ML20073J833

Results of Drilling,Testing & Engineering Svc

ML20073J833
Person / Time
Site:	Zimmer
Issue date:	02/21/1983
From:	Thelan G AFFILIATION NOT ASSIGNED
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ML20073J753	List: ML20073J751 ML20073J769 ML20073J808 ML20073J826 ML20073J833
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NUDOCS 8304190425
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Text

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l GE0 TECHNICAL ENGINEERING SERVICES ZIMMER NUCLEAR POWER STATION MOSCOW, OHIO

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O CIVIL ENGINEERS G. J. Thelen & Associates, Inc.

Q 516 Enterprose DrovetCovongton. Kentucky 410171606 34 t-1322 01008 Marshall Ave./Concinnats. Ohro 4S2251513-559-9089 DOKO h Ng PDR l

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G. J. Thelen & Associates, Inc.

Q 516 Enterperse DruvriCovenston. Kentucky 410171606-341 1322 01008 Marshall Ave IConconnatn, Ohro 432251$ 13-559 9089 February 21, 1983 H. J. Kaiser, Inc.

P. O. Box 201 Moscow, Ohio 45153 Attn: Mr. B. A. Gott Re: Geotechnical Engineering Services Zimmer Nuclear Power Station Hoscow, Ohio Gen tl emen :

Submitted herewith are the results of the drilling, testing and engineering services performed by our firm . The scope of this work was developed in a meeting on February 14, 1983. Those in attendance were representatives of the H. J. Kaiser, Inc., Cin-cinnati Gas & Electric Company, Sargent & Lundy, Dames & Moore, and G. J. Thelen & ,Associ.ates, Inc. This work was performed in accordance with our proposal-agreement dated February 17, 1983 and authorized by Mr. B. A. Gott in the meeting on February 13, 1983 .

Six (6) test borings were made located as shown by the coordinate system referenced on each test boring log. We have also included .

in the Appendix to this report a test boring plan which shows the approximate location of the test borings relative to the nuclear reactor building. The ground surface elevation at each test boring location was estimated from elevations determined by the proj ect surveyors . The test borings were made in accordance with

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ASTM D1586 and were made with a truck mounted drill rig advancing continuous flight hollow stem augers and sampling ahead of the augers with a 2-inch 0.D. split spoon driven with a 140-pound weight falling 30 inches. This procedure is described as the standard drive

sample method .and results in the standard penetration test. Repre-sentative portions of each sample obtained were placed in glass jars, the jars sealed and marked for proper identification. Two sets of samples were made up, one set was left at the site, the other set was returned to our Soil Mechanics Laboratory.

As the Drilling Technician advanced each test boring, a field log

' .was kept noting soil type, soil stratification, standard penetration test results, ground water and other pertinent data.

i Upon completion of the test borings all samples obtained therein were returned to our Soil Mechanics Laboratory where they were examined and visually classified by the Project Geotechnical Engineer. On the basis of this visual examination, the field log kept by the Drilling Technician and the results of the laboratory tes ts , fi nal test b,oring logs were prepared. Copies of these-logs are included in the Appendix to this report together with a Soil Classification Sheet which describes the terms and symbols used on 'the test boring logs.

In the immediate areas of the test borings field density tests were run by our Senior Technician, Mr. Thomas. Litteral, C.E.T.

These tests were run in accordance with ASTM D1556. The soil excavated during the running of each of the field density tests, by the ' sand cone method, was placed in a quart jar, the jar sealed and properly labeled. When each field density test was completed our Senior Technician obtained a bag sample in the immediate area

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of the field density test. This bag sample was labeled for proper iden ti fica tion.

Upon completion of the field density tests, the samples obtained therein were returned to our Soil Mechanics Laboratory. A washed sieve analyses, ASTM D422, was run on each quart jar sample. The results of these tests have been tabulated and the tabulation is

, included in the Appendix to this report together with the appro-priate test forms.

Relative density tests, ASTM D2049, were run on each of the large bag samples. These relative density tests were run wet and dry.

. Initially, the tests were repeated for the first few samples to check our ability to duplicate the test results. Once the test

- data verified the accuracy of the testing only one relative density i

test was run on each of the remaining samples. We have tabulated

. the results of the relative density tests and the tabulation is included in the Appendix to this report. In addition to the results of the relative density tests we have also shown on the tabulation the results of the field density tests and the computed relative density values. ,

If you have any questions concerning the information contained herein, please do not hesitate to contact us.

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.- APPENDIX o Test Boring Plan Test Boring Logs I

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Soil Classification Sheet Tabulation of Gradation Analyses Laboratory Test Forms

, . Tabul,ation ,of Field and Laboratory Tests i

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CIVIL ENCINEER5 G. J. Thelen & Associates, Inc.

D 516 Enterprise DrovetCovington. Kentucky 410171606-341 1322 Q 1008 Marshall Ave./Cincmnati. Ohio 45225/513 559-9089 I

LOG OF TEST BORING  !

