cA > AREA #
T. corr. / 6 3. S*C
/
- y <f
/
g 4 A Nr . r w " .$ $ T' C ).S.5, '] TeC Date ruri Det.e m
. 'n - s-va cortunents g:s f . f2W
. . W,4
, '.Q
- q.
, ',T+,~, . f '.~i Q 3 i X' .
- J.i:;tya
.p :' -S.gc, ;., . y wl .y.r g . p ;v p 9:e
.~,
a _. f; ..-
- i.' . .., ?.:
r
.1 y.
. , t-i m sty. . .
[$.s-. s. J- ,
. ) $its. .g'.m
( $;.. J . 'J; [ , t'e ...- g .h( _k
<;, ; ;- y:.l/ .:
.h tsc s; 'W 6 .tyi5I..,4
. . .d. . . ,, -.
s k i . .. .x , I$f,$bg..Y k' i dp..._ egekuet.ak bh.;e u...d 'h r[!N
- p. . . B_ %,a
' l-
'6
- 2 5'C. 9I* c M7 *c
?:5. *' Rd 4.;3:* h;f'.
z.,,, '.* (6+a.9eT) \ lillllli l! I I I 70um 40pm , c 208b 3 zA
SAttPLE i MRMA/Al k l IlATE nR GDVFD #Af
/a cx&B e
i AREA # M/ - T. corr. / %.f #C w i
/
// .:. ! ea"$ T'C ffA T T*C Date run Date rien
/L &M coments
.;;,s...
4 .. .
- 3, ,,,. v- . .
. , .. .)
- ;m M:',:q-i; j < 1 .g-,s ' i . . %:
.<. : > .'s
. , > s; A +c + g. : ;, . . . wd , f . 9 .A 3
.i r.v.. ,c., ....-; .
, , . \ .-
. a..
i .
'.s g s,;,
~.%.- r t;.- '. . -k'g y
. . Ojy': &:. ' T
-\.. J \.y.
,. ,- s.1 . . , .
's t' >:7 s
., q.w\. w.., ,.:. ,p<g.-.
s. s.; , .
. .- , .. . ~ i,, ..
~. .
.....,,..r,-.... - .
+.
,. ; - . < , , s. . . . . .. <. , . . .n.. .-
. ~
, . . t .. .
. y,:
- .1; 5 ';
~
.' ';'.~ .. k '
'T .
.s ~
- i. :.t . , W,
* . ' * , ". ., , ,2 ;. . , _ , ,
. ,k
...:+.. -
llh!!!!! -
\
70pm 40pm d ISZ'C Mage) 2086 336
s mPLE # rr 99 J/ DATE A2-4-78 . nnerovFR en > AREA 8/ # T. corr. 155. 6 *c-1
/ f
( clt'
\ O M
N T . I '. ~- a gf
' T'C /4/ g7 T*C Date run Date rum f1 - to ~ 7A coments T
Wis,jZiM7IRWfCif c2 .
~W L QQQw'u
*]~~I y[. ,}
,, . ~
' ' y, 3'.f.f
. A ~s'.5 ;\ ):'..'YmTl,.gf. .l;g*..[
. ~~
.,y'-
c 4, , . ,, ?.
,y;.l; %.y'3 , ,,
- i. , " ,,
.,- c<.
s -,:
. . , , y.
Iif*'ba.,,'g.9' -3 m.,.. T.K';,;'- .
- 3. -, - .
~$.
?- ,4 .,
WWWW
;;u;;l - ?,
- i4. y- .s i i
. ::+
. .~,,.. - . ;,: ~ ;s.Y v .
y,- 3-
- : ~~ ", ~ ~ - _'
m ,v, J. tQ.- c.,. .. , , L,'QSWM12*iu{(( Ijdf 1 g joc
/2,4
- C en.
/ e/ 3
- C, p j. m.f a g.Q lillllli II I I I 70pm 40 m 2086 337
SAMPLE # W 3 9 # // kl IlATE /.z - v- 7e
>, AREA #
ORRFGVFR c' #L-T. corr. / 54. 9' #G V
, i
; ?> I QN*-
g. M~ e - " $Y T' C /+'3% T*C Dyje.,,fPyg Dete rem comments Wirt9%K' *]?'
'. N f h yl.. n.. u ' w , ;f o
. .~ 3 .
- f. ?. .Y f n yl
z d 'f* 4 hk yh . l-l lff.Q e:c; c f 3.3. - m-
/,,r._&esa
-; s i ~
')
s
- a. ?,jy f{-l (y[fr4 hff h;~ ,.;;,
* . v .u. p
- /OS*C t ?Y$$il u [ sty) lilillli I_I I I i 70pm 40pm 2086 338 1
Mi 7*.3T 3 9 HM LATE x 2 - y - ya WAI nELG D W D f >*L.- h T. corr. //6 2 %
; C. T. corr. J35.2*C
-C
" C20a k.
g d NT4 rtP " fole.,j T'.C gec a.-tsA4sJ Date run
'"~^ kW
- skja T h - se c.S
- c. - o n n . e comuments
, ,3 ; ..
gyy3s : p 7 n , ,
,o ,
~ .. .
o p g.
'5 o , ; p ._ 9 - . . o, ..m..
. ., . . / ;, .
.j.<:
2 ,,.; y,;,;
-G
,f.,4m..
