ML18096B804
| ML18096B804 | |
| Person / Time | |
|---|---|
| Site: | Saint Lucie  |
| Issue date: | 05/31/1976 |
| From: | Ebasco Services, Florida Power & Light Co |
| To: | Office of Nuclear Reactor Regulation |
| References | |
| Download: ML18096B804 (108) | |
Text
FLORIDAPOWER Bc LIGHI'OMPANY St. Lucie Plant Soils Foundation of.the Emergency Barrier Wall May 1976
~ERAS C 0
'S E RVICES t N c 0 ll P 0 8 A T E n
~~.c:.TWO RECUR STREET
- "~ NEW YORK, N.Y. 10006
~.~a~>8Q
~c '~A('s".p v c
CONTENTS
~Pa e
I.
INTRODUCTION II.
COMPACTION PILE PROGRAM 1.
2.
3.
4, Purpose Driving Technique Results Conclusions III.
BACKFILLOPERATION 1.
2.
3.
4, 5.
6.
7.
Purpose Equipment Used BackfillMaterial Method Field Control Results Conclusions IV.
FIGURES 1.
Pile Layout and Details - Sheet 1
2.
Pile Layout and Details - Sheet 2 3.
Standard Penetration Tests V.
Table 1 Summary of In Place Density Tests VI.
Photographs VII.
Appendiz Logs of Pile Driving
'igure A Sieve Analysis Data Figure A Proctor Density Data Figure A Statistical Analysis of BackfillCompaction
I. INTRODUCTION
'This report describes the soils work performed for the Emergency Barrier Wall foundation at the St L.ucie Plant, in March and~Aril of 1P16. The work involved the driving of compaction piles and the placement of Class 1 backfill.
II. COMPACI'ION PILE PROGRAM
.,1.
~pur se The purpose of the compaction pile program was the in-situ densification of silty sands beneath the Emergency Barrier Wall to elevation minus 59 feet. This material, considered by the NRC staff as being of insufficient density to resist displacements induced by the Safe Shutdown Earthquake (SSE), was densified b soil dis lacement resulting from pile driving.
d A 50 ton American Crane was used with a Conmaco 115 single acting air hammer (Photograph Nos. 1 and 2). The hammer ram weight of 11,500 pounds, with a stroke of 39 inches produces a rated energy of 37,375 foot-pounds. Toward the end of the pile drivinz program this hammer broke down and was replaced with a Vulcan 010 single acting air hammer.
With a hammer ram weight'of 19,000 pounds and a s'troke of 39 inches, this hammer has a rated energy of 32,500 foot-pounds (Photograph No. 3).
Two independent sets of leads were used (Photograph No. 4); one set with the auger and the other with the hammer.
The crane could not support both sets of leads simultaneously.
The piles used were 18 inches square prestressed'concrete piles 35 feet long.
.. v I
2.2 Method All pile driving work, which proceeded 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br /> a day, was performed by Ebsary Foundation Company. Worl; be an on March 26~19 6 and end d
'fadn.order to establish a working method, various techniques were used on the first few piles. The first el I* i
[vl -)o red'~h fl hll w,s material was brought to the surface as a result of the augering (Photograph No. 5). When placed in the hole, the pile dropped 8 feet under its own weight. Driving was moderate with blows ranging to 40 per foot.
I
The second pile location (pile 1-1) was augered with one pass to 20 feet. Again no material was brought tottte surface during 'a~caring. However, the pi~ewould not go into
~the ole,,The top 5 feet'of the hole were redrilled and widened. The pile was then placed in the hole and
~dro ped 5-1/2 feet under its own weight. Again moderate driving was encountered with blowcounts ranging up tx 40 per foot.
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<<ph necessaryproductfon.
Unfortunatelyb, y the time the last o e of the series was drilled, the first~ad refilled and the pile would not drop tli~feet necessary to provide support for driving. One pile (pile 3-5) was driven with no re-au eri at all. In this case, blowcounts ranged up to 20 per foot. This procedure was judged unsafe as the rig was not equipped to
-drive an "unsupported" pile.
he I I'hdl lddl'dh.pll*h'~hph au er to 3 e~e A pile would then be placed immediately in the hole. In most cases, no material was brought ouc of the hole during augering. In those instances when material was broughc out, it was replaced in tgeetole. A pile would drop approximately 5 feet into the hole under its own weight (Photograph No. 6). After placing a pile in a given location and backfilling around it, the contractor would proceed to the next location and repeat the process describ'd above.
The contractor was limited to standing eight piles at a time (Photograph No. 7), at which point the piles whicli ware standing would bc driven-In order to achieve additional compaction during driving, between I/2 cubic ard and I cubic yard of Class I fill h as placed around each Pile (Photograph Nod. 8, 9, 10, 11 and 12'I. Water wa.
jetted around~the ile and on the sand to facilitate the backftl(ing. A settlement plate was placed adjacent to each pili to monitor any surface rr I vemenc during the driving operation '-"i v'..
(Photograph No. 13).
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Results
- l. OI A total of 4~4iles were driven in the Em~et ency Barrier IValj area. The tip elevations of all piles driven range between elevation minu~s9 feet. and minus 60 feet. Originally, 42 piles were scheduled to be driven. When two piles the contractorr(ad brought on site for contingency purposes remained unused, a decision was made to drive these "extra" piles in low blowcount areas. Pile locations and tip elevations ofall piles driven are shown on Figure Nos. 1 and 2.