CUENT H.J. Kaiser, Inc. ,on,ua , D-1 PROmCT ubsurface Exploration, Zimmer N.P.S. , Moscow, Unio S ao , 83034E LOCATION OF 8CRING Coordinates, North 1773.50, West 1202.50 SOIL DESCRIPTION STRA. DEPTH SAMPLE E LEV. CO LOR. MOISTURE. DENSITY, PLASTICITY, SIZE, PROPORTIONS DEPTH SCALE Cond Blows /6" No. Wpe R ec. 498.2 SURPACE -

U.2 I 2/10/12 1A DS 16"

Mixed brown moist soft FILL, silty clay )

1B

- 498.0 with grass and hairlike roots, thawing. / 2.9 -

o Mixed brown moist stiff to very stiff FILL,

- D 8/9/12 2A DS 18" 4.5 2B sandy silty clay with hairlike roots, trace 495.3 fine to coarse oravel.

5- -_

D 4/3/3 3 DS 6"

Mixed dark brown moist medium dense FILL, _

fine to medium silty sand, some fine to 8.0

493.7 coarse gravel . j

. 9.5

_. Mixed dark ' brown moist loose FILL, silty 10 -

12" fine to medium sand, little fine to coarse -

D 12/14/16 5 DS

490.2 gravel. (SP-SM) & SW-SM) 12.0 2 Mixed dark brown very moist very loose f

FILL, fine to medium sand, some fine t '

14.5 488.7 coarse gravel.

15 2 Mixed brown moist medium dense FILL, fine 16.5 :I 5/3/4 7 DS 18"

to medium sand, little fine to coarse

496.2 gravel. -

l  : Mottled brown and gray moist stiff SILTY 20 __

483.7 CLAY.

2 Brown moist to very noist soft to medium stiff SILTY CLAY with iron oxide stains

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481.7 and thin wet fine sand seams.

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Bottom of test boring at 16.5 feet. -

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Datum USGS g,mme, w,, l@ t3,. go,e D,emeter 8" Foremen M Surf. E lev. 490*2 F t. Hommer Drop 30 in. Rock Core Die. Enginee, GJT l Det) Stort.,. ') /16 'R1 P,,, S;,e . O.D.2 i n, sonn,Metnoo HSA Dei Compieted __ 2/ 16/83 SAMPLE CONDITIONS SAMPLER TYPE CROUND WATER DEPTH BORING METHOD D - OlSINTEGRATED DS - DRIVEN SPLIT SPOON FIRST NOTED 8.0 FT. HSA - HoHow Ster.1 Augers I - INTACT PT - PRESSED SHELBY TUBE AT COMPLETION DFV FT. CFA - Continous Flight Augers

( U - UNDISTURBED CA - CONTINUOUS FLIGHT AUGER AFTER S. FT. DC - Driving Casing L - LOST RC - ROCK CORE BACKFILLED _ymed . MRS. MD - Mud Drilling

• STANDARD PENETRATION TEST - DRIVING 2"00 SAMPLER 1* WITH 140 # HAMMER FALLING 30"; COUNT MADE AT 6"lNTERVALS l

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CIVIL ENGINEERS G. J. Thelen & Associates, Inc.

G 516 Enterprise DrivelCovungton. Kentucky 410171606 34 8 1322 Q 1008 Marshall Ave./ Cincinnati. Ohio 452251513-559-9089 LOG OF TEST BORING CLIENT H. J. Kaiser, Inc. soning , D-2 PROACT Subsurface Exploration, Zininer N.P.S. , Moscow, Ohio .ios , 83034E LOCATION OF BORING Coordinates. North 1774.00, West 1218.20 SolL DESCRIPTION STRA. DEPTH SAMPLE E LEV.

COLOR. MOISTURE. DENSITY. PLASTIC:TY SIZE. PROPORTIONS DEPTH SCALE Cond Blows /6" No. Type R ec.

suRPAca

' 0.6 -

I 4/6/8 1A DS 13

Mixed dark brownish gray moist medium

stiff to stiff FILL, very silty clay with _

18 497.6 . hairlike roots, trace fine gravel .

3*5 -

_ _ D 5/6/9 2 DS 16' Mixed dark brown moist stiff FILL, sandy 5.0 494.7 clay, some fine to coarse gravel. 5-

Mixed dark brown, trace brown moist medium D 4/3/5 3 DS 18'

. dense FILL, silty fine to medium sand, -

493.2 little fine to coarse gravel.

9.5 D 3/3/3 4 DS 11' 2 Mixed dark brown moist loose FILL, silty fine 10 T to medium sand,little fine to coarse _ ,

488.7 gravel with clay lumps. (SP-SM) -

12.0 _

Mixed brown very moist medium dense FILL, _

_ fine to medium sand, some fine to coarse -

I 4/5/6 6 DS 18'

486.2 gravel: ,14.5 _

15

483.7 Mottled brown and gray moist very stiff 16.5  : I 4/5/5 7 DS 18' SILTY CLAY. . _

Brown, trace gray moist medium stiff -

481.7 STITV C1AY with irnn oxide stains. I 20 -- .

Bottom of test boring at 16.5 feet.  :

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Datum USGS Hemmer Wt.