. t }2'AA.:)ns.w.
t-y *;gg ,t. .@-. y .,>m. ~,.. ,, . . .: ..;
. :. m, f
N. ' s, . g ,'IV..
,. .', y.'/ .~ Q ij '.M ..,.ei,,A, A; . D,v.,: L 4*i .*[
t . A
. ,~ m, yt. _ - . . . V,~ .a . . . . s.1 -
. , , ,!. * . ; ' = . l / . k. ,, g /,' *
# , . .,3 , . A ,-
.'. .: **.f;' ' ..q/..*
. s' i ; * .'. :M. g 5 < *; ' *
' ~
. 'r
. .' O 7 ,.~. >
v
. ..... ... .. s. .. ..
- a. ..
. .f
. . . . z. . ., .x
,.. ,.r .
- .. w ':.w a.3.1...w..
1 .: n a d . ., 6 x : ;. .. . y. ' , .
}.' c
. 30*C. 10
- C- qq*(, p 7 *(
g -Y
}j? . C. (.sfa.qe 'T*)
11111111 1I I II 70pm 40pm 2086 539
SAE F l.E # 7 227 97W/ MTE s- so -m AREA # nacravro cre. T. corr. /31.5 *C P 1 o q If s-s/ Y
/
(,. Mr? I v " " fo T'.C /26D t*C Dff}Jg Dete fM- ! cornments I , ,. , e.. .. . .....~,. .. .. wlcaq&.,U,.Ny!)..*O
...,c,,...~.
+ s.
c
.-,.....3, , .
.e-; .
v on *,y*- -%
.t' c 1, c ,
,z.,,y p:; S. %. ,~ va. is, :.4
. . ~.-t,
~; o. (.:.: -
~*
e*. ~Sf fe 2 *.f ~*g '1* . *
. ;-y.-w; "'; .f>.
l ; .c 'Z(f 9 T45,.4**F
'. ' ; . jo1*c.
&.',hh'CS'{??,'&,h,:*g y,nl D f. .Y.:.$e
.. . s
.. . ., :. ..e ;. . ..
7
^
y ,I{Y{i'l b3l*4'\
, a <
;m; ,1,e . ~.-w..s%.;a v".q; % )g 1111ll11 1! III 70um 40pm 2086 340
SMFif i 7~.K 7 ## k DATE nRGDVFD
#- 2A - 76 CP&-
i>. AREA # d .S T. corr. /48.5 / N
, .,h i
0 1 ,
\
\.
\
LA - NTG riS "W T'C (a)/4ff% 1*C Dapf,g Date nm comments
; p 7.r,wy.
. n,v g=.~g
=n
.c,5+v.;m;
- n. ,w ,i.m*w - 4 .:.*;.v w y's;mw. p?;*;~ m;,
,,')*;*q, .s..-._.
,A .k r * , [tr .$ 94'# Nb % g; , ,.,e%
~- +
.* A ( ,r p.. '
\ .* - c' .
.*t*,. .
- :e V ,;r..
q;. ,s..p,+ Jg. ;,_;
.w-
.. n y* .p :. _
- . 7 e r 7,
- . *. *,,n g.,-jg.,
; .a, r ,
4 r
.. ..? . s n ,a
- . , , c:q-t., x. 6 n. .
."2 -
y*
~
j f* ', . A. ; . , ,. 9 , .
;- ;(i s 6. , v -- ' '.
e h N,M pk ,. ' ' . .. b,. '
- 1 *i; .. t . ';. L1 ' 's ' *' ' .
k - tc. . . :. ru , f
,,) . .,: I . s. . :,- . - , .; .
,'y ! ~ ~k
. $' ' h&Wi ,f*? $\ ";;' \. SIL;,;; ~'.*~ $ , $ ,
Om ,
% h .,s2 l. ln k . f, ?,
[*'NS?3.:,. . .:- - -
.xl',(
J. ?-O
,2 Soc
- g. ., ; .. 1 . .,. ,
s .
, 7. . 3 ; .a g,.;.'c.
5 - g .{ ef g . x*s..' .s , ,3 /1.a ?,t ,. ;; aye
, - i-. . ..,, ,
,a,
~ ihiE N S$5r'$GED%!b lO $i!1 . ,
l 70pm 40pm 2086 341
SMFLE # r:*~ 7 a's DATE jf- 2 7- u AREA # 43%4 NRWD e n-T. corr. /Vp.6
, o.
y,,f',f>So -! x, V. (. _s'o ; b
\
Mrc rte " Y3 T'.c /,39:S . yeg
**b*5Ni 99'O M coments a -poc4 g b- _ /37,5
; s,
.y E .: . ,f .
?,':lm:, -k?
f- W.;: ?,,, e.. ., . :l.,pl...; - , :. .I ,,l' E l j. ',f..
- s. .
.n
) . ..
* ,~-
+.
.., - ) ,u* . ' ' . . > - ,,. .
p >,;tf. ;,,.* 4 ! <.; . ; >f ; w, . . . . . _ a . .c3 . .,.4-s, ....
,. L ..:, ,
. . m. .,.- 4 ..St- , _ . A d-JA. ,
. g. .
.y <
g
,;Q: y, -f , ~ Lp . ,, * ^
, ., '.? , . . .e -
- Q.v. ?a, %.i lirt32.*$
5
*2 \ %
e? I * * ' i *). ' de f
, ,9 b;b'd.a'A.., ([i[ :; N Y N l 1 1.',, Il l l 70pm 40pm 2086 342
$NFl.E i T X 7d/N k DATE ARtFDVFD
//- 2 e - re d /'c I AREA # C3 T. corr. / 2 B . 6 C.
