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Random Rockfill Matl Test VR-24-4-2. Contains Results of Test Fill VR-24-4-2 Which Includes 2 Large Volume in-place Density Tests & Grain Size Distribution Tests
	ML18017A480
Person / Time
Site:	Harris
Issue date:	12/20/1978
From:	; CAROLINA POWER & LIGHT CO.
To:	;
Shared Package
ML18017A476	List: ML18017A475; ML18017A477; ML18017A479; ML18017A480; ML19270F601; ML19270F602;
References
	VR-24-4-2, NUDOCS 7902220077
	Download: ML18017A480 (182)
	v • d • e

TEST REPORT RANDOM ROCKFILL MATERIAL TEST VR-24-4-2 SHEARON HARRIS NUCLEAR POWER PLANT Prepared by Power Plant Construction Department

I

TABLE OF CONTENTS I.

Introduction II.

Objective III. -Procedure A.

Description of Test Fill B.

Material C.

Settlement Measurement

,D.

In-Place Density Determination E.

Grain Size 'Distribution Test F.

Permeability Test IV.

Tabulated Results V.

Discussion of Results VI.

'Recommended Method of Placement and Compaction Appendix A.

Data and Computations l.

Settlement Data and Curves 2.

Gradation Data and Curves 3.

Density Calculations 4.

Permeability Data and Graphs B.

Field Inspection Reports

I.

Introduction This report contains the results of test fillVR-24-4-2 which 'includes two large volume in-place density tests and grain size distribution

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tests performed before and after the test fillwas completed.

Also field permeability tests were performed on the test fillin-place.

All these tests were conducted by Power Plant Construction Department personnel in the field and in the site laboratory.

II.

~cb'ective There were three objectives in performing this test program:

A.

To satisfy CPGL's commitment to NRC for defining the proper-ties of rockfill material to be used 'in Class I dams and the west auxiliary dike.

B.

To assure CP&L that the engineering properties assumed for

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the random rockfill material in the design were consistent with the actual compacted in-place material properties.

C.

To determine if the test results are consistent with pre-vious test fillproperties which have already been deemed acceptable by the design engineer.

III.

Procedure Due to the fact that random rockfill material for Class I dams and dikes may be in short supply, it was determined that the blasted rock from the west auxiliary spillway should be used if possible.

In order to determine that the blasted rock material was suitable, an in-place test fillsection was constructed on site to simulate the actual haul-ing, dumping, spreading and compaction process of the dam random rock-fillconstruction.

From this test fillin-place properties such as gradation, density', permeability, and settlement due to rolling were determined.

A.

Descri tion of test fill Test fillsection designated VR-24-4-2 was constructed at station 8+00 in the west auxiliary spillway.

The area selected was free of excessive surface water and was reasonably level.

The area was staked out and graded and then proof rolled with a vibratory roller until no appreciable settlement was detected.

The test fillwas conducted in.accordance with PPCD SHPP Technical Procedure

TP-1.

The test section was approximately 40 feet by 55 feet with 24'ettlement points.

Also a ramp was constructed with a

5 H to 1 V slope.

The sides of the thst section were main-tained at approximately 1.5 H to 1 V.

The material was end

dumped, spread in approximately 24 inch thickness and was com-pacted with 10 passes of a Rascal 600-A roller.

The roller produces a dynamic force of 45,000 pounds operating force with a vibration frequency between 1100 and 1500 VPM at a maximum speed of 3 mph.

The test fillsection consisted of four lifts.

The number and thickness of the lifts placed, number and speed of roller passes, type and operation requirements of the com-paction equipment, and the methods of spreading and compaction were determined. from previous test fills.

B.

Material The material used was blasted random rockfill re-moved from the west auxiliary spillway.

All the material came from approximately El. 220 and station 16+00.

The ma-terial consisted of coarse brown silty sandstone.

Maximum particle size allowed for the test fillsection was 22 inches 90 percent of the lift thickness.

C.

Settlement Measurement - Prior to placement of the first lift, initial readings were recorded for each of the 24 settlement points.

A system of offset control was used to assure the settlement points were relocated in the same place after each liftplacement.

The rockfill material was then end dumped by Euclid R 50 trucks and spread in approximately 24 inch lifts by a Caterpillar D 8 dozer.

The method and operating time utilized by both types of equipment simulated anticipated field conditions.

The surface of the liftafter spreading was marked with paint sprayed directly on the lift surface for each settlement point.

Level readings were recorded for each of the points and averaged to determine the initial lift thick-ness.

The vibratory roller then made one pass over the entire surface of the lift and level readings were taken to determine the degree of settlement.

The procedure was then repeated for a total of 10 passes for the first 3 lifts.

The settlement points were repainted as necessary.

After completion of the

first lift, settlement data was collected in the same manner for the second and third lifts.

The final level readings

'ecorded from a previous liftwere used~ as the initial read-ings in determination of the thickness of the next lift.

An examination of the settlement plots for the first three lifts revealed that approximately 6 passes of the roller produced an optimum amount of settlement per compaction effort.

The fourth lift was rolled with only 6 passes.

D.

In-Place Densit Determination After the final layer was compacted and all settlement data was recorded, two (2) in-

.place density tests were performed on the test fill. The following procedure was used to conduct the test:

l.

A wood frame measuring 8 feet x 8 feet x 7 inches high was placed over the test area and held in-place 1

by stakes.

2.

Level readings of all four corners at the frame were recorded from a nearby established bench mark.

3.

One sheet of polyethylene was laid loosely over the frame so that they were in as close contact as pos-sible with the inside of the frame rock surface.

4.

The depression in the slack membrane was filled with water via a calibrated barrel to within 3 or 4 inches of the top of the frame.'.

The volume of water added and the distance from the top of the frame to the water surface was measured and recorded.

6.

The water was removed without disturbing the ring or damaging the membrane.

7.

The polyethylene sheet was removed and checked for leaks.

8.

The material within the frame was then carefully excavated and placed into a truck.

9.

.The hole was then hand-cleaned to remove all loose or sharp material in the sides and,bottom.

10.

The weight of the total sample excavated was deter-mined by weighing the truck full and empty.

ll.

The polyethylene sheet was again placed loosely over the excavated hole and frame.

12.

The hole was filled with water to the same level as in step 4.

13.

Level readings were again taken at all four corners of the frame.to assure the frame had not moved.

14.

.The volume of water added was recorded.

15.

Steps 6 and 7 were repeated.

E, Grain Size Distribution Test A before and after gradation analysis was performed on the random rockfill used in the test fill.

One gradation sample was loaded on a flat bed truck directly from the point of blast production.

This sample appeared to be representative of the type and size of ma-terial that was being excavated from the west auxiliary spill-way.

The sample was taken directly to an enclosed

area, spread out on a concrete floor, and heated with space heaters to remove the moisture.

The material was graded by hand to remove all large rocks in the 12" to 24" range, then the 8" to 12" range, then the 4" to 8" range.

The sample was then reduced by quartering and graded down to the 58 sieve using

~ a Gilson Sieve Shaker.

A Ro-Tap Sieve Shaker was used to de-termine particle size down to the 9100 sieve.

The weights retained on each sieve were carefully measured and the Percent Passing Total,was determined for each sieve ranging from 24"

'down to 9100.

The after compaction gradation sample was obtained from the in-place density test to determine the amount of particle breakup.

The sample was dried and graded in the same manner as the before compaction test sample.

The Percent Passing Total was computed for each sieve size and recorded.

Utilizing the above data the two gradation curves were plotted to obtain a visual aid in determining which sizes broke down the most.

Most of the breakdown occurred in the 4" to 16" gradation range.

There was not an appreciable increase in the amount passing the 9100 sieve.

However, the after

compaction sample

was, on the whole, finer than the before compaction sample due to rock breakdown.

F.

Permeabilit Test Two field permeability tests were per-

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formed on the test fillin-place.

A constant head method was used to determine the coefficient of permeability of the random rockfill material.

A brief discussion of the perculation tests will follow and the procedure used:

1.

Two in-place permeability tests were performed on the test fillin accordance with the Bureau of Reclamation Department of the Interior, Field Permeability Test (Well Permeameter Method) Desig-nation E-19.

The procedure used is as follows:

a.

Two holes were hand dug in the top surface of the test fill. These holes were approximately 2'eep.

b.

The sides of the well were scarified and all loose material was removed from the bottom of the holes.

c.

The well was filled to the top with Ottawa sand of known density.

d.

The volume of the well is then determined as is the radius of the well.

e.

Water is added through a float valve which assures a constant head in the well.

f.

Water was allowed to flow into the well for approximately 2 hours2.314815e-5 days 5.555556e-4 hours 3.306878e-6 weeks 7.61e-7 months to saturate the area ad-jacent to the well.

g.

Measurements were then begun in 30 minutes inter-vals to measure the quantity of water that flowed into the well.

This was continued until suffi-cient data was collected.

An average 'flow rate was then calculated.

h.

All the data was compiled and entered into a form-ula to yield the permeability of the test fill.

i.

These two well permeability tests were designated as VR-24-4-2-PF-1 and VR-24-4-2-PF-2 respectively.

IV.

Tabulated Results A.

Gradation Analysis r

1.

Before the percentage of fines passing the 1/4" screen is.

2.

After the percentage of fines passing the 1/4" screen is 32% ~

B'.

In-Place Density 1.

Test 41 a.

Wet Density 154.86N/ft b.

Dry Density 146.34N/ft c.

Moisture Content 5.88 2.

Test N2 a.

Wet Density 144.44N/ft b.

Dry Density

- 136.85/ft c.

Moisture Content 5.6%

C.

Settlement Test optimum number of 6 passes produced 1.68 settlement.

D.

Permeability Field Test constant head:

1.

K = 1.05 x 10 2.

K = 3.07 x 10 V.

Discussion of Results A.

Settlement of Test Fill Test results indicate that an adequate amount of compaction is produced by 6 passes of a Rascal 600-A vibratory roller.

The settlement curves which were drawn for each of the 4 lifts in the test fillbegan to flatten out at approxi-mately 6 passes of the roller.

Further rolling did result in ad-ditional compaction, but the greatest amount of compaction came in the first 6 passes of the roller.

The approximate percentage settlement in 6 passes of the roller was 1.6%.

B.

Particle Gradation A particle gradation was performed before roller compaction.

The results are shown in the data section of this report.

There was an evident breakdown in particles due to the roller passes.

The breakdown occurred over the entire spectrum of particle sizes 'but most notibly in the 4" to N16 sieve sizes.

The after compaction gradation for this test fillcompared favor-ably with previous test fillVR-24-4-1 using material from the cooling tower makeup water channel.

It was observed however, that

test fillVR-24-4-2 had slightly coarser material than test fill VR-24-4-1.

C.

In-Place Densit Test - Two in-place density'ests were performed k

on the material taken from the test fillsection.

The first in-place density test performed on the roller compacted test fill revealed'hat a'ry density of 146.34N/ft was obtained.

This is an unusually high value and it was noted that of the material excavated and weighed for the in-place density test, one large rock having dimensions of 22" x 34" x,24" was included.

The volume of this rock relative to the volume of the density hole would re-sult in a slightly higher density.

Since this test value seemed high, another density test was performed.

This second density test gave a dry density of 136.85/ft3.

This density was nearly identical to the dry density obtained from test fillVR-24-4-1 utilizing material from the cooling tower makeup water channel.

D.

Permeabilit Tests Two in-place constant head perculation tests were performed on the test fill. The first test marked VR-24-4 PF-1 gave a coefficient of permeability, K = 1.05 x 10 cm/sec.

The second test gave a coefficient of permeability, K = 3.07 x 10

. It is designated VR-24-4-2-PF-2.

These values indicated a greater permeability than was obtained on test fillVR-24-4-1 on material taken from the cooling tower make-up channel.

The reason for this greater permeability is to be due to the fact that the gradation indicates that test fillVR-24-4-2 has coarser material than test fillVR-24-4-1.

Also, the density of this test fillwas slightly lower than the previous test filldesignated VR-24-4-1.

E.

Examination of Test Fill After Com action This cross section appears to be nearly identical in consistency, amount of voids, and bonding between layers when compared to test fillVR-24-4-1.

After the test fillwas completed, a D-8 dozer cut a path through the area so as to examine the cross-section of the test fill.

The material was generally firmly compacted and there was good bond between horizontal layers.

There were very few noticeable areaS of loose compaction or voids.

These voids

were mostly limited to areas underneath larger rocks that were placed directly on top of the previous lift.

These few areas had voids of about l" width underneath the large rocks.

Only 2 or 3

such areas were noted.

A few other places did not have voids but contained loosely compacted material underneath larger rocks lying directly on top of the previous lift.

On the whole, the

-. test fillappeared to be well compacted.

A good estimate would be that over 95% of the cross section did not contain noticeable voids and areas of loose compaction.

VI.

Recommended Method of Placement and Com action Based on the data collected and observations made during the process of constructing the test fill, the following are recommended methods of placement of random rockfill in Class I dams and dikes:

A.

A blast pattern of 8' l0'hould be used during production as this is the same blast pattern that was used on material in the test fill.

B.

Material will be end dumped from Euclid R-50 trucks in the random rockfill zone of the dam or dike as close as possible to its final resting position.

C.

D-8 dozers will spread the material in approximately hori-zontal lifts of 2 foot thickness.

D.

All rocks larger than 908 of the lift thickness shall be removed from the random rockfill zone.

E.

A minimum of 6 passes of a Rascal 600-A vibratory roller having a minimum dynamic force of 45,000 lbs. will be performed on each 2'hick lift.

The roller shall not exceed 3 mph and passes shall overlap one foot.

For more in-depth information, see Ebasco Specification CAR-SH-CH-4, Rev.6.

