ML17276A209

Procedure for Soil Backfill Testing Program, Revision 1

ML17276A209
Person / Time
Site:	Columbia
Issue date:	09/30/1981
From:	Zisman E BURNS & ROE CO.
To:
Shared Package
ML17276A206	List: ML17276A204 ML17276A209
References
PROC-810930, NUDOCS 8111200678
Download: ML17276A209 (28)

Text

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,I WASHINGTON PUBLIC POWER SUPPLY SYSTEM WNP-2 PROCEDURE FOR SOIL BACKFILL TESTING PROGRAM BURNS AND ROE, INC.

ORADELL, N. J.

APPROVED Rev. 1 E. Zisman September 30, 1981 Supervising Geotechnical Engineer

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TABLE OF CONTENTS 1.0 r SCOPE 1.1 General 1.2 Applicable Publications 2.0 MATERIAL EFFECTS 2.1 Grain Si ze 3.0 BORING AND TESTING REQUIREMENTS

3. 1 General Boring Requirements 3.2 Correlation Testing (Phase 1) 3.3 Fill Testing (Phase 2) 4.0 FIELD TESTING PROCEDURES

4. 1 Pressure Heter Test 4.2 Downhole Nuclear Density Test 4.3 General Boring and Testing Procedure for SPT, PMT, 8. DNDT 4.4 Disturbance Effects 4.5 Loose Zones 5.0 REPORTS 5.1 Final Backfill Testing Report Appendix A - Boring Log Form Appendix B Figure 1 Boring Location Plan Table 1 Boring Location and Testing Tabulation

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1.0 SCOPE

1. 1 General This procedure shall establish a testing program to determine i nsi tu densi ties in various guality Class I backfill areas. The insi tu test program shall be divided into two phases: the first to deve'lop site dependent correlations between relative density and the various indirect methods used to measure relative density, The second phase shall be to actually measure field densi ties and other engineering fill properties in areas under question by 50. 55(e) Condition 146.

The correlation testing (Phase 1) shall be accomplished by comparing known relative density values in test fills to the following test methods:

standard penetration tests (SPT), pressure meter tests (PMT), and downhole nuclear density tests (DNDT) in representative locations. These correla-tions will establish si te specific dependency of material type and depth on test results.

Once initial correlations, acceptable to the geotechnical engineer, have been established, fill testing (Phase 2) will be conducted. The various tests will be performed in selected areas of the service water pipe line, and the remote air intake structures and pipi ng. Correlations will continue to be made as additional data becomes available.

All testi ng will be done under the direction of a geotechnical engineer.

1.2 A licable Publications 0 1452 Soil Investigation and Sampling by Auger Borings 0 1556 Density of Soil in Place by Sand-Cone Method .

D 1586 Penetration Test and Split-Barrel Sampling of Soils D 1587 Thin-Walled Tube Sampling of Soils D 2049 Relative Density of Cohesionless Soils D 2167 Standard Test Method for Density of Soil in Place by the Rubber-Balloon Method D 2216 Laboratory Determination of Moisture Content of Soil D 2487 Classification of Soils for Engineering Purposes 0 2488 Recommended practice for Description of Soils (Visual-Manual Procedure) 0 2850 Unconsolidated, Undrained Strength of Cohesive Soils in Triaxial Compression STP479 "Suggested Methods of Test for Identification of Soils" by D. H. Burmister, Special Procedures for Testing Soil and Rock for Engineering Purposes, 5th Edition, 1970.

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2.0 MATERIALS EFFECTS 2.1 Grain Size It is expected that occasional gravel si zqd particles present in the site fill materials will have some effect on test results. To compensate for high blow counts resulting from the occasional gravel size particles, SPT values will not be considered when: A. Greater than approximately trace (0-108) amounts of gravel si ze material is found in the spoon, B. A loss of sample occurs, C. Angular gravel fragments are found in the spoon sample indicating (to the geotech-cical engineer) the material " .h'as - been broken during sampling, D. Comparison of SPT values with the other methods indicates SPT values are unusually high due to the presence of gravel.