' s . yD',\
- 7', i
\
nrc r18 " 45 T'.c /2.zS t*c Dajoy$4 Date m connenta m l//cyJDla
,I '
p' tit 3*C. , 79; ' . . ., q PJP A 7 C?* r ,v ;.- - g
^ 3., 130 e,'.(?
t
;-[**9.{,4 lCf f $*l) :s$ap'..
~
4, [ ~ _ f.~,h k',
$hr?,- ,kf .I
,,eW.
~?:
- i. ' kd
\ '
./.> .
q.-
,, . i
. - * ..ip E s .;[d]
[Qt
.nMay,.; %x[
?M I' ga a ns c x.
l'W ' - a fq;,b ' W)&% ;,{} ,, 'X.h}x$ 2.'*(N;'q 1(s+sy) m
-r o, ,s
. . . _ . c
.1 b . $1 3Ldy.; jg8 ge:p]
f:5"?j- "
,, 7 j.;)
l l 'll l l . 70pm 40pm 2086 343
R SAMPLE # 7 X 9/# N DATE H 7n nnuovFp < #c
'> AREA #
f A T corr. //8.4 C f T. corr. 72.d #C
'I Y A
% /
/
M.b l A M7.- ! va " ${0 T'.C T*C Da$f.j;?yg Date rien comments d. - //.5 *C- (ShT Nb - 8 '/S *C (.stayeT) A 6
* .,e,*.-..-
'.,,',2 '. t
.L ,e, ,x
...^ ),
. o
- 4. ? J ,r,w -*_,j,
. .',\ .
,? 9, -1
's ~ '
.m ,
^' *:-
7 , ,
. ~;,; ,-ke',gL .' %.-_
. .. .y .
' wr ~ J,., l i.. s.q 'e ,i. f A.; :sF . , >-
t .,y' n ; ~
; g ;,, ,,
- f. Vj;,, ,$, , 4,,,. f'. .,. 4 . .,'l' ,
. . . ,4 x
.. ; ,_ '.'irj ' ;
. . . 5 .
t $*, : ,8 i,'f, (7- - p;-: , s .[ y . +1
,- g _- h)
~1 } f * < , t, , ~ ,,,y;,C c .r. *,'fg.
.,y
- y. ;r .. >
t .,, y ,y
.+ , ,
- ., f q.. /:' .,.,.q.;;,.rq gv.
. g j,lllljj
;;y .
;i3I , g...
i yoym . ' ' _.t!. S .' '.. h * [F r. G4.:q,l%aa.?j.j ce.am ss voum l l
^* l! I i 1 ** ' 7 C l l 7/,C cg 40um (_stge) 40pm . 2086 344
SAMPLE # 777#// {l DATE nnuovrp cu
#-Jo- vg AREA #
T. corr. f3. f C, {
\
\ '
./
- b
^
N7: >' ~ # hf T'.C 88.$ T*C o=J?g s o.s. == comments e, . ;a- '. . W
' ( l *\ '
Qsa s ,
,. Q :.~L.
N ~~j^* _ ~i@$$ ~
- . . ~ M . .;] . >- d y .
f 4L
~ .;;. n 1:; ;., ,
3
.'W,
, ~
su
.. x.. , .. ~u 111ll111 1I I I I
}Q8h bkb 70pm 40pm
SAMPLE # rr 7 ## k DATE nRUDVFD
# z7- e d#c-AREA # 43 T. corr. 7I7
\
W - 1
\ <
M rs t r e " 9 2. T'c 72 toc U*)* f d?",, Data tan w - commenta mi/fy 20Mc
,. f s
%v, .g .;r
,,, [ *** * < [
gT9
,- c,, . .
I* 4
~ * ' '
i f
- ^* _ f};i!],'j
.~ .
g.f-
'2lk'}
~
. $M 66 c M (i d 3 fl 6 f a 1 Ll I I I1 70pm 40um 2086 346
SAMPLE i TX 25 NH k DATE nRWDVFD
/ o - //- 78 c e c-AREA #
T. corr. / 70. '/ *C
'J% O gf- .
%f6 K
//r;. r va" b T'.C /fo 2*C T*C Date run Date raa so-n-rs comments
-hkkh?k s,.W-
-:N :". o cw % m 3 q. '
- m. ;,'r :: #. a ?r p.. $ %..
,,,. s .. . - . -
ne.c.:..>.
.r.m. t. .
?c . ~ n.
MM;?.d,}Y@@( 4
. e.,.
7 y.n s. m Eub- T s.k5 IIHilli lI i i I 40pm 2086 347
p SAMPt.E # 7 r .z s xtN N DATE /o-eo-rs
- nnenvra ev.:rs<. > AREA #
f i aT. corr. /52.0 C' AT. corr. /55. Z C-
$ Q'14His L>vID' T l 4 (~
I, j '" t ,'.c m qe I G r ,s 9 6 6 0 id " l' (rn8' aN C. w f k "" a.a6 { d k'bp I 5i se S */
'f_TYr E.rP j T*C 1*C o*A* J % _ o t. r=
comments
< f \. [?('6
(,, r - n.
,, gf r ). ,
ya.c vs>a.: '
- 4. . g,g L.