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Weight Size Retained Percent Retained Percent Passing Subtotal Percent Passing Subtotal Percent Passing Total P.O
/oo, o
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0
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/y2f'. 0
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z. 23 Calibrated Equipment Used:
Tool ID Number '-
'FBC6 Inspector Checked QA Review
C'
CAROLINA POWER 6 LIGHT SIEVE ANALYSIS (Large Scale Gradation)
DESCRIPTION Abloom oo,KFw.s.
AforF -'ensed 4dpg~y SAMPLE Nl&93ER R - QO 2-LOCATION 4 A~
DATE
/z-7F-7S TEST METHOD Dovfrp~oU Tonk~
40/
. cp S-4zz d-ZZ Sieve Accumulativ No./
Weight Size Retained Percent Retained Percent Passing Subtotal Percent Passing Subtotal Percent Passing Total a4',0
.0'id joo. 0 l2. B~
7g/. 0
/2. 7~
~ 0 2"
)73/. 4 le
~ <7 0/, 4"F
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~ 93
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47. /
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+7. 7
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/3. +2
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/4 7. 3 773
/4" 8 Boo.o Calibrated Equipment Used:
Tool ID Number CP/. APSC.
Inspector Checked QA Review
CAROL'INA.POWER. &'LIGHT'CQ.
HARRIS:4IXE.
I2 0
0 II S STAIOARD SIEVE SIZES 0
20 40 0
IOO K 0 TO Et a
co X
SO X
W to IO lo OJ ORAIN SIZE IN MILLIMETERS OOI SOU GRAVEL DER COARSE SAND FINE COARSE MEDIUM FINK FINES SII.T SIZES CLAT SIZES AMPLE NO VR-gg-+-2 LO TION NAT WC LL PL vJ. AQX DAM SPI LL4)Ag ~
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Pl DESCRIPTION OR CLASSIFICATION TEST'ILL VR-29 -+-2.
Pn t4CeM RoCKFLI W
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Co~p~oQ GRAIN SIZE DISTRIBlmON DATE: IZ-28 -78 INSPECTOR
>'~~~
CHECKED Q/A REVIE
TEST FILL PROGRAM COMPACTION OF RANDOM FILL CP&L - HARRIS SITE Test Fill No.
Layer Thickness Number Layers Type Compaction Equip.
Material Description
/7+ do
+sic Yr~n>&
8occ&2 DENSITY 1.
Volume of water for surface measurement
/g. o Ft.
2.
Top of water to top of frame 3.
Weight of truck empty 4.
Weight of truck filled 5.
Sample weight In.
Lb.
Lb.
Lb.
Volume 7.
Volume of water for hole. measurement of hole
/2.
4 ass Ft.
Ft.
8..
Wet density of material 9.
Dry density of material Lb/Ft.
Lb/Ft.
MOISTURE CONTENT 10.
Weight wet moisture sample + container ll.
@eight dry moisture sample + containe 12.
Weight water 13.
Weight container 14.
Weight dry material 15.
Moisture content es ~Z
FORM 300 o
N. C. DEPT. OF MOTOR VEHICLES WEIGHT STATlON ETEEET CITY 6
2 I
1 1,3 0
I 2 or 2IEE3 3 or 364 4 or 465 IoH~ m~e Weigher
TEST FILL PROGRAM COMPACTION OF RANDOM FILL COL - HARRIS SITE Test Fill No.
Layer Thickness
~ I e
/0 C.
Number Layers Type Compaction Equip.
Material Description r
~SC, V'
E/ r DENSITY 1.
Volume of water for surface measurement Gal.
/c9. 0 Ft.
Top of water to top of frame Weight of truck empty
/& => ~
4 s In.
Lb.
4.
Weight of truck filled 2.
Lb.
,5 ~
7.
Volume of hole /58 mr~~/
8.
Wet density of material 9.
Dry density of material Sample weight
<<<<'> D eO Volume of water for hole measurement Gal.
8 Lb.
Ft.
r Ft.
Lb/Ft.
Lb/Ft.
MOISTURE CONTENT 10.
Weight wet moisture sample + container
~n4 o D ll.
Height dry moisture 12.
Weight water sample + containe c3 13, Weight container.
14.
Weight dry material
/c5 15.
Moisture content e
e rh hr<<hh' vhrh '<<:<<ee "g
~ ~ ~
= ~ ~
~rw 0
J
/
ranee ooa o
STREET CITY N. C. DEPT. OP MOTOR VEHICLES WHGHX STATION Date 7g40 1
6 0
8 0 2 or 263
~3 Pg O
3or36 4
4 or 465 Weigher o
~
STRATA-DEPTH (ft..)
FROM TO
.-OBSERUATXON HOLE SOIL CLASSIFICATION I
(
l. DEPTH (ft.) TO WATER TABLE:
DEPTH (ft.) TO GROUND SURFACE 3."DEPTH (ft.) TO BOTTOM OF WELL:
4. DEPTH (ft.) TO TOP OF SAND:
S. DEPTH (ft.) OF SAND (3) -(4)
DEPTH.(ft.) TO MATER SURFACE IN MELL:
7. DEPTH (ft.) 'OF MATER IN MELL h=(3) -(
8 ~ DENSITY (pcf)
OF STANDARD SAND
g. MEIGHT (lb)
OF SAND + CONTAINER BEFORE FXLLING WEL lO.WEIGHT (lb)
OF SAND + CONTAINER AFTER FILLING WELL!
l l ~ WEIGHT (1b)
OF SAND USED(
. 9) -(10):
lP.VOLUME (cu. ft.) OF MELL (11)e(8) lE.RAOXUS (ft lOF.WELL tris=2 (5) nr
, +2 3/. 5 1
.TOOL l0
= S
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SHNPP NELL PERHEAHETER TEST'
~ g-zV--+- ~- ~<
CLOCK TIHE
ACCUM, (MIN.)
WATER VOLUME DRUM NUMBER DRUM NUMBER IFFERENC READING DIFFERENC READING TOTAL ACCUH.
TEMPERATURE DIFFERENC FLOW
/>
30 40
/. 8~
i 70
/.4'o g./D 0-o
~ /D 0
~ 30 O. i'D
t I
, I.
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f S
S 1
II F
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--- STRATA DEPTH (ft.)
FROM TO OBSERVATION HOLE SOIL CLASSIFICATION Su ~FAC<
/,r/
R 4
O HATT %~@!Sou
f. DEPTH (ft.) TO WATER TABLE:
p, DEPTH (ft.) TO GROUND SURFACE
3. DEPTH (ft.) TO BOTTOM OF WELL:
4. DEPTH (ftt) TO TOP OF SAND:
S. DEPTH (ft.) OF SAND (3) -(4)
DEPTH (ft.) TO WATER SURFACE IN WELL:
7. DEPTH (ft.) OF-WATER IN WELL h=(3). -(
n vV 8 ~ DENSITY (pcf)
OF STANDARD SAND 9
WEIGHT (lb)
OF SAND + CONTAINER BEFORE FILLING W L IO.WEIGHT (lb)
OF SAND + CONTAINER AFTER FILLING WELL:
WEIGHT (lb)
OF SAND USED( 9)-(10):
) P.VOLUME (cu. ft.) OF WELL (11)t(8)
IE.RADIUS (It. )
OF WELL t-" /~12 (5) m
/,go 0
~ /7
/e'FO d, 89 8o. ~
0, WoB o
389'OOL I D.
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T
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~
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SHNPP WELL PERMEAMETER TEST vi-~~-+-<
-. ~
TIME WATER VOLUME CLOCK
ACCDM, (MIN.)
DRUM NUMBER READING DIFFERENC IFFERENC READING DRUM NUMBER TOTAL
ACCUM, DIFFERENC FLOW TEMPERATURE
~ 92 eg7
//. IZ 5./1 0, 7$o y,/N
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CAROLINA POWER & LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT Location Elevation
'1 P
PIELD INSPECTION REPORT Spec.
No.
-cE Inspectox O
Shift Weather COMMENT r3" 6d'C/
C s(~
INS PECTOR Q A REVIEW
'ate 2-9'-78'ocation5 Elevation CAROLINA POWER 6 LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT Spec.
No.
Inspec tox' Shift Weather'OMMENT d
C v
sJ rv INS PECTOR g A REVIEW
CAROLINA POWER & LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT Date
/~ >o - 7P a@Sr/=/LL Location Assr A~iuiI(-,c( &(Eccl.'/(,
Elevation Spec.
No.
Inspector Shift
(
p'-
r ~- d/
Weather Cg~.~D(
COMMENT 77K sPcoA/b c/~
0/
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id 77/~
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4"We I(
INS PECTOR Q A REVIEW
CAROLINA POWER 6 LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT Date Location W/ A~~~ ~ SAccaM 1
Elevation Spec.
No.
C/l-CH'-8 Inspector S, /
u ~o
-Shift Wea ther A-/.
~~c COMMENT ol/S OAla
//.C
/dud p'>6A'-~~
&5 HE'gg)
LCP Li475
/7 6660 GrH&f//I//
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4//=l 40~r~~
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~
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V///
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S'585
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/bc/
4 'F s'r'Fs 7
/Peso 4
TPd /
cd' Bz Ww/=Drce WZ. 8 Paebod l>E'cu.cd INSPECTOR Q A REVIEW
CAROLINA POWER 6 LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT p<<'ate l? - 22.-
8 Location
~ t'
//
Elevation Spec.
No.
<<sr'nspector 3<< r<<4 Shift Weather COMMENT cS Cr
<<'sr(fg.
4 0 giPP' v
cc RAJ.
c J.
~ r
+A W
~
~l AJt. 7
<Oar,.
nt.V. Ianna CNVl% ++++01+ IO+'ffrDV I
hh H F Thompson Jr
~ Manager Prp)ect Engineering Chrolina lower 6 Light Company 1'
Booc 1551'
Ra1eigb, North Chrolina 27602 9sar He Thompson SUBMCX'HRAROM NlRRIS NUCMAR RNBR QHST AUKXLIARVQAH AND DIKE MNDOH ROCK VBSTFlU O'S MR-24-4-1 A% VR-g-4-2
/
Ih-o-OBoo6 File:
6 9-1 2 6-9 1,5'g-t
(
P'"
~o-~/w I /44+/~3
~
QQQQ
~
r ge have reviewed the sub]ect reports, made a cpmpar4on pf the rackff11 prop-erties with the Meat Aeciiinry Sea and Dike design criteria for random rock material and find the contents conform to the, design requirements Me also find that the results show gapd cp'rrelatipn with those results obtained fry the previous (1974) test filldesignated VR-24-3 Based an the test fill
reaulta, we concur that the best method of compactfan is six passes from a vibratory roller imparting 45,0DQ lbs of dynamic &rce an 24 inch lifts.
The gradation and density pf the test fillmaterial are in close agreemcnt zith that obtained in the VR-K-3 test fill~ see attached figure; therefoxe>
large-diameter triaxlal shear atrength test results from the earlier test fillare considared to be indicativu of the atrangth of thia material
%c measured shem'trength ia 40-dagrcun friction angle and sero cohesion as compared with the eoniervatively selected design shear strength of 30-degree friction angle and aero coheaian.
Ihe to the close sMlerity of gradation
.and density for all test fi11s and, the conaervative design shear strength aasumptian, it is aur opinion that no additional large-diameter triennial sheztr strength tests are required Results of the permeability tooLs indicate that the material has goad drain-age chaLac'teristics and is suitable as pervious random rock materiel fy'se in the dagdike she11s.
Permeability measurementa varied from 3 x 10" cm/sec to 3 x lO + cm/sec The 1meer range of measured ynrmeability is believed to be on the conservative side for this material The higher measured results are in close agreenxnt within half an order of magnitude with pormasjbility meaaurementa
'made by the Arap Corps of Engineers on the earlier test fill material Xn any avent, all permnability neasuretaents indicate that the materiel is free draining for use in the random rack apnea c9
I
L'BA5l:0
$KHVICI;S.
~ SCCnnCanawrn I
I In sumery, the materials tested conform to our design criteria for density gradation and shear strength tPexmeability test results~ which varied within'ne order of magnitude,'indicate that the material is free draining and suit-able as. pervious shell material She overall content and extent of voA per-formed for the tost fillprogram is considered to be satisfactory in defining the material properties'nd va do not envision the need for any additional testing unless tha density aixdlor gradation of the shell filleuterial varies as the work proceeds MP lh cc tl F Thompson~ Jr C H Ibseley
~
R 8 Gpnts H Wyllie Plant Manager c/o H R Sanies R H Parsons S D Smith C L Fmehand 8 J Chiangi R Slack.
Very truly yonre, L V Thierwechter Pro/oct Hanover I
~
I
~ lt
~
4884 I 0 M@5& CZAR CCCS VA 84 4 I {AFTER COSALCVKN VR44 44QF VKA COMRCTK4) 975 TEST'TEAlAl VR 84i5 7 lQ 0$
Q CIA RCTEQO QLY SI269 NM CL VR 24.4 I
YR 24-4 2 VR 24 3.7 SAM$t.ED FROM TEST FILI.S
,8 Pl. Pl RANDOM ROCKFlLL MATERIAL SAMPLE AFTER CCNPACYION SMN8 04TG t¹SPKCTOA CHKC4KO OA AAtKO
lf~
P<
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snecification is a licable to Seismic cHgARON HA<gig N 'ategory I anil Mon-Seismic Structures.
For classification see applicable drawings)
DocuMKNT CO'NTROL PURCHASER:
OWNER:
CAROLINA POWER & LIGHT COMPANY APR q $79 OPERATING COMPAh~:
CAROLINA P(NER & LIGHT COMPANY PRMECT:
SHEARON KQKXS NUCLEAR POWER PLANT UNIT NO,: 1,2,3&4 NOMINAL KW 900,000 KW P R UNIT LOCATION; WAKE COUNTY, NORTH CAROLINA a'4/ON HA@~= ~. ~
SELLER:
"THIS DOCUK2% IS DELIVERED IN ACCORDANCE WITH AND IS SUBJECT TO THE PROVISIONS OF SECTION X OF THE CONTRACT BETWEEN CAROLINA PQrlER & LIGHT COMPANY AND EBASCO SERVICES INCORPORATED DATED SEPTEMBER 1, 1970, AS AMENDED."
Pre~ed under the supervision of
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.~M~ 4, NC PE NO. 4935 Andrew A Ferlito Murray Weber NC PE NO.
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Eba'sco Specification