140 Lbs. Hole Diemeter 8" Foreman JM l

Surf. E lev. 498.2 p ,. g ,,,,, o ,,, W in. Rock Core Die. _

Enginee, GJT Date Storied 2/ 16/83 Pipe Sane 0.D.2 in, so,in, u,,noo

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HSA Det Compieted 2/16/83 SAMPLE CONDITIONS SAMPLER TYPE GROUND WATER DEPTH BORING METHOD D - DISINTEGRATED DS - DRIVEN SPLIT SPOON FIRST NOTED 96 FT. HSA - Hollow Stem Augers 1 - INTACT PT - PRESSED SHELBY TUBE AT COMPLETION UIV FT. CFA - Cont nous Flight Augers U - UNDISTURBED CA - CONTINUOUS FLIGHT AUGER AFTER HRS. FT. DC - Driving Casing L - LOST RC - ROCK CORE BACKFILLED Immed- HRS. MD - Mud Orilling

' STANDARD PENETRATION TEST - DnIVING 2" OD SAMPLER l'WITH 140 # H AMMER FALLING 30"; COUNT MADE AT 6" INTERVALS

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CIVIL ENGINEERS l

G. J. Thelen & Associates, Inc. \

D $ 16 Enterprise DrivelCovington Kentucky 410 871606-34 8 1322 D 1008 Marshall Ave./Cincinnatn. Ohio 452251513-559 9089 LOG OF TEST BORING .

H. J. Kaiser, Inc. ,n,,yg ,

N CLIENT PROJECT Subsurface Exploration, Zimmer N.P.S. , Moscow, Unio aos . 83034E LOCATION OF 80 RING Coordinates, North 1802.20, West 382.80 SOIL DESCRIPTION STRA. DEPTH SAMPLE E LEV. COLOR. MolSTURE. DENSITY, PLASTICITY. SIZE. PROPORTIONS DEPTH, SCALE Cond Blows /6" N o. Trpe Rec.

bub.U SURF m 06

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I I 6/5/5 1A DS 16" b 504.4 lav -

Mixed brown moist loose silty fine to medium

500.5 SAND, some fine cravel with clav lumps.  : I 3/5/4 2A DS 14

2 \ 4*5 Mottled brown and gray moist stiff FILL, 5-

_ silty clay with seams of fine. to medium sand, 498.0 little fine to coarse gravel. I 3/2/2 3A DS 5'

' 7.0 -

Mixed dark brown and brown moist medium dense TU FILL, silty fine to medium sand, little fine -

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D 6/13/16 4A DS 16' 497.0 to coarse gravel.(SP-SM) g

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- Mixed dark brown moist medium dense FILL, 10 ~

fine to medium sand, trace fine to coarse  : D 8/10/16* SA DS 17' 490.5 gravel.(SP)

Mixed brown moist very dense FILL, fine to [ 6A DS 18 489.5 medium sand and fine to coarse gravel. -

D 11/13/18 14.5 -

_- 488.0 Mixed dark brown moist very dense FILL, fine to medium sand, some fine to coarse \ 15 5 15 ~

gravel. D 29/45/50 7A DS 16 1 17.0 -

/5" 7B

- Mixed brown moist very dense FILL, fine 483.0 to medium sand and fine to coarse gravel. -

D 29/25/50 8A DS 15

_ /4"

_- Mixed dark brown and brown moist very 20- -

Note: Scale Change

- dense FILL, fine to medium sand, trace 22.0 -

0 34/82 9A DS 10

- 480*5 fine to coarse cravel.

1 3 24.5 :_g._ 15/30/46 10 ADS 1 i Mixed dark brown moist very dense FILL, 2ir1 5--_ D_ 32/58/74 l

- 478.9 fine to medium _ sand, some fine to coarse gravel . y DS1 r-27.0 j -

12 DS 18 I Mixed brown and dark brown moist very dense / $29.0.

0 24/38/45

- 478*0 FILL, fine sand, trace fine gravel . 30 -

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l Mixed dark brown moist to very moist very -

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476.0 dense

+n enarsoFILL,nravofini_ to medium sand, little Tine --

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t Bottom ot test borina at 29.U teet.

Datum .

USGS g,,,,,,,, W g3,, go,, o ,,,,,,, F ,,,,,,, M DUD *U Hammer Drop in. Rock Core Dia.

Enginee, GJT l Surf. E lev. F t.

D i. Si ried 2/15/83 Pip. S.r. 0.D.2 i n, eo,,,, u ,soo HSA o ,,,com ,,,,,o 2/16/83 SAMPit CONDITIONS SAMPLER TYPE GROUND WATER DEPTH DORING METHOD D - CISINTEGRATED DS - DRIVEN SPLIT SPOON FIRST NOTED None FT. HSA - Hollow Stem Augers I - INT ACT PT - PRESSED SHELBY TUBE AT COMPLETION UIY F T. CFA - Continous Flight Augers U - UNDISTURCED CA - CONTINUOUS FLIGHT AUGER AFTER HRS. FT. DC - Driving Casing L - LOST RC - ROCK CORE BACKFILLED I fT' A d - HRS. MD - Mud Drilling

' STANDARD PENETRATION TEST - DRIVING 2"oD SAMPLER 1* WITH 140 # HAMMER FALLING 30"; COUNT MADE AT 6"lNTERVALS

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civil ENGINEERS G. J. Thelen & Associates, Inc.