, : 9 {d ^ ^ ;
.;;r
- . . :.:;{xe
. . ,1.~
r-
..m
. ]r
. . p ..~ ?hihy.: n a
Illlilli lI i i I 70pm 40pm 2086 348
SAFFt.E i TE 2 5 ssi k, DATE / o - n. - 7s AREA # nMCQVFD U s*r T. corr. /52. S *C O!sc V Ihc., wb N h lea ked buleb\,s IfhC t44 % f h I" 682e %Il &C, Hri E v A "$ T'.C /45 / T*C outra o.t. r= comments
%;*;;u.-i7 p...
c~ op4.
,y ,e:n g .v ,a
.,,-~,, ;9 .
- 5. . iy4
.s s s,
n.
~.n o.::o u;_
~
f :- 4 ::'W- #.4 w w~:n _.e .
.N . .
sy3j: h.a;Q.:.y$.iW, ad q^.;,q';i.: k$50' N.'n'l.: --
.6 111lllll 11 I II 70um 40pm 2086 349
, SAtWLE i r c.zs ss L DATE /o - s- 7e nac ovra o s.u_ l>, AREA # # T. corr. / %,f 1.*G. k i nu.1 o " / s'.c //7 o sec Da},ef_y
. Date rum coments
,1
'1. y ll}lllll II I I I 70pm 2086 350
SAMPLE i r 7 2 5 x/M DATE a - /o - 7e AREA # nnw ovrp us4 T. corr. / 2.4 5 *C f
\ l V
A %_ L ( m.- rs"Y s'.c H&.5% sec Da,gey,uh
,. Date run comments s
F".i .,yCT,77*,7N,.
. :. A*e - ., s 'Ffj S
4i Yfy ? Y ($,,:' , W. ?? *,Il ',?s'
..a .
, ;,: +
.a.
'I , ,_
r i 't ' et.;f;.;.,;,'],.a~?'^*'5?h.f
<.. ., s . . e. , , ;+
... .u t,,.,. . . . .;s . . , . , , ~, e . + y
, g .m. : L_'u .-
t s, o .:,
~ .
s .
, Jr .
.w --
.- ., 5 . . . n. aAVr,1
- :. s,,. *s ,
, L9. ..vg tt. d ,,* j...<, *
*:. ,a. ' . E.,...
,9 .
,, Y
- .. wn,s 3 t ...
. s ; t r. . ,y,.9 , - o. . .->
. . . ~~
- g. . p,
, . . ,. . . . . . . . -. . i s ,, g.1'g e.. ,5,- . . . ,..
h* .l? .'r' '
... LNi* *** $$ U~[ ,'g30.;j) lilillli l_I i i I 70pm 40pm 2086 351
NEW HAVEN ATTACHMENT 3 STABLE ISOTOPE RATIOS OF SULFIDES 2086 352 Amendment 1 A3 February 1979
(, . m AT KRUEGER ENTERPRISES, INC. kA l
/ /
I GE0CHRON LABORATORIES DIVISION
! 24 BLACKSTONE STREE T e CAMBRIDGE, MA. 02139 e '617).476 3691 g ,
STABLE ISOTOPE RATIO ANALYSES REPORT OF ANALYTICAL WORK Submitted by: John Mahoney Date Received: 20 September 1978 Weston Geophysical Research, Inc. 20 December 1978 Date Reported: P.O. Box 550 Westboro, MASS. 01581 Your
Reference:
Our Lab. Your Sample Number Number Desciipt on Analysis' 34 6S SR-8032 T-I I-19 -NH Sulfide -11.3 -11.4 SR-8033 T-II NH +29.2 SR-8034 T-II-45-NH +22.3
'Unless otherwise noted, all analyses are reporte_d in % notation and are Computed as follows:
R
$Rsampie% * -1 x 1000 n standard Where And.
D/H standard is SMOW Rstandard = 0 M316" C'3/C l2 standard is PDB Rstandard = 0 011237 O'*/O standard is SMOW Rstandard = 0.C E48 ** s$532 standard is Caaon Diablo tro lite Rstandard = OMON
- Doutwe atom ratio
D KRUEGER ENTERPRISES, INC.
/ GEOCHRON LABORATORIES DIVislON 2 4 BLACKSTONE STREET
- CAMB RIDGE. M ASSACHUSETTs O2139 e 4617) 676-3691 v
DESCRIPTION 0F SULFIDE MINERAL ANALYZED ON SAMPLES SUBMITTED ON 8 AND 9 NOVEMBER 1978 BY JOHN MAHONEY: Our Lab No. Your Samole No. Description SR-8286 T-II-20A-NH Coarse chalcopyrite (?) in calcite lens SR-8287 T-II-48-NH Pyri.te selvedge on calcite vein SR-8288 T-II-51-NH Euhedral pyrite along joint surface SR-8289 T-II-36-NH Coarse pyrite adjacent to vuggy calcite vein SR-8290 T-II-59-NH Coarse chalcopyrite (?) on joint surface SR-8291 T-II-42-NH 1mm. pyrite selvedge on calcite vein SR-8292 T-II-25-NH Pyrite associated with calcite vein SR-8293 T-II-2-NH Fine pyrite on calcite vein SR-8294 T-II-50-NH Very coarse pyrite in calcite lens 2086 354 SPECIALISTS IN GEOCHRONOLOGY & ISOTOPE GEOLOGY
/Ak 7s 1 p 4 KRUEGER NTERPRISES, INC.