Gravel sized material is not believed to pose a problem with the PHT or the DNDT..

3.0 BORING AND TESTING RE UIREMENTS 3.1 General Borin Re uirements

.1 All borings shall be advanced by means of a drill rig equipped with hollow stem augers.

.2 Soil sampling shall be performed in accordance wi th ASTH D 1586.

.3 Continuous SPT's shall be taken from the ground surface to the bottom of the boring.

Sp'lit-Spoon samples shall not be driven more than 18 inches for any sample interval.

.5 Boring loca'tions shall not deviate more than 0.5 ft. from surveyed locations determined by the geotechnical engineer .

.6 All borings will have their locations referenced to the plant grid system.

.7 At the completion of the boring, all drill holes will be ,

backfi lied with insi tu material to the satisfaction of the geotechnical engineer.

.8 Representative portions of each spli t spoon sample shall be preserved in a glass sample jar clear ly labeled with the project title, date, number of boring, sample number, depth between which the sample was taken, soil identification, and SPT values.

~ 9 Boring Contractor shall furnish a driller's logs for each boring.

. 10 All field testing shall be monitored by a Geotechnical Engineer

. 11 Geotechnical engineer shall maintain a boring 'log, furnishing.

the information required on the sample boring log form contained in Appendix A.

. 12 Borings shall extend (except as noted below) to which ever depth

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is greater: a minimum of 3 feet below the Category I utility, or until two consecutive SPT values are each equal to or greater than 15. However, borings will extend deeper than required above in areas where backfill was placed for circu-lating water and storm sewer Class II systemsthat cross -onder the area of investigation. The deepest extent of this is elevation 413.

fill 3.2 Correlation Testin Phase I 3.2.1 Standard Penetration Tests (SPT's)

. I A minimum of four borings shall be drilled at locations of known relative density; these locations shall be determined by the geotechnical engineer.

.2 SPT samples shall be classified in the field by a geotechnical engineer in accordance with ASTM D 2487.

In addition, any unusal occurances shall be reported on the boring log.

3.2.2 Pressure Meter Testing (PMT)

. I PMT will be done in each boring.

.2 Initially PMT shall be done in representative types of site materials with respect to density and gradation.

3.2.3 Downhole Nuclear Density Testing (DNDT)

. 1 DNDT shall be done in each boring.

.2 The DNDT shall be done in three foot increments for the entire depth of the boring.

3.3 Fill Testin Phase 2 Standard Penetration Tests

.1 Approximately 40 borings shall be drilled in the area requiring supplementary test data.

Same-~as'n 3.2.1. 2 3.3.2 Pressure Meter Testing

.I PMT shall be performed in each boring.

'.2 PMT will be done alongside or immediately below the elevation of the safety related pi pe, and at all loose zones (SPT values less than 15).

3.3.3 Downhole Nuclear Density Testing

.I Same as in 3.2.3.1 and 3.2.3.2.

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4.0 FIELD TESTING PROCEDURES 4.1 Pressure Meter Test A Menard pressure meter shall be used to .determine the insi tu deformation modulus of the soi 1; this modulus shall ultimately be compared to relative density by excavating adjacent to the bore hole at PMT locations and measuring relative densities. Generally, a downhole probe which consists of an inner and outer expanding tube shall be lowered to the desired depth for testing; a coaxial cable shall connect the probe to the volume measuring panel board. Nitrogen gas shall be forced under pressure in the outer part of the coaxial cable while water under the same pressure shall be forced down the inner part of the coaxial cable. The water under pressure causes the probe to enlarge and deform the borehole wall, the amount of volume change shall be measured on the panel board. A separate nitrogen system shall keep the water system from expanding beyond the test limits so that a controlled interval 210mm long can be tested.