~cavation, Backfill, Filling and Grading Projec t Identification No. CAR-SH-CH>>8 S ec. Status Da te Pre ared B
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EBaSCO SERVICES INCORPORATED EBASCO SPECIFICATION EXCAVATION, BACKFILL, FILLIHG & GRADING CONTENTS Scope Standards and Definitions Excavation - General Classification of Excavation Variation in Excavation Disposition of Excavated Material Pr esp litting Blasting Over-Excavation Foundation Preparation Backfill General Backfill or Fill Material Placement of Backfill or Fill
~Para ra h 7
10 12 13
~Pa e
12 R5 COPYRIGHT 1973 EBASCO SERVICES INCORPORATE)
TWO RECTOR STREET HEW YORK
'I Ebasco Specification Excavation, Backfill, Filling and Grading Project Identification No. CAR-SH-CH-8 1.
SCOPE This specification covers the excavation, foundation preparation and back-fillingfor plant area buildings, all reservoir concrete structures and filling and grading in the 'plant area as shown on the drawings.
In addition, the work under this specification shall also include:
a - Grubbing, removal and disposal of stumps, roots and organic material b - Storage or disposal of all earth,
sand, gravel, rock, boulders, debris and/or other materials at the locations'hown on the drawings or approved by the Owner c - The maintenance of all excavations during construction d - Providing, installing, maintaining and removing any necessary sheet piling, sheeting, bracing and/or shoring e - Erecting and maintaining substantial barricades around excavations where required for safety f - Backfilling of all unauthorized over-excavations g -,Care and removal of all surface water, rain water or ground water seeping and flowing into the excavations by means of ditching,
damming, pumping or other suitable means approved by the Owner h - The foundation preparation in advance of concrete pLacement under the'plant buildings and all concrete structures in the reservoir area In additi'on to the general requirements of this specification, all additional specific requirements pertaining to excavation as defined in Specifications CAR-SH-CH-4, "Embankments,
Dams, Dikes and Channels" and CAR-SH-CH-3,"Clearing and Grubbing" shall also apply.
2; STANDARDS AND DEFINITIONS 1
Standards Equipment and/or services furnished, in accordance with this specification shall comply with all Federal and State laws and local ordinances of the place of installation and with the foElowing codes to the extent referenced herein.
Unless otherwise noted, the document with addenda,'amendments and revisions in effect on the date of the contract will apply.
Later editions may be used by mutual consent in writing between the Contractor and Owner.
a -- ASTM D2049, "Relative Density of Cohesionless Soils" b - ASTM D698, "Moisture-Density Relations of Soils using 5.5 lb Rammer -and 12 in. Drop" c - ASTM D2216 "Laboratory Determination of Moisture Content of Soil" d - ASTM D3017 "Moisture Content of Soil and Soil-Aggregate in place by Nuclear Methods (Shallow Depth)
R2
Ebasco Specification Excavation, Backfill, Filling and Grading Pro)ect Identification No. CAR-SH-CH-8 R.
STANDARDS AND DEFINITIONS (Cont'd)
Standards (Cont'd)
!R3
.2 Definitions a - Owner In these specifications, the word,".Owner" shall mean the individual appointed by the Owner and charged with technical acceptance of the work for the Owner, or his authorized
agents, engineers, assistants
. and inspectors acting severally within the scope of the particular duties and authorities delegated to them.
b - Engineer In this specification, the word "Engineer" shall mean the Design
Engineer, Ebasco Services Incorporated.
e - ASTM D1556 "Density of Soil in Place by Sand Cone Method" Rl
, ~ - ASTM D2167 "Density of Soil in Place by the Rubber-Balloon Method" 8 - ASTM D2937 "Density of Soil in Place by the Drive-Cylinder Method" h - ASTM D2922 "Determining the Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)"
i - ASTM C88, "Test for Soundness of Aggregates by Use of Sodium R2
,Sulfate or Magnesium Sulfate"
~ - ASTM C131, "Test for Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los Angeles Machine" k - Ebasco Specifications CAR-SH-CH-3, "Clearing and Grubbing" CAR-SH-CH-4, "Fmbankments, Dams, Dikes and Channels" CAR-SH-CH-6
, 'oncrete" CAR-SH-CH 18, "Soil Cement" 3.
EXCAVATION - GENERAL Stumps remaining from clearing operations shall be cut flush or removed as directed by the Owner.
All stump holes shall be filled and the area rough graded.
All debris shall be disposed of as specified in Paragraph 4 of
,Specification CAR-SH-CH-3 "Clearing and Grubbing."
Burying of debris shall not be permitted within 1000 ft of the area grubbed.
During the course of all excavation work located in areas beyond the clearing and grubbing lines shown on the drawings, extreme care shall be exercised by the Contractor to preserve and avoid damage to trees, shrubs and all'ther vegetation which does not directly hamper work progress.
The Contractor's plans for the dimensions and routes of required access roads shall be sub-ject to the approval of the Owner and he shall not enter any designated
picnic, camping or recreational
areas, except with written permission of the Owner.
The discharge into natural streams or ponds of gasoline, oil or any other waste material is prohibited.
In rock excavation where, the drawings show or the Owner directs that structures are to be founded on compacted crushed rock and random or concrete fill, the foundation shall be over-excavated to provide for a minimum of 6 in. of such material, unless otherwise noted on the drawings.
Ebasco Specification Excavation, Backfill, Filling and Grading.
Project Identification No.
CAR-SH-CH-8 s
3.
EXCAVATION >> GENERAL (Cont'd)
Adequate barricades shall be erected and maintained around excavations where required for safety.
4.
CLASSIFICATION OF EXCAVATION All excavation shall be considered to fall within the following two classifi-cations:
a - Unclassified Unclassified excavation shall consist of the removal, storage and/
or disposal of all materials required to be removed such as topsoil, clay, sand, gravel, rock fragments, boulders, soft and disintegrated rock or any other material that can be effectively removed by a
D9 Caterpillar Tractor or equal equipped with a single tooth ripper.
b - Rock Rock excavation shall consist of the removal, storage and/or disposal of such bedrock formations which require continuous drilling and blasting.
5.
VARIATION IN EXCAVATION It is likely that fissures, cracks, joints, cavities, overhangs or other irregularities in the rock surface may be encountered that will require excava-tion in excess of the foundation lines and grades initially shown on the drawings or specified.
The right is reserve'd by the Owner to vary the depth, width and length of excavation and to increase or decrease the slopes of the excavations for the purpose of obtaining the most stable or economical foundation or the most desirable final result.
The right is also reserved by the Owner to require
. that additional excavation be performed after excavation has been commenced or has been completed to the lines and/or grades shown on the drawings, previously specified,
ordered, or staked on the ground.
.1 Variations of depth, width and length of excavation or increase and decrease of excavation slopes from those shown on the drawings or established by the Engineer which are required by the Contractor for any reason shall be approved by the Owner before such changes are made.
6.
DISPOSITION OF EXCAVATED MATERIAL
.1
~To soil Immediately after grubbing and stump removal operations and before general ex-cavation commences, topsoil shall be removed where and to such a depth as may be directed by the Owner.
Topsoil is defined as the loamy dark surface or top layer of soil including fine roots, the herbaceous vegetation and overlying grass and is characterized by the presence, of organic matter.
The topsoil to be reused shall be stockpiled at convenient approved locations.
Compaction of this soil shall be accomplished by two or three passages of hauling and spreading equipment.
Stockpiles shall be smoothed to a measurable outline and sh'all be constructed as directed and approved by the Owner.
3
Ebasco Specification Excavation, Backfill, Filling and Grading Project Identification No.-CAR"SH"CH-8 6.
DISPOSITION OF EXCAVATED MATERIAL (Cont'd)
,2 Suitable Excavated Material Insofar as it is practicable, all suitable materials resulting from open cut excavations shall be used for permanent construction.
The Contractor's blasting and other operations in the excavations shall be such that the materials excavated shall yield as much required suitable material as practicable, and shall be sub)ect to the approval of the Owner.
Where practicable, materials suitable for use for construction shall be excavated separately from materials to be wasted.
Suitable material shall be segregated by loads during the excavation and shall be placed in temporary stockpiles and later placed in the designated final locations in accordance with the appropriate drawings.
.3 Unsuitable Excavated Material Excavated materials which are unsuitable for use in accordance with this specification and Specification CAR-SH-CH-4, "Embankments, Dams, Dikes and Channels" and the appropriate drawings or which are waste or excess material not required for construction of dams, dikes, backfill for plant area buildings or fillfor the plant area or reservoir embankment shall be dis-posed of in waste disposal areas shown on the drawings or designated by the Owner.
All waste or excess material shall be disposed of in a manner which will avoid the necessity of rehandling or the interference with other work.
It shall be spread and graded in uniform layers and compacted by two passages of crawler-type tractors, smooth rollers or other equipment approved by the Owner.
If disposed of in benches, precautions shall be
taken, to the Owner's satisfaction, to prevent material from rolling downhill.
Waste piles shall be shaped to insure drainage.
In particular, the sandy silty alluvium, located in the existing streambed areas of the plant area-shall be removed and if suitable, shall be placed elsewhere as random filland compacted as hereinafter specified.
7.
PRESPLITTING Presplitting of in-situ rock, either competent or weathered, shall be performed where required by the Owner to obtain final specified open cut excavation surfaces for the plant area buildings, spillway-channels and other structures.
- 4
Ebasco Specification Excavation, Backfill, Filling and Grading Project Identification No.
CAR-SH-CH-8 7 ~
PRESPLITTING (Cont'd)
.1 Drilling and blasting for presplitting may proceed well in advance of general blasting.
Alternately, all blasting may be performed at once if the presplitting holes are detonated first, using delay techniques.
.2 All drill holes for presplitting shall be a minimum of 2-1/2 in.
in diameter with center to center spacing no closer than 2 ft.
Holes may be percussion drilled along the lines and to the inclinations indicated on the drawings and established by the Owner.
Every effort should be made to secure precise location and strict parallelism of all presplit holes to provide a continuous split.
8.
BLASTING The Contractor shall obtain all necessary blasting permits from the regulatory agencies before proceeding with the work. It shall be the obligation of the Contractor to select explosives which will produce the desired work of excav-ation with maximum safety and overall project economy.