\ /\ l GE0CHRON LABORATOR!ES DIVISION
\ N /
\
V j
,/ 24 atAcxsrose sinesT . CAMBRIDGE, MA. 02I39 e (617)-876.3691 STABLE ISOTOPE RATIO ANALYSES REPORT OF ANALYTICAL WORK Submitted by: John Mahoney Date Received: 8 and 9 November 1978 Weston Geophysical Research P. 0. Box 550 oate Reported: 20 December 1978 Westboro, MASS. 01581 Your
Reference:
Project R-204, P.O. #2634 Our Lab. Your sample Number Number Description Analysis 34 6S SR-8286 T-II-20A-NH Sulfide +14.9 S R-8287 T-II-48-NH "
+52.9 S R-8288 T-II-51-NH "
+55.1 SR-8289 T-II-36-NH "
+38.9 SR-8290 T-II-59-NH "
+16.5 SR-8291 T-II-42-NH "
+52.2 SR-8292 T-II-25-NH "
+36.5 SR-8293 T-II-2-NH "
+47.9 SR-8294 T-II-50-NH "
+28.3
'Unless otherwise noted, all s'1alyses are reporte_d in % notation and are computed as follows:
R S Rs ,,,,,% #
.t ,io00 R
standard [ Wher e. And: D/H standard es SMOW Rstandard = 0 000316** C "/C12 standard is POB R standard = 0.011237 0"iO ' lstandard is SMOW Rstandard = 0.MN8 *
- S"iS32 standard is Canon Diablo troshte R $tandard = 0.0350045
NEW HAVEN ATTACHMENT 4 MINERALOGICAL ANALYSIS OF SAMPLES 2086 356 Amendment 1 A4 February 1979
R. TORRENCE M ARTIN Clay Minentcgist CHIPMUNK CROSSING LINCOLN MA Ot773 617 259 8913 2 December 1978 MINERALOGICAL ANALYSIS OF SAMPLES FROM NEW HAVEN SITE (Project #R-204) The clay from the gouge samples was illite-chlorite. The illite phase was predominately 1Md polymorph. Seven boring samples were supplied in June 1978 and fodr trench samples were supplied in September 1978 by J.J. Ma-honey of Weston Geophysical. The samples were from borings and a trench 1 1/2 miles northwest of New Haven, N.Y. Sample identi-fications are given in Table 1. The objectives of the mineral-ogical investigations were: 1) to determine the general mineral-ogy of the materials, and 2) to provide a documented size fraction for K/Ar age dating where advisable. The June gouge samples were to be size fractionated and the mineralogy of the clay fraction examined. The two rock samples, NH-1, and NH-2 were for reference. Subsequently sample NH-2 was size fractionated. Mineralogy of the whole soil was performed on the trench samples received in Sept. The as received trench samples were thoroughly mixed and a 20g subsample allowed to air dry. A 500g piece of each rock sample was crushed to pass a #4 sieve, thoroughly mixed and a 20g subsample taken via a sample splitter. The subsamples were crushed to pass a #35 sieve, thoroughly mixed and further subsampled via a sample solitter to obtain a representative 3 g sample which was ground to pass a #200 sieve. This 3g subsample of material separ-ated from the supplied sample has been designated whole soil for lab testing purposes. Random powder mounts of the whole soil were prepared and examined by X-ray diffraction, XRD, using CuKa radiation at 40 KV and 20 ma. Goniometer sceed was 1 20 per minute and the chart speed gave 2 29 per inch of chart. The 20 rance examined for the whole soil powder mounts was 4 through 37 (d=22-2.43A). f* 2086 357
R-204 The XRD data showed that samples 2,26, 38, & 58 were high in clay. The clay content of samples 1 and 40 was low. All of this group of samples contained quartz and feldspars. Potash feldspars were absent from samples 38 and 58. A small amount of dolomite was present in all samples of this group except sample 2. A crushed shale fragment taken from sample 58 gave XRD data that were indis-tinguishable from XRD data for sample 58 whole soil. XRD data on a shale fragment from sample 26 was identical to the XRD data.for the whole soil except that the shale fragment contained no dolo-mite. Based upon these data size fractionation was performed on samples 2, 26, 38, & 58. Sample 40 wasthigh in potash feldspar. Potash feldspar identification was based upon the XRD peak at d=3.24A. For Sam-ple 40, a sand size fraction free of clay was prepared. Fine clay was removed by decantation after settling and coarse shale frag-ments were removed by hand picking from the remaining sand. XRD of an oriented aggregate prepared from the sample 40 sand showed no clay mineral basal spacings. The XRD of a random powder mount of sample 40 sand fraction indicated that quartz, feldspars, in-cluding potash feldspar and dolomite were present. Based upon the amplitude of the XRD peaks, potash feldspar made up about one third of the total feldspar present. This material labeled "II-40 sand" was sent for K/Ar dating. Approximately 160g of crushed soil was taken for size fractionation. The 160g sample was added to 400ml distilled water lh and mixed in a Waring blender for 20 minutes after which the con-tents were transferred to a 4.5 liter bottle diluted to 4 liters and thoroughly mixed by hand shaking the bottle. No chemical dispersant was used because after 48 hr of tempering the suspen-sions still had no clear supernatant liquid. Sedimentation for size fractionation was started by hand shaking each bottle to re-suspend the soil particles. The top 10cm was siphoned off after 15 hr of settling at a temperature of 27 for the samples separated in June. For the samples separated in September the settling time was 16 hr at a temperature of 23 c. The size separation was based on Stoke's law settling. The equation used to calculate the equivalent spherical diameter, D, was: 2086 358 O
f- t e NYSESG PSAR TABLE 2.4-10 (Cont'd) Surface (c) Well Well (b) Elevation Depth Diameter Comment s(d , e) No. Owner (ft above ms1) (ft) (in) 132A Edgar Miller (f) 340 75 6 Bedrock 75 ft deep; also used for farm 132B Edgar Miller (f) 340 16 Dug well; hydrogen sulfide odor 133 John Rathbun 332 65 6 134 Walter Yablonski 322 26 48 Dug well; water level 6 ft daev 135 Lyle Woolson(f) 328 26 6 136 Steve Yablonski 328 28 8 Hydrogen Sulfide odor 137 John Tilkins 316 68 138 Flaurence Woolson 314 approx. 70 6 Slightly hard, hydrogen sulfide odor 139 Dale Dushara 308 63 6 Hydrogen sulfide odor; bedrock approx. 35 ft deep; 3 gpm yield 140 Ron Woolson(f) 306 50 6 Slight hydrogen sulfide odor
- water 12 ft deep; bedrock approx. 58 ft deep; 10 to 12 gpm yield 141 Robert McGaha(f) 300 54 6 Supplies two families; water approx.