Q 5 I6 Enterprise OrtvelCovengton. Kentucky 410171606-341 1322 Q 1008 Marshall Ave.lCincsnnati. Ohio 452251513 559-9089 LOG OF TEST BORING CLIENT BORING e PROJECT Subsurface Exploration, Zimmer N.P.S. , Moscow, Ohio .io s . 83034E LOCATION OF GORING Coordinates, North 1805.85, West 416.80 STR A. DEPTHI SAMPLE SOIL DESCRIPTION E LEV. DEPTH SCALE Cond N o. Wpe Rec CO LOR. MOISTURE. DE NSITY. PLASTICITY. SIZE. PROPO RTIONS Blows /6"

, bob.U SURFACE 0.C

Mixed dark brown, trace gray moist stiff FILL,  : I 4/7/7 1 DS 15' 503.0 silty clay, little fine to coarse gravel. 2.0 _

Mixed brown, trace gray moist stiff FILL, silty -

500.5 clay, little fine to coarse gravel. 4.5 I- 5/5/6 2 DS 18-

~

Mixed dark brown and gray moist stiff FILL, 5 T 498.0 silty clay, little fine to coarse gravel.

7.0  : I 4/5/6 3 DS 16

Mixed dark brown moist medium dense FILL, \  : -"~-

silty fine to coarse sand, some fine to 495.5 coarse aravel with silty clav lumos. (SW-SM) 0 8/12/11 4 DS 18

- Mixed dark brown moist loose FILL, silty fine \ 9.5 to medium sand, little fine to coarse gravel. 10 _

- 2 491.5 Split spoon penetrated plastic barrier.(SP-SM) - D 4/3/3 5 DS 15 Mixed brown and dark brown moist medium dense \ -

FILL, fine to medium sand, little fine +o ) 13'5 -

490.5 coarse gravel. 34.5 D 5/4/14 6 DS 17

_- Mixed brown moist very dense FILL, fine to 15 -

medium sand, little fine to coarse gravel  : I 15/25/49 7 DS 16 488.0 with silty clay lumps. 17.0 _

Mixed dark brown and brown moist very dense

~: 485.5 FILL, fine to coarse _ sand and aravel. I 21/35/50 8 DS 18 Mixed dark brown moist very dense FILL, fine \

• 20 -

Note: Scale Cr ance 483.0 sand and fine to coarse gravel. 22.0 -_.D._.,27/53/61 9 DS 16

~

Mixed dark brown moist very dense FILL, fine -

D ,28/45/85 10 DS 16 478.0 to medium sand, little fine to coarse gravel. 25 ~

3 27.0 - 0 35/60/85 11 DS 18

- Mixed dark brown and brown moist very dense 29.0

476.0 fine to medium sand, trace fine to coarse gravel. j 30 __:_D_

30/43/56 12 DS 18 E

Bottom of test boring at 29.0 feet.  ;

- 35 -

D.ium USGS w.mm., W,. 140 ens. Ho , D,,m.s., 8" For .n JM Surf. Elev. 505.0 pi. H,mm., o,o, 30 In. Rock Cor. D...

Engin.e, GJT Date Started _ 2L15/ 83_.,_ Pip. Sim. 0.D.2 in. Bo,ing u.enod HSA Dei. Compiet.d 2/15 /83 SAMPLE CONDITIONS SAMPLER TYPE GROUND W TER DEPTH sORING MSTHOD FIRST NOTED one

~

D - D'ISINTEGRATED DS - DRaVEN SPLIT SPOON FT. HSA - Hollow Stem Augers I - INTACT PT - PRESSED SHELBY TU8E AT COMPLETION DTV FT. CFA - Continous Flight Augers U - UNDISTURBED CA - CONTINUOUS FLIGHT AUGER AFTER RS. FT. DC - Driving C sing L - LOST RC - ROCK CORE BACKFILLED mmeG. HRS. MD - Mud Drilling

' STANDARD PENETRATION TEST - DRIVING 2" 00 SAMPLER 1' WITH 140 # HAMMER FALLING 30"; COUNT MADE AT 6" INTERVALS

y l CIVIL ENGINEERS G. J. Thelen & Associates, Inc.

Q 516 Enterprise DrivetCovongton. Kentucky 41017I606-341-1322 '

D 1008 Marshall Ave.lCincinnato. Ohio 452251513 559-9089 LOG OF TEST BORING CLIENT H. J. Kaiser. Inc. 80 RING , D-5 pro.m CT Subsurface ExD1 oration. Zimmer N.P.S. . Moscow. Ohio . sos . 83034E LOCATION OF 80 RING Coordinates. North 1806.30. West 430.80 E LEV. SOIL DESCRIPTION STRA. DEPTH SAMPLE CO LOR. MOISTURE. DE NSITY. PLASTICITY. SIZE. PROPOR TIONS DEPTH SCALE Cond Blows /6" No. 7(pe Rec SURFACE 0.0 Mixed dark brown and gray moist very stiff  : I 6/7/7 1 DS 15 to stiff FILL, sandy clay, little fine to

_- coarse gravel with thin fine sand layers. -

500.5  : I 7/7/9 2 DS 18 4.5 -

Mixed grayish brown and brown moist stiff 5_

_ FILL, silty clay with pieces of grass, _ I 4/5/7 3 DS 18 trace fine gravel.