The pressure meter to be used in the testing shall be manufactured by Menard, Inc. and procedures generally followed shall be those described by Louis Menard in the equipment operation manual. Testing shall be performed in 210mm segments at locations discussed in Section 3.3.2 within the borings.

4.2 Oownhole Nuclear Oensi t Test I

The wet density of the relatively undisturbed soil in the bore-hole shall be determined using the DNDT; the nuclear gauge shall be calibrated to be used in thin-walled aluminum casing.

The moisture content of split spoon samples shall be determined in accordance with ASTM 0 2216 in order to convert the wet density determined by nuclear methods to dry density. Further, at selected locations, test pits shall be excavated adjacent to the boring locations and the insitu wet and dry densities at the bottom of these test pi ts shall be determined using a Washington Densometer and/or the sand cone, (ASTM D 1556). These values of inplace density and relative density shall be used to compare the densi ti es determined by nuclear methods at adjacent depths.

The nuclear gauge and probe used in the density testing shall be a Campbell Pacific Nuclear Model 501 calibrated and operated as described in the CPN Operator's Manual dated 1980. Generally, wet and dry densities shall be determined on 3 feet intervals. The densi ty determined at each 3 foot interval is that contained in the volume of influence of a sphere having a diameter of 10 inches.

4.3 General Orillin and Testin Procedure for SPT, PMT, 8 DNDT Initially at each boring location, a SPT sample shall be taken from the surface and extend to a depth of 18 inches. The split spoon sampler shall then be removed to obtain the sample and the sampler shall be relowered to the bottom of that hole. A second SPT sample shall be taken to create a hole extending to a total depth of 3 feet. Subsequently, an aluminum casing (2",O.D. and 1.9" I.D.)

shall be i nserted in the open. hole created during the SPT sampling in preparation for the nuclear downhole density testing. The nuclear probe shall then be lowered down the casing to determine the wet density of the soil.

After the nuclear density testing of the upper level soils is completed, the hole shall be augered to the depth of 3 feet (to the bottom of the zone previously tested) and two consecutive SPT samples will be taken below the augers, (creating a hole with a bottom depth of 6'eneath the surface). Simjlarly, as before, the aluminum casing will be placed in the open hole created beneath the augers so that the nuclear density. testing can again be per-formed. This procedure of continuous SPT sampling and nuclear densi ty testing will be followed throughout the borings.

At selected depth intervals wi thin each borehole, the aluminum cases will be removed after the densi ty testing is completed, and BX-Size Steel casing (2 7/8" O.D., 2 3/8" I.D.) shall be driven to the bottom of the hole. The BX'asing shall be used to enlarge the hole 3 feet beneath the augers for insertion of the pressure meter probe and subsequent pressure meter testing.

Disturbance Effects The procedures described will be followed in a manner that minimizes soil disturbance. This results because the .soil. displaced during the SPT sampling is forced into the split spoon sampler and removed leaving a zone relatively undisturbed for DNDT testing . A further factor which tends to decrease soil disturbance effects is that the nuclear probe =used in the DNDT records the average density in approximately a 10 inch diameter sphere of influence around the probe.

Since this zone of influence extends well beyond the limits of any significant disturbance, an averaging effect results tending to decrease any disturbance effects in the DHDT value.

For the pressure meter testing, the BX casing used to create the test section interval is driven down the 2" diameter hole created by the SPT sampling displacing the soil into the BX casing and removed with the BX casing leaving a zone relatively undisturbed for PNT. Furthermore, the results of the pressure meter testing shall be plotted in the form of volume change verses pressure curve that allows soil disturbance to be detected and taken into account in the data calculations. This results because the disturbed zone appears as non-linear on the volume change versus pressure curve and the deformation modulus is calculated based only on the straight line portion of that curve.

4.5 Loose Zones In the event loose zones (SPT values less than 15) are encountered in any boring, additional borings will be placed such that they are offset approximately 20 feet from first boring in each direction along the edge of the underground utility If the additional boring(s) encounter loose zones another boring(s) will be placed approximately 20 feet from the last boring unti 1 the extent of the loose zone has been defined in horizontal and vertical extent.