50 ft deep 142 Forrest Woodward 304 40 Hydrogen sulfide odor 143 Jerome Nurse 298 48 6 Hydrogen sulfide odor
- vater approx.
40 ft deep; bedrock 35 ft deep; 15 to 20 gpm yield 144 Unknown 4 No information available 145. Unknown I Vacant residence 146 Myrtle Cummins 304 57 Hydro;;an sulfide odor N 147 Charles O'Connor 300 Unknown Hydrogen sulfide odor
& 148 Bernard Hutchins 304 35 6 Supplies two mobile homes; bedrock
! 25 ft deep; 12 gpm yield u Dwight Cutler 310 54 6 Water level approx. 20 ft deep w 149 Amendment 1 9 of 16 February 1979
NYSERG PS^ TABLE 2.4-10 (Cont' ) Surf ace (c) Well Well (b) Elevation Depth Diameter No. Owner (ft above ms1) (ft) (in) Comments (d,e) 150 Vilho Lehtonen 306 30 Dug well 151 Betty Gregory 302 42 , 6 Hydrogen su '.de odor 152 Unknown } Vacant resic 'e 153 Curtis Gregory 4 302 52 ' 6 Water level 10 ft deep; bedrock 52 ft deep; 4 to 5 gpm yield 154 John Burrows 272 12 60 Dug well; water level 2 ft deep 155 Unknown vacant residence 156 Lawrence Rogers 280 50 6 bedrock Water approx.level 9 ftdeep; 15 ft deep16 gpm yield 157A Lawrence Rogers 276 22 36 Dug well; water level approx. 10 ft deep 157B Lawrence Rogers 276 16 36 Dug well 158 Lawrence Rogers 274 24 6 Water level 6 ft deep; bedrock less than 24 ft deep; 12 gpm yield 159 Earl Skininski, Sr. 272 65 6 160 Lawrence Rogers 282 26 6 Supplies three families bedrock less than 27 ft deep; 8 to 10 gpm yield 161 Raymond Michaels 272 18 36 Dug well 162 Unhnc.in No information available 163 Sherry Bowman 288 36 Dug well 164 Unknown No information available 165 John Barker 305 approx. 30 36 Dug well; water level is 3 to 4 feet below surface (}) 166 Gary Butler 290 45 6 Bedrock greater than 45 ft deep CX) 167 Louis French 280 Dug well CB 168 Anthony Lee 268 approx. 97 Slight hydrogen sulfide odor t eJ CB C:) Amendment 1 10 of 16 Fthruary 1979 O O O
A /4 s4{4&$;t %V&+ s'e se meE E __ +'+# TEST TARGET (MT-3) 1.0 'dna na llyILE I.I ['8OE
.8 1.25 1.4 1.6
. ... =
#4 4$ 4%
- \*f k %dk(O
% i 9 ,, '
A % @+ki'(>, '/
///[<re #<> ,_e . <e -
TEST TARGET (MT-3) 4 1.0 $ fu E4 s 'y I!E I.I ['" elm j l.8 1.25 'l.4 1.6 I
- 6" >
4% **'
'*S
'b
- Sfix#
b, 4k<;?;;/ i I we ,,"
4 4 ' *k h+ - TEST TARGET (MT-3) 1.0 dDu BE yl3] [E I.I [m O!!&B l.8 1.25 IA 1.6 l 4 6" >
#4 # $ 'e
- %f>///;/ #5<A4 4
^9 % 9
A+*+
* , .e. v <e 1,.