Th'e Contractor's proposed plans for transportation, unloading,
storage, magazine location and distribution of explosives from storage to the blast area shall be submitted to the Owner for his approval prior to the commencement of the work of excavation.
As a minimum, the handling and storage of all explosives and blasting supplies, at all stages of their existence, shall comply with procedures as outlined in the "Blaster's Handbook" published by E I Du Pont de Nemours and Company Inc, of Wilmington, Delaware.
Existing North Carolina or Federal governmental laws or regulations embodying more-stringent requirements than outlined in the "Blaster's Handbook" shall be considered as superseding the applicable portions of the Handbook and shall be
,complied with in all respects.
.1 All necessary precautions shall be taken to preserve the rock beyond and below the lines of excavation in sound condition.
Heavy Rl blasting will not be permitted closer than 3 ft to the rock which will form the final foundation of concrete structures.
In excavations for Class I structures this 3 ft may be increased by the Owner as necessary to ensure complete soundness of the final excavated foundation rock.
As an excavation approaches its final lines, the depth of holes for blasting and the amount of explosive used per hole shall be reduced progressively such that in the opinion of the Owner light blasting is used to remove the material effectively.
Rl Where presplitting techniques as outlined in Section 7 are not used, and in the opinion of the Owner, satisfactory results will not be obtained throngh Light hlaeti~ncloeer than 3 ft to the final reauired rock face excavation of the fougggtion'shall then continue'by barring, wedging, picking or other suitable means approved-by the Owner.
Damage done to surfaces by blasting, including the shattering of the =-material beyond the required excavation lines, shall be repaired by removal of the damaged materials and backfilling with concrete or other selected materials as set forth in Section 9 of this specification.
Ebasco Specification Excavation, Backfill, Filling and Grading Pro)ect Identification No.
CAR-SH-CH-8 8.
BLASTING (Cont'd)
.2 Before the start of any large scale rock excavation, various arrange-ments of blasting charges, hole diameters and hole spacing shall be tested for all types of blasting to determine those which will produce the desired results with maximum economy;
.3 The spacing and size of drill ho1es may be varied with the approval or at, the direction of the Owner to suit the material encountered during construction so that a smooth face,reasonabI'e'.
free of loose rock is produced.
It shall be the Contractor's responsibility to drill as many holes as are required to satisfactorily complete the work.
.4 No blasting shall be performed in any excavation until the size and pattern of blast holes and the amount and distribution of blasting, charges has been reviewed by the Owner.
Each and every blast will be prerecorded and the Owner will sign off each blast prior to the firing.
.5
%hen blasting is being done within 500 feet of concrete structures, whether newly placed or existing, a careful and documented monitoring program of velocity measurements must be conducted with calibrated instrumentation.
Generally no blasting shall be performed for"first 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months after concrete placement. If blasting must be done during the first 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months then the powder and distance relationships must be controlled to limit the peak particle velocities at the newly placed concrete to the following limits; the first 12 hours1.388889e-4 days 0.00333 hours 1.984127e-5 weeks 4.566e-6 months shall be limited to less than 0.2 inches per second, 12 to 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months shall be limited to 0.6 inches per second at 12 hours1.388889e-4 days 0.00333 hours 1.984127e-5 weeks 4.566e-6 months and allowed to increase linearly at the rate of 0.3 inches per second per hour.
The limiting peak particle velocity after 24 hours2.777778e-4 days 0.00667 hours 3.968254e-5 weeks 9.132e-6 months shall be 4 inches per second.
The Contractor shall submit to the Owner for approval, prior to blasting the drilling pattern, ignition pattern, charge and other details of the operations and any calculations used to establish that the existing structures will not be damaged by bkasting.
9.
OVER-EXCAVATION
.1 If unclassified materials are excavated excessively beyond the lines shown on the drawings or established by the Owner, the Owner may direct that such over-excavation be backfilled.
The backfill shall be a selected back-..
fai1 mter 'aaX,"aaa her'ein'abater apecifiedq.placed in leyere not mora than 6 in lthick, if hand compacted, or 9 in. thick, if machine compahted, moi-tened and thoroughly compacted by tamping or rolling to the degree of compaction specified on the drawings or in the specifications.
6
P Ebasco Specification Excavation, Backfill, Filling and Grading Project Identification No.
CAR-SH<<CH-8 9.
OVER-EXCAVATION (Cont'd)
.2 In all rock excavations where concrete is to be placed upon or against rock surfaces, over-excavation beyond the lines shown on the drawings or lines established by the Owner shall be backfilled with concrete.
It shall be the same class as that of the concrete to be placed in contact with the rock.
10.
FOUNDATION PREPARATION All rock foundations which will be in contact with masonry shall be suitably prepared by washing, or blowing by compressed air in advance of concrete placement.
All soil, muck, small rock fragments and other foreign materials sh'all be removed.
In any area where the nature of the rock is such that it would be softened by washing with water, blow pipes and compressed air shall be used and a concrete seal mat shall immediately be placed by the Con-tractor.
Any water and debris collecting in the low spots shall be removed.
The preparation of foundation rock surfaces under dams, dikes and embankments shall be performed in accordance with the appropriate section of Specification CAR-SH-CH-4, "Embankments, Dams, Dikes and Channels."
~ 11.
BACKFILL GENERAL Backfill material around masonry structures shall not be placed until released by the Owner after.consideration of curing and strength require-ments for the concrete.
.1 Care shall be taken to place backfill symmetrically, and in uniform layers, to prevent harmful eccentric loading on a structure or foundation.
.2 Where a large number of lifts are required to compLete a backfill operation and the elapsed time between placement is large, the surface of each lift should be sloped slightly to facilitate drainage and prevent ponding on the fill.
.3 All necessary processing, including raking, crushing, removal of oversize materials, mixing and watering or aerating shall be performed in the stockpile or borrow pit.
Only minor adjustments in water content will be permitted on the fillafter it has been ~laced.
However, ~dding eater -ocr increase-wa'ter content in fillduring placement msy be permitted by the Owner where sheepsfoot/wedgefoot roller is used for compaction.
.4 Unless otherwise specified or directed by the Owner, heavy hauling
, or compacting equipment shall be permitted no closer than three feet'o any
'.tincture or foundation during backfi$ 3.ing
., In all 'areas closer than three feet, w
7
Eb'asc'o Specif ication Excavation, Backfill, Pro)ect Identification No. CAR-SH-CH-8 lling and Grading BACKFILL GENERAL (Cont'd)
.4 (Cont'd) or where work space is limited, portable equipment such as vibratory plates,
rammers, or pneumatic tampers shall be used.
The equipment and procedures used shall be sub)ect to the approval of the Owner.
.5 In~place density of backfill shall be determined by either one of the following four methods ASTH D 1556, D 2167, D 2937 or D 2922-Method B as designated by the Owner.To calculate dry density from wet density determined according to ASTM D 2922,-moisture. content shall be determined by ASTM D 2216 or D 3017. If AS' 3017 is used 'to determine moisture content, one calibration test for the equipment shall be performed after every 10 tests by comparison with moisture content by ASTM D 2216. If the calibration test indicates a deviation of more than + 2% moisture content the use of nuclear method shall be dis-continued.
If ASTM D 2922 is used to determine in place density, one calibration test for the equipment shall be performed after every ten tests by comparison with in-place density test by AS' 1556 D 2167 or D 2937 as designated by the Owner.
The calibration test shall be performed on a similar material for which the equipment is used in the iield.
The calibration test frequency may be reduced by the Owner from one in ten to one in 25 after a review of the performance of the equipment after at least 10 calibration tests (i.e.
100 tests) for each piece of equipment have been performed and the deviation of moisture content when compared with ASTM D 2216 or density when compared with ASTM D 1556, D 2167 or D 2937 is not more than ~ 2%.
~Zbasoo Specification Excpvation, Backfill, Filling and Grading Project Identification No. CAR-SH-CH-8 12 BACKFILL OR PILL MATERIAL The backfill or fillmaterials used at any location shall be those called for on the drawings, specified herein or designated and approved by the Owner and shall conform to the following requirements:
.1 Random Pill The materials used for random fillmay be any excavated unclassified material or rock and shall be free of stumps, roots, brush, rubbish, organic topsoil and other objectionable material.
While no specific requirements covering type, gradation or size limitation for this material are presented
herein, sources shall be subject to the approval of the Owner.
.2 Selected Backfill Selected backfill shall be used around pipe5 and at places shown or called for on the drawings.
Selected backfill shall be soil overburden material with the maximum size of stones not more than 3 in. obtained from local over-burden excavation at the site.
Selected backfill around plant buildings shall be clayey and silty residual soils, predominantly (over 90%) derived from claystones and siltstones, obtained from excavations or borrow areas from R5 and the vicinity of plant, auxiliary dam and spillway, and auxiliary dike areas, and shall be free of stones larger than 3 in. and 95/ of the material shall ass thru 3/4. in, screen, Select backfill around class I electrical duct banks hall be clayey and silty soil, free of stones larger than, 1 in. with 95% of the R8 material passing.thru a $ inch screen.
.3
~Rf ra Rip materials shall consist of sandstone, conglomerate or granitic rock frag-ments that ax'e dense blocky, resistant to abrasion and free of cracks, seams and other defects that would tend to increase their destruction by water and frost actions.
To determine the suitability of riprap materials, Los Angeles Abrasion Test in accordance with the provisions of ASTM C131, Sodium Sulfate Soundness Test in accordance with the provisions of AS'88, and Accelerated Expansion Test in accordance with the procedure described herein shall be per-formed on the riprap materials.
Procedure for Accelerated Expansion Test:
Soak 10-12 lb of rock fragments grading 3 to 3/4 inch in ethylene glycol in a plastic or glass container at room temperature.