_ 497.2 7.8 -

Mixed, dark brown moist medium ' dense FILL, D 7/9/17 4 DS 16

_- silty fine to medium sand, little fine to coarse gravel. Split spoon penetrated 10 -

493.0 plastic barrier. - D 5/6/8 5 DS 6 12.0 l11xed brown and dark brown moist medium -

490.5 dense FILL, fine to medium sand, some ~ D 6/11/19 6 DS 18 ma tn en = re a nrav 1. 14.5 15 _

- 488*0 Mixed dark brown moist very dense FILL,  ; D 23/37/64 7 DS 18 fine to coarse sand and oravel. 17.0 _

Mixed brown moist very dense FILL, fine D 26/58/75 8 DS 18

_- 486.0 sand, some fine to coarse gravel, 19'0 j

20 __

^

Bottom of test boring at 19.0 feet.  :

D.ium USGS H,mm., wi. 140 t3,. go,, o ,,,,,,, 8" JM

,o,,,,,

Surf. E lev. - 505.0 Fi. H.mm., D,,, 30 in. Rock Cor. Di..

Engine., GJT Dei. S t.ried 2/17/83 p,0. Sir. 0.D.2 In. song Meinod CFA o ,,,com ,,,,,, 2/17/83 SAMPLE CONDITIONS SAMPLER TYPE GROUND W TER DEPTH BORING METHOO D - DISINTEGRATED DS

• ORIVEN SPLIT SPOON FIRST NOTED 4000 FT.

1 - INTACT HSA - Hollow Stem Augers PT - PRESSED SHELBY TUBE AT COMPLETION Ury FT. CFA - Contmous Flight Aug es U - UNDISTURBED CA - CONTINUOUS FLIGHT AUGER L - LOST AFTER HRS. FT. DC - Ornnng C.smg RC - ROCK CORE MD - Mud 0 rilling BACKFILLED I f!IDed . sps,

' STANDARD PENETRATION TEST - DRIVING 2"OD SAMPLER 1'WITH 140 # HAMMER FALLING 30"; COUNT MADE AT 6" INTERVALS

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CIVIL ENGINEERS G. J. Thelen & Associates, Inc.

D 5 I6 Enterperse DrsvelCovsngton. Kentucky 410171606-341 1322 Q 9008 Marshall Ave./Conconnati. Ohso 452251513-559-9089 LOG OF TEST BORING H. J. Kaiser, Inc. D-6 CUENT ,anino ,

PROJECT Subsurface ExD1 oration. Zimmer N.P.S. . Moscow. Ohio .ios . 830'14F LOCATION OF sORING Cnnrdinatos. Nnrth 1R15.50. West 417.R0 501L DESCRIPTION STRA. DEPTH SAMPLE E LEV. COLOR, MOISTU RE. DENSITY. PLASTICITY, S3ZE. PROPO RTIONS DEPTH SCALE Cond 8 tows /6** N o. Type Rei bU5.b SURFACE 0.0

Mixed dark brown, brown and gray moist very :I 4/6/8 1 DS 18 stiff FILL, sandy clay, some fine to coarse 2.0  ;

_ 503.0 gravel. /

_ :I 8/8/9 2 DS 17 Mixed brown moist stiff to very stiff FILL, 4.5 500.5 silty clay, little fine to coarse gravel. / 5 -

. Dark brownish gray moist very stiff FILL, 7.0

I 4/5/7 3 DS 15 498.0 silty clay, trace fine gravel. / 7.9

[

Mixed brown ~ moist stiff FILL, silty clay, trace fine gravel. 9.5 497,) 10 -

Mixed dark brown moist dense FILL, fine D 16/18/22 5 DS 15 495.5 sand, little fine to coarse gravel. 12.0  ;

Mixed brown and dark brownmoist dense D 15/19/28 6 DS 1E FILL, fine sand, little fine to coarse 14.5 493.0 15 -

oravel. '

Mixed brown moist

• dense FILL, fine to D 24/40/56 7 DS lE 490.5 medium sand, little fine to coarse gravel. -

D 20/40/60 8 DS lE

486.0 Mixed brown moist very dense FILL, fine to 19.0 -

medium sand, little fine to coarse gravel. j -

_ 20 7

~

Bottom of test boring at 19.0 feet  :

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Datum USGS H ,nme, wi. 140 en,. soi, o,,m,,,, 8" p o,,m , JM Surf. E lev. 505.0 p ,. s,mm., oro, 30 In. Rock Core Die. Enginee, GJT Dei. Stened 2/17/83 Pipe S. . 0.D.2 in. sorire Meened CFA Dei. Compieted 2/17/83 SAMPLE CONDITIONS SAMPLER TYPE GROUND WAT D PTH 90 RING METHOD D - DISINTEGRATED DS - DRIVEN SPLIT SPOON FIRST NOTED

• FT. HSA - Hollow Stem Augers 1 - INTACT PT - PRESSED SHELBY TU8E AT COMPLETION OF)/ FT. CFA - Continous Flight Augers U - UNDISTURBED CA - CONTINUOUS FLIGHT AUGER AFTER HRS. FT. DC - Driving Cesing L - LOST RC - ROCK CORE BACKFILLED Immed. HRS. MD - Mud Drilling