TEST TARGET (MT-3)
/Ss<%o 1.0 ' del 214 y ly ILE I.l j, 'S lLM 1JL 1.25 1.4 1.6
, l
= 6" =
#4 +%
- Ityf/
4 Szzzz i
*D}}4,/
SECURITIES AND EXCHANGE C050!ISSION f Washington, D. C. 20549 FORM 10-0 QUARTERLY REPORT UNDER SECTION 13 OR 15(d) OF THE SECURITIES EXCHANGE ACT OF 1936 For Quarter Ended March 31, 1979 Commission file number 1_-5366 Eastern Utilities Associates (Exact name of registrant as specified in its charter) Massachusetts 04-1271872 (State or other jurisdiction of (1.R.S. Employer incorporation or organization) Identification No.) 99 High Street, Boston, Massachusetts 02110
. (Address of principal executive offices) (Zip Code)
Registrant's telephone number including area code 617-357-9590 Same Former name, former address and former fiscal year, if changed since last report. Indicate by check mark whether the registrant (1) has filed all reports required to be filed by Section 13 or 15(d) of the Securities Exchange Act of 1934 during the preceding 12 months (or for such shorter period that the registrant was required to file such reports), and (2) has been subject to such filing requirements for the past 90 days. Yes X No Indicate the number of shares outstanding of each of the issuer's cleases of common stock, as of the close of the period coverea by this report. 4,836,349 Common Sharas 2087 001
FORM 10-Q EASTERN UTILITIES ASSOCIATES CONSOLIDATED CONDENSED BALANCE SHEET March 31. 1979 1978 Utility Plant $365,350,295 $343,098,444 Less Accumulated Provision for Depreciation 89,477,232 82,531,214 Net Utility Plant 275,873,063 __258,567,230 Current Assets: Cash 7,665,319 5,875,541 Accounts Receivable (Less allowance for doubtful accounts of $393,505 at March 31, 1979 and
$203,500 at March 31, 1973.) (Note C) 19,784,477 23,275,067 Materials and Supplies 10,363,454 8,605,082 Other Ourrent Assets 831,940 222,605 Total 38,645,190 37,978,295 Deferred Debits and Other Non-Current Assets 13,000,269 14,045,421
$327,518,522 S310,590,946 LIABILITIES Proprietary Capital:
Eastern Utilities Associates Common Shares, $5 Par Value ' S 24,131,745 $ 21,167,350
. Other Paid-In Capital 40,076,215 34,088,007 Common Share Expense (945,347) (943,773)
Unappropriated Retained Earnings 23,628,068 23,123,941 Subsidiaries Preferred Stock, $100 Par Value 21,000,000 21,000,000 Premium on Preferred Stocks 185,150 185,150 Preferred Stock Expense (185,185) (185,185) Total 107,940,646 98,435,490 Long-Term Debt Less Current Maturities 117,662,666 118,433,000 Current Liabilities: Notes Payable (Including current maturities of long-term debt)' 52,970,334 54,630,000 Accounts Payable 10,959,254 5,953,774 Taxes Accrued 5,763,314 6,418,413 Deferred Taxes 1,433,291 2,250,830 Interest Accrued 3,597,039 3,110,395 Other Current Liabilities 3,392,226 1,164,566 Total 78,115,458 73,527,978 Accumulated Deferred Federal Income Taxes, Deferred Credits and Other Non-Current
~
. Liabilities 23,799,752 20,194,478
$327,518,522 $310.590,946 See ac;ompanying notes to conso1Ldated condensed financial statements.
s 2087 002 1-
. -Q p/3
' O C:)
EASTERN UTILITIES ASSOCIATES CO CONSOLIDATED CONDENSED STATEMENT OF INCOME o cst
, Three Month.a Ended March 31, 1979 1978 Operating Revenues (Note C) n $48,649,462 $47,478,663 Operating Expenses:
Operation 34,690,925 30,920,589 Maintenance *
'1,141,908 1,038,779 Depreciation 2,402,836 2,358,918 Taxes - Other than Federal Income 3,407,028 3,619,404
- Federal and Deferred Income 950,2'45 2,589.310 Total 42,592,942 40,527,000 Operating Income 6.056,520 6,951,663 Allowance for Other Funds Used During Construction 465,998 171,046 Other Income and Deductions - Net 112,819 156,545 Net Interest Charges (3,663,208) (3,170,224)
Net Income 2,972,129 4,109,030 Preferred Dividends. Requirement 408,188 408,188 Consolidated Earnings Applicable to EUA Common Shares $ 2,563,941 $ 3,700,842 Weighted Average Number of Common Shares Outstanding 4,835,865 4.232,923 Consolids'3d Earnings Per Average Common Share $ 0.53 $ 0.87 Dividende, Declared ___ 0.40 0.40
. See accompanying notes to consolidated condensed financial statements. . FORM 10-Q EASTERN UTILITIES ASSOCIATES CONSOLIDATED CONDENSED STATEMENT OF CHANGES IN FINANCIAL POSITION Three Months Ended March 31, 1979 1978 Net Income $2,972,129 $4,109,030 Non-Cash Charges (Credits) to Income - Net 1,850,127 2,508,649 Funds Provided by Operations 4,822,256 6,617,679 Proceeds from Sale of Common Shares 11,547 10,032 Proceeds from Issuance of Long-Term Note 5,000,000 -
Other Sources 12,057 133,790 Total Funds Provided $9,845,860 $6,761,501 Application of Funds Construction Expenditures $6,612,458 $5,763,737 Cash Dividends 2,342,427 2,101,333 Allowance for Funds Used During Construction (1,357,482) (753,817) Decrease in Notes Payable to Banks 3,250,000 1,100,000 (Decrease) in Working Capital (1,604,992) (1,652,706) Other Applications 603,449 202,954 Total Funds Applied $9,845 83 $6,761,501 See accompanying notes to consolidated condensed financial statements. 4 2087 004
FOKH 10-Q t EASTERN UTILITIES ASSOCIATES NOTES TO CONSOLIDATED CONDENSED FINANCIAL STATEMENTS The accompanying Notes should be read in conjunction with the Notes to Consolidated Financial Statements appearing in the Company's 1978 Annual Report on Form 10-K. Note A - In the opinion of the Association, the accompanying unnudited consoli-dated condensed financial statements contain all adjustments (consisting of only normal recurring accruals) necessary to present fairly the financial position as of March 31,1979 and 1978, anc the results of operations and changes in financial position for the three months then ended. Note B - Results shown above for the respective interim periods are not . necessarily indicative of results to be expected for the fiscal years due to seasonal factors. These seasonal facto a which are innate to electric utilities in New England are as follows: A greater propor-tionate amount of revenues are earned in the first and fourth quarters (winter season) of each year because more electricity is sold due to weather conditions, fewer dayli Fhe hours, etc. Note C - Revenues are based on billing rates authorized by applicable Federal and State regulatory Commissions. The subsidiary companies follow the policy of recording revenues relating to services rendered but not billed at the end of the accounting period. . The amcunt of estimated unbilled revenues included in accounts receiv-able at March 31, 1979 and 1978 was $2,825,034 and $4,417,410 respec-tively. 2087 005 4 e
FORM 10-Q
. EASTERN UTILITIES ASSOCIATES MANAGEMENT'S DISCUSSION AND ANALYSIS OF THE CONSOLIDATED CONDENSED STATEMENTS OF INCOME he following is Management's discussion and analysis of certain significant factors which have affect- the Association's earnings during the periods included in the accompse!ws consolidated condensed statements of income.