Examine the rock pieces daily for a maximum period
.of 15 days for any signs of deterioration.
Rocks withstanding this test for the '"full period of the test will be acceptable".
~ Ebasco Specification Excavation, Backfill, Filling and Grading Project Identification No. CAR-SH-CH>>8 12.
BACKFILL OR FILL MATERIAL (Conn'd)
.3
~Ri ~ra (Cont'd)
Riprap shall be classified as Type A, Type B and Type C riprap, and shall be well graded as specified below:
Type A riprap shall have seventy percent of rock ranging in size from 24 inches to 48 inches.
The average size shall not be less than 30 inches and the dimension in any direction shall not be less than 18 inches.
Type B riprap shall have seventy percent of the rock ranging in size from 12 inches to 24 inches.
The average size shall not be less than 16 inches and the dimension in any direction shall not be less than 10 inches.
Type C riprap shall have seventy percent of rock ranging from 8 inches to 16 inches.
The average size shall not be less than 10 inches and the dimension in any direction shall not be less than 6 inches.
In all types of riprap mentioned
above, slabs or rock slivers with maxi-mum dimensions larger than twice, the respective specified average dimension will not be accepted.
,.4 Crushed Rock Crushed rock for drainage layer, bedding or road base shall be used at the following locations:
a - Behind retaining walls'hown on the drawings to serve as a
drainage layer or as fillmaterial as shown on the drawings.
b - As bedding material for pipes, conduits, electrical conduits, R3 cable trenches or othei structures'here required.in rock excavations'
- As a filter blanket or bedding beneath riprap slope protection where specified.
d - As road base where specified.
e - Elsewhere as directed by the Owner or shown on the drawings.
The crushed rock shall consist of hard, durable rock such as granite, sandstone or conglomerate and may be obtained from structure rock ex-cavation or quarry and shall meet the following gradation requirements:
Size 3 in.
1-1/2 An.
Percent Finer when used's Drainage Layer, Filter Blanket, or Fill-Material as shown on Drawin s95-100 55-80 Percent Finer when
'sed as Bedding for Pi e etc Percent Finer when used as Road Base 80<<100 R2
I
'basco Specification Excavation, Backfill, Filling and Grading Project Identification No. CAR-SH-CH-8 12.
BACKFILL OR FILL MATERIAL (Cont'd)
.4 Crushed Rock (Cont'd)
Size 3/4 in.
1/2 in.
3/8 in.
No. 4 No. 40 No.
200 Percent Finer when used.as Drainage Layer, Filter Blanket, or Fill-Material as shown on Drawin s 30-55 5<<20 0-10 Percent Finer when used as Bedding for Pi e etc 100 83-100 36-54 0-15 35-80 14-45 5-25 R6 Percent Finer when used as Road Base 68-100 55-100 The road base material given above is same as "Soil Type Base Course 910.5 (Type B)" o'f standard specifications for roads and structures, North Carolina State Highway Commission.
Crushed rock used as bedding beneath various types of riprap shall meet the following gradation requirements:
Percenta e
B Wei ht Passin Size 12 in.
6 in.
3 in.
l-l/2 in.
3/4 in.
3/8 in.
No. 4 No.
8 Bedding Type A for Riora Tvoe A 100 83-100 66-81 50-66 32-49 16-32'edding Type B for Ri ran T eB 100 78-100 56>>76 34-50 17-34 0-17 Bedding Type C for Ri ran T e
C 100 76-90 50-65 25-40 12-22 0-10 R2 Sa3.1 =.~ent "Scil -" scient shall be as specified in SpeciStcation CAH-SH-HH-'lS.
R8
E'basco Specification Excavation, Backfill, Filling and Grading Project Identification No. CAR-SH-CH-8 13.
PLACEMENT OF BACKF1LL OR FILL
.1 Random Fill Random fillas specified in Section 12.1 shall be placed in the area and to the lines and grades shown on the drawings or as directed by the Owner.
Before placement of any random fill, a t'est fillsection shall be constructed using a vibratary roller having a dynamic force of not less than 40,000 lb, or a sheepsfoot/wedgefoot roller having an operation weight of not less than 4000 lb per linear foot or a 50>>ton rubber tized roller compactor.
Various combinations of layer thickness and roller passes shall be tried.
For each layer. thickness tested,'ither settlement readings shall be taken after each pass at a number of points on the filland the average plotted against layer thickness or density tests shall be performed after each pass at a number of points in the fillwhen the size of material is small enough to conduct. in-place density tests by the Sand Cone Method.
The final choice of layer thick-ness and number of passes will be-determined by the Engineer and the Owner based upon these results as well as appeazance and response to rolling.
If 90 percent of the random material passes 3/4 in. screen, construction of test section shall not be required.
It shall be compacted in layers not more than 8 in. compacted thickness to 95 percent, of the maximum density,ob-tained in Standard Proctor Compaction Test (ASTM D698-Method A,B,C or D to be used shall be determined by the Owner).
In-place density shall be deter-mined as specified in Paragraph 11.5.
Layers up to 12 inches compacted thick-ness may be permitted by the Owner when found satisfactory by testfill program performed on a similar material.
The random fillshall be placed carefully so as not to injure structures or piping or disturb previously placed backfill of any type.
Where random fillis placed in conjunction with drainage layers, both materials shall be placed at the same rate.
Care shall be taken to prevent mixing of material which would hamper the. effectiveness of the drainage layer.
All materials shall be deposited and graded so that cobbles, gravel and boulders will be well distributed and not concentrated in pockets or in any one layer.
The fillmaterial shall not be placed while frozen nor shall it be placed on frozen suzfaces.
Prior to placing random fill, any soft and unsuitable material in foundation shall be removed and such removals shall be filled back with the same material or with random filland compacted to required density acc'ording to the specification.
Where random fillis to be placed over firm ground other than rock, a series of open "furrows shall be formed not less than 8 in. deep below the ground at intervals of not more than 3 ft and compaction of the existing ground will not be required prior to the placement of random fili.
R2 R2 Rl 12
a P'basdo Specification Excavation, Backfill, Filling and Grading Pro)ect Identification No. CAR-SH-CH"8 13.
PLACEMENT OF BACKFILL OR FILL (Cont'd)
.2 Selected Backfill Rl Selected. backfill shall be hand or machine compacted in layers not more than 6 in. compacted thickness to a density not less than 95 percent Standard Proctor Density. and in<<place density shall be determined as specified*in Raragraph 11.3.
R3
.3 Riaraa Rock for riprap shall be placed on the crushed rock bedding in such a manner R2 as to ensure that the individual sections will be interlocked and form a rough sux'face so that the completed riprap is stable, without tendency to slide and with no unreasonably large protrusions from or hollows in the surface or unfilled spaces within the riprap.
The inclusion. of rock spalls or gravel in the mass in an amount not in excess of that required to fill voids in the riprap will be permitted.
Riprap may be placed concurrently with the placement of the random fillox, in a single operation after all random fillhas been placed to final'ines and grades.
If the riprap is placed in a single operation, it shall be placed to its full slope thickness as indicated on the drawings in one operation and in such a manner as to avoid displacing the underlying materials.
Placing dumped riprap in sloping layers will not be permitted.
The individual sections must be carefully placed so that the riprap will be interlocked and form a xough surface.
.4 Crushed Rock Crushed rock materials except when used as a bedding for riprap may be com-pacted by the passage of dozers or by surface vibrators, smooth rollers, power tampers or other equipment approved by the Owner.
R2 The relative density of the compacted matergal shall be not less than 70 percent as determined from tests conducted in accordance with the pro-visions of ASSN D2049, "Relative Density of Cohesionless Soils."
In-place density shall be determined as specified in Paragraph 11.5.
~
t Where compaction of crushed rock backfill is performed by hand portable equipment, the material shall be deposited in hoxizontal layers, which, after compaction, are not more than 6 in. thick.
Where compaction is performed using dozers, rollers ox othex similar equipment, the material may be deposited in layers which, after compaction, are not more than 12 in. thick.
During the compaction of crushed rock, the material shall be wetted thoroughly throughout the entire layer being compacted.
.5 Soil - Cement Soil - c'.mnent shall be placed in the areas as shown on Ebasco drawings in ac-cordance with applicable provisionsof Specification CAR-SH-CH-6 and CAR-SH-CH-18.
Rl R3 RS
IC
~
~
LP
~
'~7nUC >'!Ci'i r'RC cOUP.=S "..iAiCUAL
~ P.-".C"="t.I.'FI=" -
SOIL CONTROL
. H> tC;:
BACKFILL FOR PLANT GRADE Sii'.iPP PROGRAM FELT AND.
PLA?V BUILDING AKD ICAL(j
~ Ci TP~
2
'Rwl~lOtl l
ot Popo RESERVOIR CONCRETE STRUCTURES CAROLI".K POi~
6c LIGHT CO~r AHY SHEARQX ~<PRIS
.'i~CLFCR PK.=3, Pr ~'ii Issue for Use TE~IC.W P:.O. ~Uo=
TP-02 ncoA ro FOR INFOh;.mrIOC ON@
A h+feO 5
~~e
~ v o
+i' /~r C.
MN
$ 1S79 g~J ~
)Lt~ +
,g, L
$ 7 /hap gP"
+CJ-OOCUMENT CONTROL
),Jr';: '~,"jlg+
eR <O>978 L.mme U SHEAROH HARRIS N. p, p.;.
Revision to 5.1. 1.3 Deleted 5.1.2.5.
Added 5.1.3.and 5.'1.3.1 to comply with test fillprogram Deleted field test for material with 90/ passing a 3/4" screen.
All ran-dom fillto be placed in accordance with test fill p,.jI m ~
dded field test for placement of material Added appendix A to incl Flow chard and sample da a
55M Ori '-" "r Qr;c!."=:or Oll~ 1J ')I'
.q"../~2 ~n I CL g ~ ~-~~ / i=
I C.j I
I ~
/
r(/ ~P /
efi r'~g rQ
~C /c(
r
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. X.~
$ //4Y (
/
e/i.- '; -;:
~/ /!;.. (
~
~
I> FILL AND PE SCR
]PT)ON BACIG'ILL FOR PLANT GRADE PLANT BUILDING AND RESERVOIR CONCRETE STRUCTURES S'rocedure ko.
TP-02 Revisiors Vsge Oete As A roved failing test.
If the retest
passes, a noncompliance has not occurred and the area shall be accepted.
If the retest fails, the compaction of the area shall be considered a nonconformance.
Note:
The failing test shall then be controlled by allowable tolerance and absolute minimum values.
2.
The area shall be reworked by the contractor, or the fillmaterial shall be taken out and replaced with suitable material, until a passing test is achieved.
The responsible contractor shall correct the deficiency by methods acceptable with the specifications.
4.
The inspector shall monitor the compaction effort 5.
6.
7.
performed between density determinations to assure uniform density (e.g.,
equipment, lift thickness, number of passes, roller speed) of material.
Control of moisture content shall be in the fill areas just prior to compaction and moisture content determined after compaction to compute density shall also satisfy moisture content tolerance required by reference 2.1 paragraph 13.2.
If the thickness of any filllayer is more than specified, the area represented by the check shall be considered unacceptable and shall be brought to the prop'er thickness.
If discrepancies are discovered where routine cor-rective action is impossible or delyaed by the contractor, a Nonconformance Report shall be initiated in accordance with the procedure outlined in Reference 2.7.