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C $16 Enterprrse DrivetCovengton, Kentucky 410111606-341.l322 C 1006 Marshall Ave.lCincinnati, ohio 4$225t$13-$$9-9089 FIELD CLASSIFICATION SYSTEM FOR 5011. EXPLORATION NON COHESIVE SOILS (Silt, Sand, Gravel and Combinations)

Density Particle Size Identl8 cation Very Loose - 5 blows /ft. or less Boulders -8 inch diameter or more Ioose - 6 to 10 blows /ft. Cobbles -3 to 8 inch diameter Medium Dense -11 to 30 blows /ft. Gravel -Coarse -M to 3 inches Dense -31 to 50 blows /ft. Fine -% to M inches Very Dense -51 blows /ft. or more Sand -Coarse -2mm to Smm Relative Proportions (dia. of pencil lead)'

Medium -0.45mm to 2mm Descriptive Term Percent (dia, of broom straw)

Trace 1 - 10 Fine -0.075mm to 0.45mm Little 11 - 20 (die of human hair)

Some 21 - 35 Silt -0.005mm to 0.075mm And 36 - 50 'Cannot see particles)

COHerlVE SOILS (Clay, Silt and Combinations)

Unconfined Compressive Consistency Field Indentification Strength (tons /sq. ft.)

Very soft Easily penetrated several inches by list less than 0.25 Soft Easily penetrated several inches by thumb 0.25 - 0.5 Medium Can be penetrated several inches by thumb with moderate effort 0.5 - 1.0 Stiff Readily indented by thumb but penetrated only with great effort 1.0 - 2.0 Very Stiff Readily indented by thumbnail 2.0 - 4.0 Hard Indented with difficulty by thumbnail Over 4.0 l Classi6 cation on logs are made by visual inspection.

1 1

Standard Penetration Test-Driving a 2.0" O. D.18/s" I. D., sampler a distance of 1.0 foot into undisturbed soil with a 140 pound hammer free falling a distance of 30.0 inches. It is customary for GJT to drive the spoon 6.0 inches to seat into undisturbed soil, then perform the test. The number of hammer blows for seating the spoon and making the tests are recorded for each 6.0 inches of penetration on the drill log

(Example-6/8/9). The standard penetration test results can be obtained by adding the last two figures l (i.e. 8 + 9 = 17 blows /ft.). Refusal is defined as greater than 50 blows for 6 inches or less penetration.

I Strata Changes---In the cott'mn " Soil Descriptions on the drill log the horizontal lines represent strata changes. A solid line ( ) represents an.actually observed change, a dashed line (---) represents an estimated change.

l l Ground Water observations were made at the times indicated. Porosity of soil strata, weather conditions, site topography, etc., may cause changes in the water levels indicated on the logs.

G. J. THELEN & ASSOCIATES, INC. SUBSURFACE EXPLORATION 516 ENTERPRISE DRIVE ZIMiER NUCLEAR POWER PLANT

- COVINGTON, KENTUCKY 41017 MOSC0W, OHIO 83034E TABULATION OF GRADATION ANALYSES Boring Sample Gradation Analysis Number Number Eldvation - Gravel Sand Silt Clay USCS Classification D-1 1 492.8 13 79 -

8- SP-SM 2 490.0 14 77 -

9- SW-SM D-2 1 492.8 12 80 SP-SM 2 490.8 11 81 SP-SM D-3 1 498.0 14 78 -

8- SP-SM 2 495.0 5 92 SP 3 492.0 2 94 -

4- SP D-4 1 498.0 24 66 SW-SM 2 495.0 10 84 -

6- SP-SM 3 492.0 7 85 -

8- SP-SM T - - -y - , - ,  %- , m , * -* -,y- - - .-e e c - - - * =ws--+- -

O civil INCINitR$ . ,

O $ 16 Ener, prise DrewICo&gton, Kentu G.1. %,,,eIen, a roos u.,in.tr 4. iCan<-, .t,. onio schy 4 80871606-34 0,.D)!!

2sisei-ss,.,oe GRADATION ANALYSIS U.S. STANDARD SIEVE OPENING H INCHE5 U.S. STANDARD SIEVE NUM8ERS h7'NtO METER 100 6 4 3 2 1% 1 M %% 3 4 6 8 10 1416 20 30 40 SO 70 800140 200 O g i i  ; i i i i i; 3g i i ii i  ;

s 90 h\

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\ 30

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. x 40 1 t' '

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l 20 00 ,

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GRAIN SIZE MattiMETERS COcetIS pee SET CLAY coaase l reat conaes l aerosum l a

""'""" 5^"'" ' ' " " ' " " "'*"'"'" "^'"' " ^

CtEnT H.J.Kai ser D-l _ 1 492.8 Mixed dark brown moist coarse Subsurface Exploration FILL, silty fine to riedium PROJECT sand, little fine to coarse Zininer Nuclear Power Plant gravel. .