A summary of the period to period changes in the principal items incivied in the consolidated statements of income is shown below: Comparisons of Three Months E ree Months Ended March 31, Ended March 31, 1979 1979 and 1978 and December 31. 1978 L. crease (Decrease) Operating Revenues $ 1,170,799 2.5% $3,675,652 8.2% Operating Expenses Other than Taxes 3,917,383 11.4 1,803,049 4.9 Taxes (1,851,440) (29.8) 920,547 26.8 Allowance for Other Funds Used During Construction 294,952 172.1 98,385 26.7 Net Interest Charges 492,984 15.6 (23,511) (0.6) Operating Revenues
. The increase in operating revenues of 2.5% for the first quarter of 1979 as compared to the same period in 1978 was primarily due to increases in Kwli sales,.unbilled. revenue and the effects of rate relief granted during the first quarter of 1978. The increase in operating revenues of 8.1% for th_ three. months ended March 31, 1979 compared to the three months ended December 31, 1978 is due to a substantial increase in Kwh sales as a result of severe winter conditions in New England and was only partially offset by .a decrease in unbilled revenue.
Operating Expenses he increase in operating expenses for the first quarter of 1979 of 11.4% compared to the same period in 1978 reflects an increase in Kwh purchases and a significant increase in purchased power and fuel costs during the first three months of 1979.
%e increase of 4.97. for the first quarter of 1979 'as compared to the fourth quarter of 1978 was the result of increased Kwh purchases.
Taxes he changca in taxes as shown in the comparative table was directly attributable to changes in Federal income taxes as a result of fluctuations in taxable income and changes in deferred income taxes resulting from timing differences in computing income for financial reporting and tax purposes. Specific items which give rise to these changes are similar to those contained in footnote B to the financial statements included in Form 10-K. _3_ 2087 006
FORM 10-Q i
- Allowance for Other Funds Used During Construction The increase in allowance for other funds used during construction (AFUDC) in the first quarter of 1979 as compared to the same period in 1978 is a result of a significant increase in the EUA System's investment in joint ownership units under construction and increases in the AFUDC rate used in 1979. The increase of 26.7% for the quarter ended March 31, 1979 as compared to the fourth quarter 1978 is primarily due to an increase in the EUA System's construction expenditures.
Net Interest Charges The increase in net interest charges in the first quarter of 1979 compared to the same quarter in 1978 is due primarily to a substantial increase in the prime borrowing rate. This increase was partially offset by an increase in the debt component of AFUDC resulting from the use of higher AFUDC rates as ventioned above. The decrease in net interest charges for the quarter ending March 31, 1979 as compared to the quarter ending December 31, 1978 was immaterial. PART II. OTHER INFORMATION Item 1. Legal Proceedings. With respect to the first full paragraph on page 9 of the regis-trant's Annual Report on Form 10-K for the fiscal year ended December 31, 1978, referring to a motion to reppen before the Appeal Loard of the Nuclear Regulatory Commission (the "NRC") the issue of the financial qualifications of the lead participant for the two nuclear generating units being constructed at Seabrook, New Hampshire, the same intervenor, on March 12, 1979, after the lead participant announced a decision to reduce its ownership interest in the Seabrook units, filed a request with the NRC staff for issuance of a show cause order as to why the NRC construction pecmits for the units should not be suspended because the lead participant's financial qualifi-cations were allegedly placed in doubt by that decision. (Since the end of the quarter to which this present report relates, the staff on April 6, 1979 gave public notice that it would take action on that request within a reasonable time. The staff had previously asked the lead participant to furnish further details of its financial plans, which were filed on April 23, 1979. The lead participant has stated that it cannot predict when'the staff will act or what action it will take.) ltem 9. Exhibits and Reports on Form 8-K (a) Exhibits - None - (b) Reports on Form 8-K (1) No reports on Form 8-K were filed during the period January 1, 1979 through March 31, 1979. 2?BB7 007L FORM 10-Q SIGNATURES Pursuant to the requirements of the Securities Exchange Act of 1934, the registrant has duly caused this report to be signed on its behalf by the undersigned thereunto duly authorized. Eastern Istilities Associates (Registrant) Date: May 11, 1979 Richard M. Burns, Comptroller (Chief Accounting Officer) O 2087 008 A}}