R8
FORM NO. I??8 B CONSTRUCTION PROCEDURES h,;UAL SHVPP
'.edvre ko.
.8-02 Dote As A roved TECHNICAL PROCEDURE SOIL CONTROL PROGRAM - FILL AND DESCRIPTION BACKFILL FOR PLANT GRADE, PLANT BUILDING AND RESERVOIR CONCRETE STRUCTURES Revision f'efte of 8.
Field or laboratory tests performed shall be recorded on the. applicable form which shall include a unique test number, location with respect to a well defined grid system and elevation at which the test was performed.
9.
Material samples shall be periodically sent to an independent soils testing lab for a comparison chech with CP6L lab results.
4.2 Control of calibrated equipment shall be as required by Reference 2.4.
1.
Test molds, constant volume containers and constant weight equipment shall be calibrated prior to initial use in accordance with applicable AST.'f standards or other approved procedures.
Recalibration shall be completed if the equipment is suspected to be in error or damage has occured.
2.
Field scales and lab, scales shall be calibrated every three months by the North Carolina Department of Agriculture, Division of Weights and Measures, by the calibration laboratory or by site personnel in accordance with approved calibration procedures.
Calibration dates and recalibration due dates shall be labeled on applicable equipment.
3.
Prior to the use of devices for rapid moisture content determination, calibration curves shall be developed for each piece of equipment or method relative to the moisture determined by ASTM D-2216.
The curve shall be developed initially and periodically checked in the field as specified in paragraph 4.1.1.4.2.
/RS RS 5.0 EXHIBITS AND APPENDICES 5.1 Exhibit 1 - Field Inspection Report (Rev. 0-4/79)
FORM NO. l778 B CONSTRUCTION PROCEDURES MANUAL SHNPP rrocecfvre No.
Date TECHNICAL PROCEDURE SOIL CONTROL PROGRAM FILL AND DESCRIPTION BACK%ILL FOR PLANT GRADE'LANT BUILDING AND RESERVOIR CONCRETE STRUCTURES Revision Pege of 5.2 5.3 5.4 5.5 5.6 Exhibit 2 - Moisture Content Determination (Rev. 0-4/79)
Exhibit 3 "Speedy" Moisture Content Determination (Rev. 0-4/79)
Exhibit 4 - Field Density Test Sand Cone Method (Rev. 0-4/79)
Exhibit 5 Field Density Test - Drive Cylinder Method (Rev. 4/79)
Exhibit 6 Field Density Test Rubber Balloon Method (Rev.
0-4/79) 5.7 Exhibit 7 Compaction Test (Rev. 0-4/79) 5.8 5.9 5.10 Exhibit 8 Compaction Test Curve (max.
100 lb/ft3) (Rev. 0-4/79)
Exhibit 9 - Compaction Test Curve (max.
120 lb/ft3)'Rev. 0-4/79)
Exhibit 10. - Compaction Test Curve (max.
140 lb/St3)
(Rev. 0-4/79) 5.11 Exhibit 11 Relative Density (Rev. 0-4/79) 5.12 Exhibit 12 Sieve Analysis (Rev. 0-4/79) 5.13 Exhibit 13 - Field Permeability Test (Rev. 0-4/79) 4.14 Exhibit 14 Rapid Moisture Method - ASTM D-2216 Comparison (Rev. 0-4/79)
R8 5'5 Exhibit 15 Calibration Curve Check Tests (Rev. 0-4/79) 5.16 Appendix A - Documentation Flow 'Chart (Rev. 0-4/79)
hCV.
v C."~".OLI'.:A PO'iEB 9 LIGHT CO~'Y.
FIEL3 INSPEC IO REPQ."-.T.
ga-e Location Elevation Spec.
Inspector Shift Weather COl A+1 lh
~
~
INSPECTOR Q A REVIEW
Rev.
0 4/79y CAROI.IHA JFI( 6 I,IGIIT SIIEAROH IIARRIS NIICt.l:AR POWER PI.AHT HOISTURE CONTI'.NT DETERHIHATION I'. I ihit 2 2
l)ATE SAHPLE HtlHBF.II H.S.
SAHPI.E LOCATIOH E, I>.
SAiIPLE ELEVATION Vr CONT a WET SOIL (g)
MT CONT 6 DRY SOII. (g)
WT HATER (g)
MT CONTAINER (g) 4'T DRY SOIL (g)
HOISTURE CONTFNT (%)
Calibrated Equipment Used:
CO~IVIITEI) IIY Tnol ID ?lumber Ciii'.CI;I'.D iiY Comments
Rev.
0
'4/7 g CAROLI11A P0$ r R 6 l IGllT COxlPA:Y SrlEARO>i HAR?iIS VUCl N POKER P1.i'.:7 Vq4 -'. -'.
~
~
~
~ t TF-02
10ISTL'PZ CO!:TER i 3ETER~lIXATIO::
"SPEEDY"."IOIST1.'RE HETER TO SUPPLEhEYT FIELD IiSPECTIOha'EPORT Date:
'Slli: t:
10CATION I
I Pf
'O'L ~
l a i...i "SPEEDY" Riml G
PEi C'I Rill'RKS:
INSPECTO" QA REXrIEV
CA;.(F11::A PO'.:
R
~ '. ii:(~HT CO;'i'r'..':Y HL.ARO.a
~ lAKaR1> 4i. '~.EiaP. FVa..
a Lr F1ELD DENSITY TES<
SA".D C("'."".
a a
L a
a
~ a
~
La s aa
a i
Oat)ilO a
ELE'VAI1ON COLOR E.
TEXTUR" PROCTOR CUFF;E
"'X D"Y l'T Opaaa'f
~ ~ ~
~ a
~ ipIS T$
~
T FILLED WITH SA'. D 2.
'i;T 1Ha REY~IKING SA"D 3.
MT SAND USED (1-2)
VT I>>
CONE 6 PLATE (Calib Sht) 5.
La~a SAND IN HOLE (3-4)
BULi DENSITY OF SAND (Ca 'b Sht) 7.
VOLi:!iE OF TEST HOLE (5/6)
S.
MT NOIS ~ SOI' Cc'~l 9.
4T OF CANa (a'O.
)
'10.
WT HOIST SOIL 11.
WT DEaXS ITY ( 10/ I )
12.
VT M T SOIL 6 CONT 13.
MT DRY SOIL 6 COa 1'4.
WT MATER (12-'.3) 1 5.
MT OF CONTAINER j6.
MT DRY SOIL (13-1
)
17.
NOISTLRE CO'.:TE'.:T (i4/16)
DPY DENSITY (11/1.0 + 1?)
PERCENT COa'(PACT) 0."-'a3.ibrated Equ='amer t Lsec'.:
ool ID Number Tool ID Number INSPECTOR CHECKED
'A REVIEW
CAROLINA PM ER 6
LEG!/T CO;iP".Y Si?EARO::
HARRIS NUCI EAR. POi!:R PLA."T FIELD DE'.?SITY-DRIVE C':1I~lDER NETHC"-'S7i1 D-2",37 Fli Ld TEST:.;i LOCATlGN c; STATION ELEVATION COLOR TEXTiiRE Ch D
EC'ROCTOR CL:RYE i'0.
Hi": D":.Y D"'.':SI a Y AT i;"T SOIL
6. CONT.
DRY SOIL 6 CONT.
4'7 CONTA NE'.-:
i T iiAT-R 4'T DR': SOIL
.?OISTL'RE CONT" NT 3 T i;:"7 SA~:PLE
~,
CYL
)AT CYLDiDER UT BET SAilPLE VT DRY SAMPLE DRY DENSITY CO."?ACTIO!: '..
RE? MVr~S Calibr"".ed EquiPr.:or.t Used:
Tool ID ?:ur.ber Tool ID Nurrbc,r CHEC)~ED:
QA REVIE'ii
Rev.
0.
4/79 ROLII'A POhER
~
LIGI!T COI'PA'.'Y SHi <RON HARP.IS I.I'..I EAR POhER PL"..':
FIELD DE"SITY PUBEER 1.!ILGON I:ETIIOD A ii; D-2167 FIELD TEST 'NO.
LOCATION &
STATIO'i o
O ELEVATIOIi COLOR TEXTURE p
PROCTOR CURVE NO.
KQi DRY DENSITY OPT3M I MOISTURE INITIALVOLUIT.
F INPUT. 'OLUHE VOLTE HOLE hT hET SOIL
& CAN MT OF CAÃ (NO.
)
VE hlET SOIL hET DENSITY O
hT WET SOIL TARL'Z DRY SOIL
& TAPE hT hATER hT OF TARE hT DRY SOIL YiOISTUFZ CONTENT DRY DENSITY COMPACTION Calibrated Equipment Used:
Tool ID Number Tool ID Number REKGKS Date of Test Inspector Checked QA Revie~;
gev.
4/79 CAROLlNA '. (.'Wi: -.: 6 LIC!!I HA1:-.3 S S ITE COHPI "'< ION TES.'ATA ShE"T E ~
~
~
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Samp e Location Sample Elevation Sample No.
Soil Description DaLc Type Tc s t DENSITY De termina tion Number Wt Hold + Com-oacted, Soil (Lbs)
Wt Hold (Lbs)
Wt Compacted Soil (Lbs)
Wt Density (Lbs/i }
Dry Density
'Lbs/it)
WAT ONTEYT Determination Number Container No.
Wt Container
+ Wet Soil (e)
Wt Container
+ Drv Soil
(
)
Wt Container Wt Water
(
)
Wt Dry Soil
(
)
Water Content 7
Calibrated Equipment Used:
Tool, TD Number Tool ID Number ol ID Number Inspector Checked Q A Rcviev.
Rex
'79 C
ROLI:.)A Plr'l'">>"'.'"
L t.'.'T Cb ~
Sj)E,i:.OY, IJJCRIS:.'"L '.'.-,;"li':.'L.
CO.")PACT '0 Inspec tor D
)
r TP-0" COPTER'S T G:
90 I
(
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I I
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'V'ATEA CONT'EAT PER CfhT OF Y/KIOICT TEST NETl)OD G.
OF TEST DE 'S'TY pt GP I L.')v) ')
~ ~ r.'vi5 I iJ. )L r)a",
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OIL DESCRIPTION OR CLA~SI;ICAT~O'..
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i. r;ihit 16 TF-02 C
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120 I
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Z 105 ilk illX
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100 10 15 20 iT~TER CONTENT PER CENT OF WE>C'A'T 2D TEST NO.
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DRY OPTDlU>1 OF TEST PCF
)COaiT:"AT %
SOIL DESCRIPTION<'k C'SS '
AT'0:i Js "'A.'iPLE LOC ~TIC::
0 0
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CAROLIlQ~ POl,"ER 6 LIC1'T CO';2';...
SHEARON HARRIS liL'CLEW POt.ER PI<,"'z SENT>rr
! 'Cl'~i c~
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nugent Used '
~ I, ~ ~
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. ELEVATIO.':
c2
~ LE VO TESTED PY SOIL DESCRIPTION".
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Remarks:
IHSP ECTO'.'HECKEu.'A PZVIQ!:
~ ~
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CAROLINA POl ER 6 LIGHT SHEARON HARRIS hYCLEAR POl ER PLAiix FIELD PEP~iZABILITY TEST DATE LOCATIO:i OBSE.RATIO:i HOLE
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TO WATER TABLE:
TO GROl:iiD Sl:Rr AC"'O BOTTO."l OF WELL:
TO TOP OF S~D:=
OF Sr'".D (3) -(4):
TO llATER SURFACE OF WATER IN VEL> h-
-(6):
f) OF STANDARD~
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OF SA.'."d + CONTAINER AFTER FILLING WELL:
OF SA."D uSED (e)-(ZO):
ft.) OF WELL (11) -,'8):
)
PF i "LL r=~12>
(5)--
XL'L I TESTED BY:
QA REV1E'.:
REV.
0 4/79 CAROLINA PO'iiER S
LIGHT SHEARON HARRIS NUCLEAR POhr.R PLA.~
FIELD PERtKABZLITY TEST Exhibl t 13 TP ng Page 2 of 2 CLOCK TZHE ACCUYi.
(t~iZ!l
)
R g>>'Zl ~ J DIFF E'R
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PR-MfTIIOO OF'F.ST ))>I H -CCi9 w~rKr> A %TAN)i3fZLI PIC I CL) MAX..OIIY Of ~ISITY nor on TI'.IllSl MOIS VIIN 6 CONTI Ilr", I SOIL OfSCRInTION'OR CLASSIFICATION AND SAMPL L LOCATION Br~~ y~~ s(I> ~i mum ge I~ al clayey Smriti Pe~~koYgr'.y S~ a < . t2II COMPACTIOH TEST I I TEST BY DATE DRAWN BY 110 D 105 O Jl x ~ 100 CURVES OF IOD s SATURATION FOR SPECIFIC GRAVITY EQUAL TOI 2.75 2.70 2.65 2.6D 90 .S5 80 10 20 25 30 35 40 WATEP. COI(TENT PER CEhT OF WEIGHT T EST NO, I)g METIIOD OF TEST MAX. DAY D4 '(St T Y PCF OPrtltuM MOI("It(AE COt(T Et( 7 o I SOIL DESCRIPTION OA CLASSIFICATION AND SAIIPL E I.OCATIOtt KvMw RIccyacg s( cD( ~~/~ ~((L.~ ( (~~ C<RcP 5(/((t(l(cjMdv8 ((($'I cycle.-'S(tQy S([( COMPACTiON TEST cR~(QR RxoEEC UGH-T HR~~~) I E.. ~ V TCST QY OAAWN SY 110 I ) I I 105 I I I I l l i I I I s I I CURVES OF 100 i SATORATIOtt FOR SPECIFIC GRAVITY FOUAL TOI 2.75 100 I l l 2.TO I j ) I 2.65 f ( I I I ~ l I I j ~+ I ~ 1 I j g I 90 j-j s I j j I j I I I 85 ~ I I: I I ~4 80 5 IO )5 AP 30 35 j I;goal WATEII CCI:TENT-PEI) CKt'T CF WEIGHT , TCST NO, < I'TII00 Cr" VTST }7~ T i~r.c'p " ~I.:BUD 9 Sl VII "i~<))ZD ~tgCX I C"~ I ii, CNV 0$ ~ISI TY Ozw I' ~ ~ I 5011 0 SC IIII T oOII C'II C' SSI I'IC A ~ 10M AII0 SA<IPl E i 0 ATI ) I 'OMPACTION TEST CP~IIJIq ~~C~4 I ted-7 HR~~ ~II ~ TEST SY ~ ~ ~> ORAWtt BY ggO I105 ICURVES OF IQQ SATURATIOtt FOR SPECIFIC GRAVITY EQUAL TOI 2.75 ) ) 100 2.7Q 2.65 I%A ~2.GQ I, I 90 4 I I I I i I I I I I I I I I 85 I I I ~ I I ~ I 80 10 20 25 I I I J I i WATER CONTENT.PER CEI,'T OF '4EICI'T T CSTtIO, LI +IIOQ 0< Yt'5T PA%, QRY Qt,gSy IY r.:r Ogl T~ ~ ~ l4 Sl ~ ~ Is ~I C gag ~I I SQII. QCSCIIIP'II 'R CI / SSIF I"a, I 'I awQ SUNNI'lf I.O AYIO'I BI'Oa~ Z( ~ q ~(l ~; ~i/&ST~< r) I ~~gt~o( Pg<dug& <cr~S&N~ '.OLIN'OWER 6 IZGHT COMPANY QKcdKN KARRIS 'iUCLEAR PSiER FLAN FIELD INSPECTION REPORT Date g cP gp 'd Py/4f4J +~~0 tionk' do ZiM MZuS + Spec. No. Inspector <<AN+'levation 2'K ~ 5 Z Shift %cather ( ZrWrg r ger cQ< C'~OLXNA POMER 6 IZGHT COMPANY SH' 2N RAPES NUCLEAR FOMER PLAbT FUHB INSPECTION REPORT a Elevation Spec. No. C'd" Inspector /~~ r Shift .~"...r' ~-s P o v'eatherP +0 A CH COGENT / l // /44@ /rc>< >~ ~ri cllr .r 44~ AM 6 re rn~r // p CV I I(. )/ Date z catt ca P wt Vtaa Elevation 2 UB FIELD INSPECTiO'i% REPORT Spec. No. (,Q'( $Q Tqgpec>>o>> Shift "Heather ClEccV COEKiNT c-v IYS PE'"TO!l Date cation Elevation CAROLINA POWER & LIGHT CO)PAiK S.~ON HARRIS NUCLEAR POWER PLAh PIELD INSPECTION REPORT Spec. No. Inspector Shist Weather'OKiENT cv c <~ iv li Xp ~ a.x ~Q~<l 1N~PZCTOji <HTz/3- Date cation Elevation 4ROLIYA POKER & LIGHT CO~BABY S..ARON HARRIS NJCLEAR POKER PLAN.'IELD It(SPECTION REPORT Spec. No. C Inspector Shift Weather COKlENT AL 1::5 i"='CTO i g ~ Sa...ol= Loc""'on Spile Ele ation S le Yo Soil Description C~ tsli: w cpl2QUhJR Potd<Q. 4 lJGQ7-HAREAs siTE COiPACTIO:-'EST DATA Sl(El'.T -.7-Z-2 =C 24peri Date Tested By P-.L. YOOQ6'ype Test 7H-6 8 Mtl71-'F. C ~i QDh PIC.i O'Q. DENSITY Determination Numberlt Hold + Com-~~, c,~6, c.ms c~.seD l@,Eon 7 At Hold Lbs) Ct Compacted oil (Lbs) At Density Abs/ft ry Density Lbs/it" 4'6 4.o( (7g cI IE+ i ,z-4 y<<sty ga ~lhl4 4 ~ I VV ~ 4Q ~ Date"m nation 5e on ~ln~ 0 At Container [let Snil At Cont-incr (. Drv So.'1 ("i yk.