05CS (SP-SM)

Moscow, Ohio GRADATION CURVES l PROJECT m.83034E l oatE_ 2/19/83 l

l - - - _ . . - - - --

CIVIL INCINitts T

O s te inerepnse DrewsCovingson, Kenrucky 4 tof r/606-348 IJ22 G* 1 JIIO  % /00 1 O roon Atmkalt Aw scinconnate.0Mo45225ts t'.559.socs GRADATION ANALYSIS U.S. Si ANDARD SIEVE OPENING IN INCHE5 U.S. STANDARD SIEVE NUMBERS HYDROMETER 100 e 4 3 2 1% 8 % %% 3 ,4 4 810 I4 le 20 30 i 40 50i 70100140 200 , 0 g i i i  ; , , i i ii i , i i i i 90

\= A, 10

\

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10 ,. 90 0 100 500 100 50 IO 5 1 0.5 0.1 0.05 0.01 0.005 0.003 .

GRAIN SIZE MILLIMETERS 0"##" I"

• Sitt Cossats CLAY comase l reae coassa ] neceuas l mMe a sonino no saune no ettv on orns oesca prios warws' to at P' wcut H.J.h iser

_ p-1 2 490.8 Mixed dark brown moist looce FILL. silty fine to riedium mecr Subsurface Exploration sand, little fine to coarse Zimmer Nuclear Power Plant gravel USCS (SW-SM)

Moscow, Ohio GRADATION CURVES ___

PMMECT NO 83034E l oart 2/19/93

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l Ge Je 0l00; Q $ 16 Enertprise DriwXovengeon. Kentucky 410 E71606-349-1322 Q 1000 Marshall An Xincannati. Ohio 4522$l$ t3.$$9 9009 GRADATION ANALYSIS l U.S. STANDARD SIEVE OPENING H HCHES U.S. STANDARD SIEVE NUM4ERS HYDROMETER j

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_ D- 2 2 490.8 Mixed dark brown moist loose FILL, silty fine to medium aamea Subsurface Exploration sand, little fine to coarse Zimmer Nuclear Power Plant gravel.

USCS (SP-SM) Moscow, Ohio

. GRADATION CURVES . _ _ _ _.. _ .

PROK U NO 83034E l oan 2/19/83

1. 9 O CIVit INCINilR$ ,

s G* 1* 0/00; 0 5 86 Enarepdse orheeCowneson, xenescay 4 to r7/606-J4 #.t s:2 O 8006 Marshall Awe./Concknati. OMo 45225ss t)-559-9009 GRADATION ANALYSIS U.S. STANDARD SIEVE OPENING IN INCHE$ U.S. STANDARD $' EVE NUMSER$ HYDROMETER o 4 3 2 3% 8 % %% 3 4 6 810 Id le 20 30 40 50 70 800140 200 .

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• GRAIN SIZE MILLIMETER $

No COtetiS S8tT CLAY COAast l rwe coAase l MaDMW l MNE 4 l noaino no saunte no ettv on otPin orscniPriou u.1 w <. LL P'

, PL H d Miser D-3 1 498.0 Mixed dark brown and brown

'" dect Subsurface Exploration l moist medium dense FILL, f

_ silty fine to medium sand, Zimmer Nuclear Power Plant little fine to coarse gravel Hoscow, Ohio I

USCS (SP-SM) nnanaTinN clinVf:4 PROJECT NO 83034E l n.r, 2/19/83

CIVIL INCINtits ,

G.1 eIen, O 5 t6 O roo.faertpris,e,Drfw/C,.ovingso,n, u.,sa. A. ,C . . ons.451 Kentucky 4 7087/60,6-34 f,.f 322 5,5:3.ss .,os GRADATION ANALYSIS U.S. STANDARD SIEVE OPENING N NCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 100 6 4 3 2 1% 1 % %% 3 4 6 8 10 1416 20 30 40 50 70 100 140 200 -

g  ; y j i g i pg , i i , ,, gy , i ji i g i .

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GRAIN SIZE MiltlMETERS COceLF1 M sam 58LT CLAY comeu I = coassa I measum i Rue 4 sOR NO saunte .40 ELiv OR DEPTH DE SCRIPTION N A T W% LL PL Pt GlENT H. J. Kaiser D-3 _2 495.0 Mixed dark brown moist medium dense FILL, fine to medium sand. 'aodc' Subsurface Exploration trace fine to coarse gravel. Zimmer Nuclear Power Plant

'lTSCS (SP) .

Moscow, Ohio GRADATION CllRVFS PROHCT NO 83034E l oare 2/19/83

O CIVIL ENCINitR$

n O5 r6faserpr#seDrivescovinoson. Kentucky 4 or7/606 34#.IJ22 G* 1* I Iy D 8000 Marslull Ave icincinnati. Ohio 4522515 83 559-9089 GRADATION ANALYSIS U.S. STANDAHO SIEVT OPENING H HCHES U.S. STANDARD SIEYE NUM8Elt5 HYDROMETER 100 6 4 3 21% 1 M %% 3 4 6 810 Id le 20 30 i40 30 70100140 i  : :

200 i 0 -

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COtettS SET CLAT C0Aase l PING COAaN l MEDIUM l PedE a BOHtNG NO SAMPLE NO ELEv OR DEPTH DESCRIPTION NAT W'4 LL PL Pl CUENT H. J. Kaiser D-3 3 492.0 Mixed dark brown moist med_ium Pnosect Subsurface Exploration dense FILL. fine to medium sand, trace fine to coarse Zimmer Nuclear Power Plant 9tayr]. USCS (SP) Moscow, Ohio