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5. 1 Final Backfill Testin Re ort The geotechnical engineer shall prepare a report summarizing all field test results. The report will include a geotechni cal evaluation of the test program and will include recommendations for resolution of the 50; 55(e) condition 146.

APPEf'lOIX A r

'BURNS ANO ROEINC. BORIINO.

PROJECT DATE TlhIE DEPTM CASING SHEEi NO.: i OF 0)VNE R PROJECT tlO Uteri CON T RACTOR ELEVATION; METHOD OF ADVANC. BORING DEPTH CAS, SAMP. CORE DAT '.

POWER AUGER TO TYPE DATE START HAtiD CMOP. IiY/hiUD:'IV/iiYATER TO DIA. DATE FINISHED ROT. DRILL: IV/MUD:W/WATER TO WT. DR IL LF R:

DIAhIOND CORE TO FALL I N SPECTOR:

SAMPLES

~ <n IDENT IF ICATION 'x REMARKS x Zg I- g) 0 RECOV ~~I-'

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APPENDIX 8

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I= I GU I'E

~ CT-35 CT-36 BORi iUG LQCATt Ci'J CT-43 T-27 4

C PLA N C T-33 CT-'8 CT-5 TURIBI NE C)

Al R CT-32 GENERATOR Al IN TAKE IB LOG.

CT- 0 LINE I WOA 5IA RADW. REACT, Al R INTAK-CO NT. BLDG. CT-9 LINE 5I8 8 LD6. CT4I CT-42 CT-28 a CT-48 CT-6 o CT40 CT-39 S E RVI C E +ATE p CT 2g q'+~4.5x

~- T C TRENCH CT-It~ "CT-26 CT-34 0 CTI 2+

CT-37i ~

SPRAY COOLt NG TOWERS C T-lb ~ PON D IA C T-23 SPRAY C T- I3 ~ PON 0 CT-I 2B IB 4 C'T-24 CT-2 CT-22 CT-I'5 o T- I9 ~

~ CT-l4 CT-2 I ~

o oCT Ig IA CT-I7

'T-20 ORADGLL, N. J.

BURNS AND ROE, INC.

~ HFMPSTEAO, N. Y. ~ LOS ANGE LFS, CAL.

WASHINGTON PU8LIC POWER SUPPLY SYSTEM 2C IC WPPSS NUCLEAR PROJECT NO. 2 W. O. 2808 RE POR TABLE CON 0 IT lON 50.55o I46 BACKFILL and COMPACTION ORWN. R, D. S APPVD.

DATE:IO 27 8l DATE: DATE:

T=ST g l~'=2OO'HKD.

SCALE OWG. NO. BEY.

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'.~PPSS Hanford No . 2 Burns and Roe, 'nc.

50 . 55 ( e ) Concern No . I46 TABLE I - BORING LOCATION AND TESTING TABULATION See Daae for not'ew

'Hanford korea Type, Depth & Number of. Tests Correlation Tests Coord":nates S ub j ect of Testing STP P~T -

DNDT (CT) North West Death of Number of Tests Tests I

CT-3 11;565 1,020 Continuous Class I fill for Class I Air Intake Structure (51B).

CT-4 12,281 1,596 Nearly Class I fill for Class I Air Intake Structure l Continuous (51A).

I .CT-5 Nearly Class I fill outside of Air Intake Line Continuous (WOA51A) trench.

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CT-7 .11,679 1,191 Nearly Class I fill for Class I Service Water.

Continuous CT-11 11,485 1,075 Continuous Class I fill for Class I Service Water

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Class II Circulating Water.

I CT-12 '11,317 867 I

Continuous Class. I fill for Class I Service Water.

" fill CT-28 11,689 1,178 Nearly 14.1'0

'.3..4'ontinuous Class I for Class Class II Storm Sewer.