<o<t~~v ~it Dry Soil e ,<<'ater Content 0/ e.zc+ IZZ.& C.Z 2 3 C7C 2~.7 lpga.o. IZo,> ((i. ( o74 ZI.3 ~>, C Zo.s 7& (0 i E I s5 sc i ((4 Computed By Checlccd By i r CC: M'I~~ 0; CRRQLltdh Povvi=R 4 -'GHT HARRIS 5l i F DATE Z TESir.D BY g. L.9CU(Z ~ 120 SI ~ 115 'hi r ~.110 I L, .i 'Et' Il'3ISTURE "LflSITY TEST DATA 100 I l I l I '2.60 7,70 ~i~t I I i I I I I ~ I I I i V,: I 0 10 15 20 25 30 I'>ATER C0NTENT - PER CENT OF DRY IJEIGHT TCST HO. I M ETIAMOO Or'EST IIAX. City t\\g Og ~ t p tr OL I 'll ~ C 't T E.'t T J OESC+I> ~ IO I OR CLSSSIFICATIOV ri '~tri,L l,O ATlO'4 BST~-~ ~~f.~n;;~~ fPS.f i'. io.o % 3 t ~w t'-l~yr '(Sync.ky )Stlt. '~t K St l&SWS~~ a Sa~e S~t&SKne ~ ~ ~ ~ ~ ~I ~ ~ ~ ~ ~ ~ II ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ I ~ I ~ 1 I I ~ ~ ~ tt ~ ~ %Ãi~%E ~ tl ~ ~ ~ ~ I ~ ~ ~ ~ QI I I I ~ I ~ I ~ ~ ~ ~ ~ 'll ~ ~ I ~' ~ ~ ~ ~ ~ tt ~ ~ ~ l I I I I 1 ~ I ~ ~ ~ lg I. J y r k ~ I ~ " ~ \\ r. 'I ~ ~ r r ~ ~ l I- ~ ~ . i 1 'L T ~ ~ 0 ~ T ~% I I I ~ II CAROLINA POWER & LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT te 4 FA ~J'g gO Location Wi'OO kl1 D d> Elevation FIELD INSPECTION REPORT Spec. No. Inspector Shift Weather COMME' / ~ 8 bEA J8A'8 J-Rb C Pr/z wd > lw Pd-a u8-pA rW Xr < 4 ro)2rA n g>.5 o 7oA'S~ 4Fd A8 & 8 Pr a~ iv' r oo< ZW gAogc-o7>b DAY AS f AAd'mAc 8 A 'Z >~ C~w r~r Afrrr o~e-" d rue ~JloD Aa %Ared< z ~ xA 9 k MAM/ dm r Erst x Z/P 47 P S~Po Ptf oo r'op r~ArwaM W>om ~~o A/A5 wc A7 +< >.w/Odd -sM/z ~ A Zh &Ad Worva A d&z PM 4 r'o 8 m. d 8 - 6A-CA-8 w r~~'~zo~~uea-rP oi r7~v. 9 /Lcd u.jz rJ ) c -z~ /~rW PArssb-6J W +x Sw r=oo re cTod 84wF~8-5 l-2 8 7P-2. z Ba gz~ 0 INSPECTOR Q A REVIEW S 7+ ~ ~ t:. W. 1, \\ CAROLINA POWER 6 LIGHT COMPANY ~ ~ 'SHEARON HARRIS NUCLEAR'POWER PLANT P 'I ~, ~J'+ o oo .Location," ~ 8 O BO ';. Elevation D~ W O FIELD INSPECTION REPORT Spec. No. PA'r8 -WA - C'A Inspector Weather ~ ~ Pf ~, f~ t \\ ~ - PPd ~7n/ COMMENT ~, r It OVf T' af AWO~ dm , 't 'I A7P'8d 5 r ~ cP 8 /dPZ r i 'cil ~t Wof!if Cu yP."t, JP d&E/5 reed AD S w z alr&7 Oo~s-u~ O~ue~z ~ ~ P&ardr&~ 's WNW~ lr aomMm M ~ ~ ~ r w f ~ac'a bM~ P r /p f'I' ~ 'fr t f ~ P ~ El ~ ~ 'NSPECTOR Q A REVXEW t V ~ ~<<:,j ".', E ~t g r ~OLI?A POWER 6 LICHT CO&'AEPl SHZARON MRRIS hUCIZ~ POWER PLA:iT \\ l <z Locati.on Zb D Elevation E'IELD IhSPZCTIOh REPORT Spec. No. ~ ~ R-5 Shift xnspector 3 IJKII'(( Qeathex EQI v. z, 3 'ed R cess / ~ l ac lv a / C'Y' I n ezz p,h i~e~c- /l~ L' / G'n INSPECTOR CJ4 utZPD. P04YR 6 LIGHT COMPANY SHEARON HARRIS NUCLEAR PVn~ PLANT no~ Location Elevation IIELD INSPECTION REPORT Spec. Ho. i J Inspector t 0t Shift COM~T VIAL'/ ii 1Z.' + CK Sc A 6 C3l1 C G u~c. AC LVl c ~ Cr bid c vms IhSPEC'IQR Q A REVIQi CAROLINA P(XiER & LIGHT CO~PA." KRIS SITE FIELD D '"I~'EST - SA:iJ CO.':E ~~ HOD .'a D 1556 FlELD TEST STATXO'8 iX. S. STATION E. 4'. ELEVATIOY'OLOR TEXTURE PROCTOR CURVE Ya. iiLQ DRY fivT OPTI:K'~1 i'.OISTiPX N IS-S 0 @gal MpP C h04p']cr cd.r~ fauaw Sv.ry CiN )A)'ses ~P.-H till i@zj 1. MT FiLLED ?iXT?i SA.iD I s'r.rz 2. 4T 4XTH."Z!M,'.:IXG S"'D 3. 4'T SA'iD USED (1-2) i.'T XE CO:iE & F ~T (Ca.lib Sht)z. Fz 5.4T P':D I'.i HOLE (3-4) i .>c Dt,.i~ ~ =iD (CC ' Oil 1 )f g ~ gQ A, hT b V1 iP'OIST SOIL c C 4 jw/..a l hT OF C: ('.o. ) !3,3 j O. 4T.':OXST SOIL j~a D". ~ e lC ~1O') j gzz.r( I j12. !iT t:E SOIL & CO::T 13. liT DRY SOiL & CO~:T14. 'AT t?ATER (12-13) 15.'lT OF CO?ixAXiiER 16. i T DRY SOIL (13-15) 3, t ~ gC ~ /c7 17 'MOISTURE COXaTEXT (lu/16) p j /Q yg I DRY DENSITY (ll/1.0 + 17) ( P g +~~ I I CC." -:;"-x1 OY '76EgW,~= ' r P ( 4 8 >z(ge5 Cr lA INSPECTOR I ~ di su~i( CHECKED ~ // IZ s~ c ~i Ci~/) REVIDvZD 0 4F h% P~ I I/(jr' r Cqpa'UR TOtd~Q. 4 UCHl . Hha@s siTE CO)PACTIO:: T"ST DATA S!!s".F.T Sample Location ~ ~ pie Flevation Sample ~.'o. Soil Description Date Tested By ~ ~ Type Tes t 81 f"f-& B HCRf MQQOh D PEGCTGQ. DENSITY Determination Yu-,,her At Hold + Com-acted Soil (Lbs". l !t Hold ('L;. ') At Dens't) (Lbs / bs/'"" 4 o 10 OVER 27 oVE hl GRze Dws'bw~ J 70ml I EB p.oz /PQC Ph~~~'~ 0'r ~rr AJ14 vvk ~ ' lk termination Kum'ocr Container i,'n. At Container Bet Soil (" At Container !. Drv Soil (e 6fi.Q4d.c.AY Nt. M~Y ~t Dry'oil iater Cont nt %/ r .( 20 5 ~ f Zb.9/~ ISG. I /4 S. 3'jet Computed By Checlccd By 1 135 CRROLIMR, POOVE'.R 8. Lj-',IT HRRRIS 5l7E 13 DATES M TEsTED B'( ~gL, D~L t25 I I } i j 120 I I I 110 105 100 I I I I j } I I I I I j l'I 'l c I } I i i ~ I I i I i 1 I I i I I I I I IX I 'I' II jx[ I I 1 I t I I I I j I I I I }Q 2.80 2,70 2.60 1 %~i I j.i I x! H jISTURE DEllSITY TEST DATA 0 e 10 15 20 25 30 IJATER CO"TI'.IlT <<PER CEI<T OF DRY I ElGHT TfST IiO. Llf'Tsl +D OI'}aT ))m} N -af+ s ~ ~ u ~'L ' I ~ ', I}. }af5f TII > ~ I V CA C}.Pa}'%II'if' I+V IV@ 5@iII I f I OZ AT IQ I CAROLINA POWER & LIGHT COMPANY SHEARON HARRIS NUCLEAR POWER PLANT FIELD DENSITY TEST - SAND CONE METHOD ASTM D 1556 Date:d. 5-7W FIELD TEST NO.LOCATION & STATION ELEVATION COLOR & TEXTURE ~zyoo hr rrzo Pi.gvarr San p CA>dy gl~d 4lgt) 5c'mcr gzl 15>&k pup 5o~c=y>cv PROCTOR CURVE NO. HAX DRY WT OPTIMUM MOISTURE 1. WT FILLED WITH SAi'D 2. WT WITH RE~ifAINING SRXD 3. WT SAhD USED (1-2) 4. WT IN CONE & PLATE (Calib Sht)5. iZ SAhd iN HOLE {3-4) 6 ULK DENSITY OF SP%) (Calib Sht) 7.VOLUME OF TEST HOLE (5/6) 8 ~ WT ciOIST SOIL & CAil 9. WT OF CAil (No. ) 10. WT HOIST SOIL WT DENSITY (10/7) (. U I I f I j l12. ilT WET SOIL & CONT'3. WT DRY SOIL & CONT 34., WT WATFR (12-13) 15. WT OF COiNTAINER 16. WT DRY SOIL (13-l.5) 17. MiOISTURE COi'lTEiNT (14/16) DRY DE iN SITY ( 11/ 1. 0 + 1 7 ) PERCENT COiMPACTION.EHARl'S./~7 rraCr. S F INSPECTOP.. X4rcr r~ CllECKED )r'h REVIEW / Ii ~ ~ ~ <<) ~ / COiIPACTIO: TLST DATA S III.I'.T (5'a Sample Location ~~4'~ S e Elevation ~~0 Sample No. TF Soil Description Toy;w ~h'nl 0 C cA 9 Sc. r 5; L g sloe/p 9h'/) &~ pf/ev ~ <> -5 -7P'ested By a M lit >t ldll p~ wp DENSITY Determination Number .it iilold + Com-loo I'co >2 8b g incog . t Mold I'Lbs) .i't Compacted "oil I'Lbs 't Density 'Lbs/8t 9.IS 9 t2)5 IyZ3 ) 31 I I 30 2 Dry Density I l)g .Lbs/ft IIKb$ I)/,gl II 7 IP (jfn qg ~ a>i i ra ~aa>>ii 'Lr'vao>> ~ aa De mination .bon ta incr 'i:o.t Container.'t Contairier -Drv So Q% COid.C.liticY I 'r) I LC>,3 i~t. M~ 'rt Drr Soil( q2 ~ ater Content 0/ /pop Pl 7 II s'0 ~(2, S It.P'I1 (zo 7'. pg p I7,< 7. roHi /ee 3 Z 9O,o Computed Dy V>'l< Cltookcd ry '>t . r, ZC 7 ~ \\ 135 ~I5 CRROLitJQ PO'jl<F P 4 -'IGHT HARB(5 SI! ~' DjjTE 5-7 T< T asiF D 8'( $0 130 '25 lhi i I - 120 ~ 115 2 .110 5 105 I I I I ( I ', l l ~ y! I Lhi I ILi ) g j i:J ( I'q I I '.! I I I !'~lX yQ% iX)g 1 Il )ISTURE i'I,'S/TY TEsT DATA 100 1.. l I~ I ( I! I I I I I I ~ ~ I I ~ ~ I I l I l i ~ ~ / ( i I I l l i i I 2.80 P.70 P.GO I '%0 I 0 10 15 20 25 30 WATER COIIITEHT -.PER CENT OF DRY HEIGHT TCSTII0,<<QTIIOI) OI'I K ST f I ~ g~C~S ~TA4~',~> !GQ ~IAX. CAY QI ~I I TY P F OPTI ~ ~ CCII TE's T. I S:L CLSCIIII'TIOIOII CLFSSIFiCATI I AeO SA<<ILL LOCATIOII l3PcI 'g,SI)soy Cene " iver . Lc'Iril 5 nc'crsr'nl8 '/jVg Q~ /~A Qbl 1'ppc4'g-2dcO [g //$0 P/j v Z 7/j." 0 'ROLINA POWER & LIGHT COHPA'lY HARRIS SITE FIELD DENSITY TEST - SAM) Cob~ METHOD ASXH D 1556 i DRTE FIELD TEST No. ST:iTION N. S. I(' W ELEVATION COLOR TEXTURE PROCTOR CURVE No. MX DRY HT OPTDIVi~f i~mOISTURE l. WT FILLED HIT>> SAND 2. HT WITH RPifAIiiING SAND 3. WT SAND VSFD (1-2) 4. HT IN CONE & PLATE (Caaib Sh") 5. liT S:':": HOLE (3-4) ELaZ DENSITY OF SA~W (Caleb She) M PsD M/78 ~ 5/bcpl to v I(~kt > (4~ w), z<'lhy c,(ay t&8. 7 5',. 5 ~ 9 P9 O Q4 0 v de Q p l+y c(~8 ~ I('eH ~sil ~;d. ~i gP %dan~ pe~ Scru 3. HT HOIST So L & CAN 9. HT OF CAN (No. ) I 3. HT '.GIST SOIL I 1. WT DE':SITY (10/7) 2. HT WET SOIL & CONT 3.. WT DRY SOiL & CONT WT WATER (12-13) 5. WT OI'O:iT:Q!ZR WT DFiY SOIL (13-15) 7. NOISTVRE CONTENT (14/1.6) DRY DENSITY (ll/1.0 + 17) PERCENT COMPACTION Z '75 ~ ')5 w <-5.. on. ~~5.9S /nc..3, IKSPECTOR C>>ECRED ~ F.LVIIBiED e ~ I ~ ~ ~ ~ ~ ~ g ~ 4 4 ~ ~l CRROLltJA POSTER 4 iGHT l)ARR!S S!TF DATE 7g 1 ~i FD BY 130 ~ ~ I '125 120 J 115 .110 105 QL i%i ~ ~ gp fl /ISTURE DLHSITY TEST'DATA " 100 I i I J~, 2.80 ?.70 P.GO 4 IQ l i 'l I 0 10 15 20 25 30 WATER COHTEHT - PER CEHT OF DRY WEIGHT i TCST IIO./I 22-IIQTIIOO Or VS)ja7N -MB ~I*II,Ony OI.'t'ITT PCF %Tilt'DARQ (Qg,/ Kcci GQ OP. s ~ eowI COll IL I T l 9.5 TQ0wW as/'3'<<'~ +la y CI/ ]o 0~<+4 ~ CL>> 9 o" /we 6 5/01 Ir JI P)P 't<sy ~ 0 I 6I(AFIay ' l0 /')$0 /1/ //~4I M/C7 lf/II// /I$/II f( ILOIJ &c.ry C'lay tf/4 9~Cg I SOIL OLSCFIIPTIO'I C~ CLI SSIFIC4 ~ I I ANO 5@iII LC LO ATIOII '.OLINA PEEK & LIGHT COiPA&s SEGRQH HARRIS IiUCLE'%04cR 2LAhi FIELD INSPECTION KZPOKT - Date tion , ~/god Spec. No. Xrspector Q~niw ...Elevation Shi,ft d~. mQ - ~'~*Q %cather l.\\ ~ , ~l Date cation Elevation Z'Z8-W M CAROLINA POtKR h LIGHT CO.'PAM 'ARON HAWKS iVLJCLEAR POWER PL. FIELD INSPECTION REPORT Spec. No. ~ -e S'd 8 S'o Easpeatop ShS.ft X a g4 .'da Qeathez' ear a~ CO.~KNT ro de' Q ~.gc ~ r c V S r re cP' Date cation Elevation ROLXNA POWER & LIGHT CO>PAVE ~ i SHt MON HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT Spec. No. Inspector S}lift Weather C COMMENT + (z. 't:S 1'L'CYO!i Date cation Elevation ROLINA POWER & LIGHT COMPANY SHEEN HARRIS NUCLEAR POWER PLANT FIELD INSPECTION REPORT Spec. No. Inspector S}lift Weather COMMENT + e INS PEC'fOR CAROLINA POWER & LIGHT COMPANY HARRIS SITE FIELD DENSITY TEST - SAND CONE METHOD ASTM D 1556 FIELD TEST No. T'F-S ATION E. W. ELEVATION COLOR PROCTOP. CURVE No. MAX DRY WT OPTIC?UM iMOISTURE L?&~6, si%~i pm~~f s ~w~ 1. WT FILLED WXIH SAND 2. WT WITH ~?AXNING SAND 3. WT SAND USED (1-2} WT IN CO,E & P:.XTE (Calib Sht) 5. WT SAND IN HOLE (3-4) 3 6. BULK DENSITY OF SAND (Calib Sht) ??QT??'ht (}a e CT ?JQT ( 0 /Q WT MOXST SOXL & CAN 9. WT OF CAN (No. ) 10. WT i.'DIST SO.L 11. W3.'ENSITY (10/7) 12. WT WET SOIL & CONT 13. WT DRY SOIL & CONT 14. WT WATER (12<<13) 15. WT OF CONTAINER 16. WT DRY SOIL (13-15) 17. MOISTURE CONTENT (14/16) DRY DENSITY (11/1.0 + 17) PERCENT COMPACTION REMARKS T .ZI-4,Z tlat INSPECTOR CHECKED REVIEWED 0 CAROLINA POWER 6 LIGHT COMPANY HARRIS SITE FIELD DENSITY TEST - SAND CONE METHOD ASTM D 1556 FIELD TEST No. STATION N. S. STATION L. ELEVAT ON COLOR /~C) CD 3 oo 2.3o Pgouu CWg Sr~1 Pi~~~ y~ gi~perVS PROCTOR CURVE No. MAX DRY WT OPTIMUM MOISTURE 1. WT FILLED WITH SAND 2. WT!!ITH REMAINING SAND z..R /oO 3. S. D U"ED ',.1-2) ! T I?>> COZE & P! '..E (Calib Sht) G. Z4 5. WT SZ~:D I?! HOLE (3-4) 6. BULK DENSITY OF SAND (Calib Sht) 7 VALU?' ~ OF TEST ?!OTE (5/65 WT MOIST SOIL & CAN 'j. !!T OF CAN (No. ) 3, 4.7 ~ 7 11. !>>T DE':SIIY (10/7) 12. 'WT !!ET SOIL ~~ CONT 13 ~ WT DRY SOIL 6 CONT 14, WT WATER (12-13) 15. 't>> T OF CO?'E~U.?>>ER 16. WT DRY SOIL (13-15) 17. MOISTURE CONTENT (14/16) DRY DENSITY (ll/1.0 + 17) PERCENT COHPACTION a 3 ] ~ 5 CD I REHARKS INSPECTOR CHECKED &H..'ABD ~ppPeg c:qt- ~iraq to~~ae uCHr HARE6 SiTE CO'..lPACT10:: TEST DATA SIII.I;i Sample Location ample Elevation Sample No. Soil DescriptionC'ate'ested By Type Test TH-& B Ht'A MD PK)D GR. DENSITY Determina tion Number At ifold + Com-acted Soil Lbs'Lcw SZ) c i (QO 4: .loz. At ~fold Lbs 0t Compacted Soil Lbs 4t Density Lbs/ft Dry Density Lbs/ft 4,. l 2R I'M.S IR o tZ~.f f8~ 6 lzs. MATER CONTENT Determination Number Container No. At Container filet Soil At Container I-Dr Soil Vk.Coat+~ Wt, g~ At Dry Soil ~ater Content 0/ Izl,8 QD;l t/72 t I> o z(8 ZD~ $,8 IZD l I7 92./ R.'7 5o3 927 l'81 7,% IO.