. GRADATION CURVES emJact e 83034E l DAre 2/19/83

O Clvst ENCINEER$ - ,

Th G* J* 'III0l00p (. D s ta tnacer'" Dc'"Kov'"emm K=nuav 4 tourisos.3* n.unt D 8000 Marshall Aw Kincirweate.OMo452251583 559-9009 GRADATION ANAI.YSIS U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMSERS HYDROMETER o 4 3 2 3% I % %% 3 4 6 8 10 1436 20 30 40 SO i 70 100 140I 200 0 IM i 1 i I l I i I I I is II I l I I I NN -

80 h 20

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0 100 500 100 50 10 5 l 0.5 0.1 0.05 0.01 0.005 0.001 .

GRAIN SIZ8 MittlMETERS

• m et SA N g,g, eg,y Coestes aseplume j nwe COAast l PNe COAase l i NRING W SAMPL E NO ELEV OR DF.PTH DE SCRIPTION NAT W'. LL PL P1 CLIENT H. J. Kaiser

_D-4 1 498.0 Mixed dark brown moist medium Subsurface Exploration

,ROnC, dense FILL, silty fine to coarse sand, some fine to Zimmer Nuclear Power Plant coarse aravel . llSCS (SW-SM) Moscow, Ohio GRADATION CURVES PROMCf NO 83034E l nArE 2/19/83 _

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O CIVIL ENCINEERS -

I D s f6 fre9tise Drive /Cowlngpon. Kensudy s f0f 7t606-24 f f sn G . 1. %sas016 fig a soon neanhais An tConemnaa. ohte tsusosIs-sse-soes GRADATION ANALYSIS U.S. STANDARD SIEVE OPENING IN INcHE5 U.S. STANDARD SIEVE NUMBERS HYDeOMETER 100 6 4 3 2 1% I % %% 3 4, 6 8, 10 1416 20 30 40 50 70 100 140 g g 200 0

i i g i , , y i is  : i a l i i

__ ..___- +_

' 10 90 -

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, L 50

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30 70

\

\ 80 20 ,

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90 l 0 l 100 500 100 S0 10 3 0.5 0.1 0.03 0.01 0.005 0.001 .

GRAIN SIZE MELIMETERS I ANO gg, ggAy COtelfS coAase l rose coAase l satosuas [ PINE g BORINC, NO SAMPLE NO ELEV OR DEPTH DESCRIPTION NAT W'4 LL PL Pi IENT H. J. Diser D-4 _. _3 492.0 Eixed dark br0Wn_molit_lDOSe PnOncT Subsurface Exploration FILL. silty fine to medium sand.

._ trace _ fine _to_ coarse _SrAye1. Zimmer Nuclear Power Plant ilSCS (SP-Stt) floscow, Ohio nn a n avinne cum,ce PRmect NO83034 E IDarr 2/19/83

f I

i G. J. THELEN & ASSOCIATES, INC. SU8 SURFACE EXPLOPATION 516 ENTERPRISE DRIVE ZIPMER NUCLEAR POWER PLANT l

COVINGTON, KENTUCKY 41017 MOSC0W, OHIO -

83034E TA8ULATION.0F FIELD AND LABORATORY TESTS ,

! Test Sample USGS In-place In-place Minimum Maximun Density, Relative Area No. Elev. . Density.pcf (1) Moisture,% (field / oven) Density.pcf (2) pcf,(Dry / Wet)(3) Density, % (4)

D-1 1 492.8! 115.4 7.6 / 8.0 96.3 114.7 /-113.1 103.2

,2 490.8I 111.2 13.6 /13.1 96.0 117.2 / 117.6 74.3 D-2 1 492.8I 117.6 7.6 / 7.4 99.7 120.1 / 115.1 89.6 2 490.8! 110.8 8.0 / 8.3 100.2 118.5 / 114.1 .61.9 D-3 1 498.0t 117.3 6.7 / 6.8 98.5 115.4 / 115.1 109.4 1A 98.3 115.0 / 115.3 2 495.0I 112.6 5.4 / 6.1 98.8 116.4 / 106.2 81.0 3 492.0i 110.3 8.2 / 8.3 90.9' 108.7 / 107.0 107.4 D-4 1 498.0i 118.0 4.5 / 5.1 102.0 119.8 / 116.5 1A 102.7 120.7 / 116.5 86.9 '

. 2 495.0t 116.2 4.4 / 4.8 97.3 114.5 / 104.4 108.3 j 2A 98.3 113.6 / 104.4 ..

3 492.0I 109.9 5.7 / 6.1 97.5 112.9 / 107.3 4

3A 97.5 114.3 / 107.3 75.8 j (1) In-place dry density calculated using the oven dry moisture content and field sand cone method. '

(2) Minimum density determined using a scoop.

(3) Mold size used was 0.1 cubic feet.

(4) Relative density calculated using the highest maximum density number.

I 1

w - _ _ _ _ _ -- _ _ _ . _ _ . _