I Service Water and

'I CT-29 11,574',182 Continuous* 7.0'* Class I fill for Service Water.

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WPPSS Hanford No. 2 Burns and Roe, !nc.

! 50.55(e) Concern No. 146 TABLE I - BORING'OCATION AND TESTING TABULATION See oage - for notes I

Hanford Area Correlation Coordinates Type, Depth 8 Number of Tests Subject of Testing Tests STP PNT DNDT (CT) North West Deoth of Number of Tests Tests 5.0'lass

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CT-32 12,017 1,565 Continuous I fill for Class I Air Intake Line I (MOA51A).

CT-33 12,121 1,565 Continuous 4.7'lass I WOA51A).

fill for Class I Air Intake Line CT-35 12,286 1,565 Continuous 4. 8' Class I fill for Class I Air Tntake Line I(WOA51A).. i 3

CT-37 ill,292 956 Continuous 7.7 Class I fill for Class I Service Water.

,14.0 CT-38 !11,319 769 Continuous 4.9 '; Class 1 fill for Class 1 Service Water I

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CT-39 11,623 1,031 'early I

. 4.4 Class I fill for Class (WOA51B).

I Air Intake Line CT-40. 11,698 1,031 Nearly 4.7 14 Class I fill for Class I Air Intake Line Continuous 11.7 (WOA51B) and Class II Storm Sewer.

26.0 I

CT-41

• 11,771 1,031 Nearly 6.6 Class I fill for Class I Air Intake Line Continuous  ! (WOA51B) and Class IIStorm Sewer.

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'..'GPSS Hanford No. 2 Burns a,.d !?oe, '.nc.

50.55(e) Concern No. 146 TABLE I - BORING '.

OGATION AND TESTING TABULATION Seo ooeo for ..ote".,

1 Hanford Area Correla .ion ~

Coordinates Type, Depth 8 Number of Tests Subject of Testing Te'S tS (CT); North West STP Pt<T Deotk of DNDT Number of Tests 5.0'lass Tests CT-32 e12,017 1,565 .

i Continuous I fill for Class I Air Intake Line (HOA51A).

CT-33 12,121 1,565 Continuous 4.7'lass I MOA51A).

fill for Class 'I Air Intake Line CT-35 l

)12,286 1,565 Continuous 4 '. Class I

!(MOA51A)..

fill for

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Class I Air Intake Line I

CT-37 ill,292 956 Continuous 7.7 14.0 (Class I fill for Class I Service Water.

CT-38 11,319 769 I

Continuous 4.9 ';Class I fill for Class I Service Mater.

t CT-39 11,623 1,031 Near ly 4  ! Class I fill for Class I Air Intake Line I (WOA51 8).

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CT-40 1 1,698 1,031 Near ly 4. 7 Class I fill for Class I Air Intake Line Continuous 11.7 j

(MOA51B) and Class II Storm Sewer..

26.0 CT-41 11.771 i,031 Nearly Continuous 6.6 7 'lass I fill for Class I Air Intake Line

'HOA51B) and Class II:Storm Sewer.

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-'P"SS;-.'an.ord No. 2 Burns and Root 'nc.

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5 . 55 ~ 0 l oncern No. I46 TABL"= -BORING LOCATION See eeoc for ro",e; Hanford Area Correl ati on Coordinates Type, Depth 8 Number of Tests Subject of Testing Tests DNDT STP PN T (CT) '. North West Oeoth of Number of Tests Tests CT-42 ;11,681 1,264 )

Continuous 10.0* Class Ilfillfor Class I Service Mater and Class II Storm Sewer.

1 CT-43 I12,200 1,565 Continuous I

9.0* I Class I fill for Class I Air Intake Line i(MOA51A).

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'l'-44 11,509 1,057; Continuous 9.0* IClass I fill for Class I Service Water..Pipe=- Ln.

CT-45 11,563 1,120 Continuous 7.0* Class I fill for Class I Service Water >>pe Ln.

• Planned 'location and number of tests.

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