+ tgR,C Computed By Checiced By 135 CRROUtdh POmER8 L.HT QRRFi',IS SlTE DATE TESiED BY ~J '/ '25 I I I I ~ 120 LL V ~ 115 ~.110 I 100 Ihl s I 4, ly( p 4 ~ ~ ~ ~ ~ ixt, 1 I I I I ~ g f'AISTURE DEflSITY TEST DATA I I i i" I i I l i i I I I I I I I I I I I I! I I I I I I X:~ lx I i jx! I I I ix Ih! 0 10 15 20 25 WATER CONTF!lT - PER CENT OF DRY ilEIGI<T Tl:ST << O. 'k C <lY Or -<.- ))Mi N-C Op ~ ~ ~ .:i. ccscs>>T< I CR ci./sc<r<ciT<o ~ i~c< si'<<I I.c LocAT<o<< V CO.'PAC ~O .:ST DATA S!!EET Sample Location mple Elevation Sample No. Soil Description ga Date Tested By Type Test IH-6 R Htgf C ~i QDI PRGCTGP DENSITY Determination Number (Sun Dried) At Mold + Com-acted Soil Lbs 3 ?t Mold Lbs'l 4 3 4t Compacted oil Lbs aft Density Lbs/ft ry Dengity Lbs/ft 7D .o l26.2. le Ib pp',s~e \\g ITAJ.Qlh vvllkl sk. Determination Number Container "o. 0t Container Met Soil (". At Container Dr Soil ( ) ~. gee&(4ev Ment u)~v ( At Dry Soil (L c .0 22 7 <atcr Content 0/ C7 isa I@.+ Computed By Checlced Ey ~C 135 cRRoUQh PowE.R, 4 L. ~HT QR~tS Sl 1 j= DATE 5 lb I I I ~ c ~ l I ~ 120 ~ 115 110 l l i I:. i I I l i l I I j j I I I I I i I I I i i jRi I i I l I I I il ~l I ! '.'i!X I I I I c i I I I j I I I. I I I I I I I tl! XQ l!MOISTURE "E!lSITY TEST Of: A 100 i i I I I i I ~ i I i i j I I I I ~ ~ I c I ~ j I I," i ~ I ~ 'lL s I q I z.ac P,7Q 2.60 i I I I I t i i j i I I I I i I I g I c; I I j: ~ I I ~ ~ I j I 'c,,~ c X s ~ c j I I 0 10 15 20 25 WATER COllTE!IIT - PER CENT OF DRY WEIGHT 30 T CST HO. TF t1 I ~ i. CnT Q I' c 'c QQT N.6-~: Ada. ~ lizg q v V ~ ~ ~ f~;I c g~CCICcT.ie. n ~%g t(IC' g. I iC aqy 5Aalec. f I.Q~ AT IC'I cjccy~ ~c( cDI q ~lkz@w~ 5 a 'I M~ 7f:,'cation~A'< WA' Elevation D3 -rIELD I"SP" CETO:: ~POP,y r II A@8'c v> g T~ 7da ~ I ~ ~ Spec. So. CW~WW~ Inspector Shift 5'DHI CAt,'OLI.;A PO:i "2 & MGH CO~Pa SIKV;O:; IU~ZZS:ZC':-~~ PO"'Z.".- PI-'~Z a 1 I 'Heather n J /Q ,I ~ I CO:"'Z:;l ,'/(.z -~oar ~Q wC I ~-~ '. "~"+'." nii =.Dc 2 oc" P .ef '";-'=.-.- 5 ~ I ~ I I 1 ~ 8 M~'. I rC'k---. ~A D r' Sl ZO g4'* ~~ p'/g9 brf'r rt 4l p.' hl'C( WQ +0 re I c/Y $ ~ ~,"f D. ' , ~ ~<~> -~as o"* I I ~~~~M J'4~ .-ow-A /~o 'Fa g88 ~ baz I I ', ~ ~ 5 ~ I "1 It ~ I I~ I ~. I, i I I I I I . ~ I If ~ I AROLINA PONER 6 LIGHT COMPANY SHEEN HARRIS 'NUCLEAR PO'HER PIJuVZ FIELD INSPECTION REPORT te Location Elevation -7l-7 p'r'ZOO @gal p 0 0 o Spec. No. Inspector St iSt Hd . 8'0 Heathen tAe-v +MAW COMMENT MzicWW c/C' 0 cr ega INS PECTOR ~ >g ly( e ~ ~ ~ )> c l g g ~ ~ ~ eLa ( ~(ii ~ le/ I ~ ~ < Sill:: >" >!.'.~,'!;l5 1:1'"J I':1'(>"->J.! '"1.'.~lsl) Ii..r.'~'l LJ..>i'i 1.1.'-laiL / I Xl),,lcGC,): .~ - (.: - l/I (/ Shift lie." < ha@ '. r ! 8 1'i. --% C.~~':~i ( ~ 1 1 Cl~>(P (tg'O'A",ix & LIG1T CO.! 'z.<i'HL'ZlG:l iis'PZS t."alCL.::R PO':FZi Pl~~'Z Fi.V 0 It:SP1'.CTIU:l REPOPY. -(/ .-~ Spec. No. Q!~~" - <<"( "- J Zn Pentn" ..3 f /S (-:".i.I'!i f Shift C:.~C!.< Httthtr: I>I>>,>>>.C. ',c. c:: a)J jJ, t e%'L ~ ~ I ~ ~ ~ ~ ) ~ a ~CIlP v i l I LI e I ~ Ih ~ ~li ~ L j, /,,r ~ / s /'-'.,<) t L'7.C).'e <. / a).ov::- <a )i, ~ ~pr }r. ~ "'<.'~t!(~ ' F>i+et< >~.-'(M r ~ ~ } 'gg ". ( l N~~ f f f-" 1f gp [ )birr[> OM ~J pgl / ~ ~~r +~, g )r('~ '~ g r'< / +( r ')} )(<>2~ +a< / wg >et' f, ) >,'.~ ', >EX'> g)) [ < '1 N g>QC( ~ , I g . 4d: f f (.3.", .)" i 0 A )li:V'3)."..' (\\ e> )J:La.d s );.'i,s ~Lg as4LsL )4 ) V'aliis ) j(81 ~ Z 1'.".):l.l) 3.li!'i'"C'iiA:l i'i,"i'0!."I: J)ace ( J. L'5"n ii L I.: ~r >'1< ~" t ~ c" ./ g /r'.') J'n..pc>> t:or '.." f- (4!i-: '~'!!)s. i.ie f).:.<..4 QQ L'}1(.'l. Qj.QPf f ( 'w I...l, l n r).~! ."J ( i i",'l'.:. C ..'-=.?P r.I:.".>- <i ~~. I) l)i+ ( '~"[J':.'c %. +":.';g(~,g ~ lh n+ <v~.-( / ~') ) (If "q p g r- -"~ i(sn, ~ l I I-'- ( il-'.:i! i"::=.:-rg,in n J I 1 I f pItC.,~( I~ I/-". 'i"I~[:)~~(.. (' .: -'- l'".:~:-';.~'.i l~"l:~ ~: 'D+ '., ".-::('~ 5 ldfl~ g;;~g,;.<.",':rj'. ~: r>i ~ '>' t'".=;~--;-', <. '-'i/O g,) f C'Q / l (1,,:ll, Q,, spec. i.:v. C'lip-=J/-C'j-,'c.-') t.") ~ <:C L'4>> Ri.if<: <<j-~ !tQ:lL'!'r.'.) p~ I hl~ pf~~, P( - / J (.li-: n ~.:<-.=.='-,:)n-.-:, ~.,-=;, -c=,-,~ l ~]>- ~--g~~f(,.g:...0>( c,r~r,p jQ c-<qw 3g, ia g~~~ p%w~'-j ~-f.C)p~>> vg l pq~'!i"-'~~C"~.', i+! I.. 'r y'c'>(:.I;,...~w~4AMQ+ J g~+g<c(fry~ (,,~ ~ l .."!-:."-,,,.:-,,5'.3- .,-. ~,- 4.((..p~. ~,:,..c.:,=i:.-,. =.-,:::, -9 ~ -CI g: ".~-.-A.-4'~g .~ L J ~f ))f J Q~p 'c - C.<Q l.!~),ig iM;8 ( ~ L ( (e M ZH~ %~K ~~, i~~'.,J,,~{<(. ~~ j 1) I 4:--L,,-.~,, l;..,-~ ~,:,(~g 4-,: @ k:,-.;:,,(,, g~<~L-X.".;., -.I; J;> c;.~,;-.".- c:=':=" "Ex,.=;-,, -,.; -:k,-~-, ~. I,, (~ /i )ll:k',';.' 'i'ES"i'XLJ~ PBQ(lilAJ4 - liA'ilDGll FXLL SLTTL}:!lEN7 Clli<VH CPAL - liAllB.XS 53."l'E Te t 1'i11 No Lift h'n B.equired Ti!iclcncss Type Cotro..ction Equipment: Rcmexlcs l ~>W( Da te C-..~<; 7 >y C ~ ~. t:-"ic! Settlement + 6 AU aBEI< Ol'taSSES (iN ) 1 iFt tio <<'su'red ihi.c.L~.",.;o 'x'ype Cor,act'oa T:ov='nmcnt 'I: ( ",,i';..r 4'..;- (.; II ~) . ~ .,em~~1.~ lQ s I." 4 >"~~~ -~.': G i C'-'- Settl m nt c'~~ a >C ~ ~~ r !<Ps ~ ~ Slr la I 1 j IdaW% 4 Test l'ill fop I I Lift ho ".cqu'e~1 Ti>ic)'ness Type C.o;;.p;ction Equip-.cvt Rema"l(~ ~ c ~- A l 1 Set,tie r..=-nt + C~ 6 VUHBER OF PASSES (ii) 39 lcl(oesa be-., Layer., D: KBD" Vo 1U:iae 0.. )(a t'.e1 f<I'): su 1' aca .)Ieaslj ) "...'.j:,'nt Yop ni;:cjt.er.o 'p l?eight can (." i:,o of t ' ie~ fi11c(j) l eight; ca)i fille;d (t.ota},) .'i;j!j!pie );.eight (j(-3) "?cif1'jt of sa)1(l rijort.ar - bc.fore Vol.u.>>" of Pan(l ii Grt,az Lucite t iicfoi(6 .,ity'f sa:}:) v..ox'a): (G/)) ~ a I u a Ucigl)t of san(l morta): - after f!eigl)t of s3))(3 )ioftar. in hoi(l (0 9) Volur..c of sen(l rjovtar in hole (10/:.l) 3 Volujc: of @ate-r for. hol(! rj'.<:I~sue.(:I~:(.ljt, Voll;::ie'f; ljo.) C {12 ")+ 1! ) 3 ~ ~, l (.t (lena). t>i 0I..te1ia} (.ii 13) Dr)i (ie))' t)I Of )I.'cjte):) 3 { 3 jj/o))c " 2l ) I ec)g t[. j ( j t"r ~,.j ~ >>p 4E') 3'Il) l '4'('t jaj)i t 0 ve I'l!~ I 1( + cj))It ( ( )I' j.i,;):t (:)'?; 0 I1."'llCC 5(l)jj" ("I)I)~ai).:r 'I ~ I I ~ ~ i(w 3 I > ~ I ~ I i I" ~ 'IS \\ ~ ~ C.~'lOLi,l:A."vii!;". 8 J-XGF1T - !i.'ZfiIS S~TS GXi.'E /~"1/J.YSXS Dgn,] ~ Pj P $> 7 t'e "'::"-:::~n~Dwan~i'. u::;SC:;Xi."";~.", ~Qh ~ LSD)n~ 5+4Km .Qn~..~I l~.silks'~ ~w~f p~a<<4 ~(gvay 5<M~Y'XgVP 1s'O. /8Ii':" Ir'" $'1 I(M % ?14 Ql $ ~'lg'g 1 T. SZXV"- P7 ljS SOX J, t;" ~P 7/ i-.i',j'/ 7;.i ij'i: /2 /f 7 I L!.'t 5 <<) mph' j li I / ) Ii~ I C!lI R"TAT-'.".D np 17 7.7~ r I/i /< V~I /o7"~i L(-g,( 7 i~;UZ /r. 7 $. t/ C!(,'](- ~~)<) 7 f / BZTAXVEL'( g') l. I't "i/-: '(,(r 3 i)-'"( /: O'I p ( / vyS/- ." 7 (-.g i~ /. P/BSXliC 7i, ~Z /!(i f ( p5.la ~7 (j, ~',' /I XHSPECTOR CllEC!ZD r',/,,' Q A BEVX'LV @PwdR AC. ISIONS APPROVEO NO. I DAT! 'ESCRIPTIOR eL zeal IKL 24%I eL ZIlel CPlgIIJA ~Yg4 ~IF'R4 Ku L S.C.II8 IJ g5y 9q auCK EL. ZSo.ql CAIIOUNAPOWEA 4 UOHT COMPANT SIITAROR HARRIS NUCLTAR POWTR PLANT SOO IIW UIIITS HO. I, f, S, ARD ~ Fl-CHILI= a F mA'ICE Waging. i~P48. DRAWII ST: 0 Tt: CNK. STI APPYD. ST DRAWRIO JI I.'VTCV 5 51 W REVISIONS APPROVED NO. I DATE DEACRIPTIOK PaiJ~ p)Ll ELAN@ ~Ld I gai VfQf, I = SOI I4CIQ2'. CAROUNA POWER L UOHT COMPANY 5NfARON NARRI5 NOCLKAR POWBI PLANT 500 IIW UNIT5 NO. T, g 5. ANO ~ FVai-IL8uP'~5 m~g I~AVg DRAWN DTz D TAI CNC. NTI DT D WDIO 0 I JLe~ 5ai 8 V ldzI @800 D,IIM P'IEi ORIOLINAL QROUNEI~ AFTfII. STRIPPIIIEj ROGC LINE APPROVED NO. I DATE ISIONS DESCAIPTION I EL. Z60 fh z EL. 250 I fl, ZI0' Ei. z,x' I050 RAM STRIPPIHC, ORIQlhlAI-QROIINP E5 lh lalz3 ~I-E NIO>o 'PL)AT'ZAPf gl.~'OC'IIIE+ BP 34 NIZ50( WI150 IMCg EL. K'H El. P:l0'l. ZCo0 KI-. Z50 EL. Z40' fl QD Nl~OO SEc.TIQN E-E SCAN 6 I"DZO'AIIOUNA POWEA A UONY COMPANY SHEAAON NAAIUS NUCLEAR POWER PEANT ~OO IIW UNITS NO. T, 4 5, AND ~ PKOFltE OF SERVlCE WATER LONE DRAWN ST D TE'FY 5-31=IN ST RAWINO 3.5 3.0 tl Z5 2 70 Zo 0 tL UIx IIL 1.0 L NOTE:4II test doto, gave.been no~motif.ed to a r ean normal eCCecPive sb'egg of LOOO Lb/fthm veiny Vhc relationship Qa Q + 'lx. A C'fCLLC TCLRSION 'TES'T 5 SERIES '5 + ap = 5OO Lb/fti - IOOO ~ ~ = 2000 84000 i 60PO ST RAIL]-CONT ROLLED C'fCLIC 'TRIA'KLAl TE.'bT S SERIES CCPS -- 1155 and LLANOLb/Ai G =3945 and4000 ST R.E'5'5-COl4TROLLE,D CYCLIC TRLAXLALTESTS GKRLE,S I Q5 = Z5PO and 5OPO Lb/A~ '9 I /o STANDARD COMPACTION ATOPT IMUlvlWATER CONTENT ILL g'XI M IP g) I KIQ+ 3xlp ~ I x)O + +yelp ~ lxlO 4 3wl0 i 1 xIO"+ . 3xlO SWEAR a'TRA.LN, 5 1 XLO 3xl 0 I gLO 250 was assigned (a parametric variation of approx 40% above the basic value). As was done for the filters, the assigned damping ratio in the rockfill was reduced by 20% in parametric studies. 2E-F.3.5 Random Rockfill A value of K equal to 90 was selected for the random I rockfill of the auxiliary dam and auxiliary dike based on field seismic geophysical measurements in similar rockfills of dams see App 2E-C. The compacted random rockfill may be somewhat stiffer than the rockfills in which measurements were obtained; therefore, a value of K equal to l50 2,max (67% greater than the basic value) was used in the parametric studies. Damping ratio was varied. as described for the rock-fillof the main dam. 2E-F.3.6 In-Situ Residual Soil As described in App 2E-D, values of K2 in the residual 2,max soil at the auxiliary dam and auxiliary dike were determined based on geophysical measurements. The effect of increased modulus (plus 28%) and decreased damping ratio (minus 20%) was studied in parametric variations made for the auxiliary dike; see Table 2E-F.4. 2E-F.3.7 In-Situ Weathered Rock The values of K2 assigned to the weathered rock at the 2,max main dam and auxiliary dam were assigned based on field geo-physical measurements; see App 2E-D. In order to study the effect of modulus changes in the rock and the response of the overlying materials, the value of K2 was reduced from 2,max 700 to 250 in parametric variations for section A-44 of the auxiliary dam; see Table 2E-F.3. 2E-F5 Amendment 23 Material Moist Saturated Unit Weight lb/ft Poisson's Ratio Shear Modulus Parameter 2,max Damping Ratio Main Dam Rockfill 130 145 0.6 0.30 180 Auxiliary Dam & Dike Random Rockfill 130 140 0.6 0.30 90K= ratio of horizontal. effective stress to vertical effective stress 0G=K a~ max 2,max o where a0 = Mean normal effective stress in lb/ft G = Maximum shear modulus in k/ft max"*as shown *in Fig. 2E-C.3 U'8 hJ In sA MAIN DAM, AUXILIARYDAM~ AUXILIARYDIKE~ DYNAMIC PROPERTIES FOR ROCKFILL MATERIAL Ijl ~OI" ~ CORSQLIIIATION COEFFIC-IENT-SQ. FT. PER DAY ( SCLID Lit!E ) O 0 + I ~ c ~ l ~ ~ JZSS I I VOID RATIO Cn CD CDag t-Cll CD 1~ Srl ~ I I ~ 1 ~ ~ ~ C/I o'. I Vl oo I J C O CXI CelI.I ~ ~ ~ >> ~ ~ ~ M ~ ~ i ~ 1 ~ ~ / ~ e I ~ w ~ ~ ~ ~~~ ~ ~ ~ M (0 oso 0 O p 0 m 9 0 00 0 0 ttl r n 9 lll O Cj fn nnIl III C4 0 8 m n Z 0 0 1 en C/S O ~t -I j II O O4 CO Cjj '0n g7 A OZ 0 M O vM m pj ~ 0/ 'lS C4 Ccj C tet ttl 4 CS C(j 'a O 0 cl C 0 CJ0 0 gl PZlIC:-IJTAOE OF D-".TUL CC:ZQJWTIM ( D.'~GJ LIIeE) c s I I ~ ~ 1 ~ ~ ~ ~ ~ - ~ ~ I ~ ~ I I ~ I I s I ~ ~. I ~ ~ ~ I ~ I s ~ ~ ~ ( i I I i s ~ ~ 1 ~ I i 1 ~ ~ ~ ~ ~ 1 I s -I-.- ~ ~ 1 ~ ~ ~ ~ I..s. I. ~ ~ ~ 1 >>I ~ r ~ ~ ~ I ~ ~ ~ ~.I j ~ ~ I i. ~ ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ I I ~ f ~ I I i i. I i!', ~. l o ~ ~ ~ t ~ 1 ~ ~ ~ I '.r:L ~ ~ ~ ~ ~ I I ~ r: -T:-" ~ ! ~ i ~i. t~ 4 ~ ~ i. j 1 ~ ~ ~ s ~ ~ ~ c I ~ I ~ ~ ~ I' ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ I I ~ ~ ~ I ~ ~ ~ ~ ~ ~ ~ t: j. I i I ~ 1 ~ ~ ~ t ~ i l i. ~ ~ I >> i. ts'e ~ 1 ~ I ~ ) I I 1- ~ ~ ~ ~ ~ ~ J ~ ~ >> ~ ~ ~ ~ I. I ~ e I ~ I ' .'t.!-r j- - I.l-l ~ 1 ~ ~ ~ 1 i c I ~ W ~ ~ 1 ~~ I ~ 'h

ML18017A480

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