Pile driving encountered moderate resistance with s~oeJocal loose zones indicated. In all cases blowcounts pIcL,ed up markedly for the last 5 feet of driving. Heave readings taken for each pile indicate virtua~l(
iio movement (up or down) adjacent to the piles as a result o' d~rivin
. These readings are presented on the'riving logs in the Appendix, along with complete driving records.
I After com lction of pile driving,l~n lace de-nsity tests were performed on the backfill jeetted ad atnttr to~'thy~iles The res.t resulcs indicate that the sand backfill was compacted to between 98 percent and 100 percent of the maximum density obtained for that materia
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~drivin and the effect of the jetting,ln some instances tlie sand was so tightly pacree around the hammer that there was great difficultyin removing the hammer from above the pile (Photograph No. 14).
Compaction piles driven several months earlier in other areas of the plant site are discussed in a report submitted in Ja~nuar 1976 "Com action. Pile SoTI Stabib'sation Program".
4.
Conclusions Because no material was removed from any pile location, the entire volume of each pile 79 cubic feet) and whatever backfill was'lahced (between 1<cubic feet and 3> cubic feet)~
around the pile, were effective in soil displacement.
Negligible heave readings indicate that all material displaced by the piles and backfill went directly into densif in the in-situ J
material. Thus it is concluded that densification of in-situ material as.required.byduthe,.NRC,.
staff ives accomplished successfully.
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III. BACKFILLOPERATION 1.
'~Pur ose Class 1 compacced'backfill was used within the 5 feet immediat~el beneath the Emergency Barrier Wall foundation. This material, which is compacted to 85 percent r
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willprovide a stable soils foundation for the Emerg~cnc Barrier Wall.
Equipment used in the backfill operation included rubber tired front end loaders, a D-7 bulldozer, and several dump trucks. Compaction was accomplished with a smooth drum vibratory roller imparting a minimum dynamic energy of 40,000 foot-pounds. In confined areas inaccessible to the roller, air'amps and other hand compaction devices were utilized.
3.
BackfillMaterial The Class I backfill material was a light tan, uniformly radcd, medium to fine sand with less~than 5
ercent fines (See Figure A-lh The proctor Moisture Density curve or this material is relatively flat with a maximum density occurring at approximately 103.5 pcf (Sce Figure A-2) In general accordance with ASTM D2049 "Relative Density of Cohesionless Soils",
'Y min was established at 83.2 pct'hile
'Y max was 107.7 pcf.
4.
Method The drawings called for excavation to be carried to elevation minus 26 feet. A naturally occurring cemented sand layer was encountered at elevation minus 24.5 feet. At that point an engineering decision was made that furcher excavation was unnecessary.
Scandard Penetration Tests were pcrformcd on 30'foot centers to confirm the uniformity and hardness of this layer. Locations'and results of these tests are shown on Figures 2 and 3. In
- addition, a sample of the foundation soil was taken for laboratory testing (Photograph No. 15) to determine this materials'aximum density.
Before backfilling the bottom of the excavation was cleaned ofall debris and divas then proof-rolled (Photograph No.16).
In local areas where loose or undesirable material occurred, that material was removed and replaced with Class I fill, In general, thc backfill was brought up in loose 15 inch thick lifts. This yielded a
compacted thickness of approximately one foot. The first liftand the last lift (immediately under thc working slab) placed ranged to as high as 18 inch loose thickness, In thcsc cases extra testing was performed to assure that thc required density had been obtained for the entire lift thickness. Each lift was compacted with a minimum of six passes of the vibratory roller. Initially, each lift was compacted with two passes of thc roller to allow access for thc water truck. Thc moisture content of thc backfill was increased with scvcral passes of thc
water truck.
Due to the we]1;.draining nature of the~oil oprimum moisture (15 percent -20 percent) could not be achieved. The lift would then be compacted with a ff ddl Ip f h ll.<<*
h II:
Id*
compact the lift until it was needed somewhere else, thus achieving even better compaction; the lift would be rolled in some instances even after in-place density testing was performed and~easing tests obtained.
Adjacent to the sheet piling, hand compaction was necessary.
Loose lifts of up to 15 inch loose thickness were used. Again, extensive in-place density testing was performed to assure that the required density had been achieved.
Fvcn though 15 inch lifts werc allowed, hand compaction for these local areas still lagged far behind areas where the roller was used.
A French drain was placed on the side slopes ofthe excavation to minimize the flowof turface water inco the work area. Due to a delay in the shipmenc of stone necessary for the drain, the edges of the excavation.were not backfilled (Photograph No. 17). When the stone
- arrived, the existing backfill was step cut for each lift to tie in the "new" backfill (Photograph No. 18). In~lace density. tests werc then performed along the seam of "ncw" and "old" fillto assure that the required density was attained.
Backfill was brought up to approximately elevation minus 20 feet, at which point a work slab for the mat was placed (Photograph No. 19). The contractor was allowed to place approximately 4 inches of crushed limestone adjacent to the work slab to provide a good road surface fos liis cgulpment (Photograph No. 20).
5.
Field Control The backffg operation was controlled by the performance of in-place density tests.
p*lfl*yq'h I~id I
f deb*If dl I b*hflll<<'h an allowance of one standard deviation less tl)anthe design density. Based on relationships presented in ASTM D2049 "Relative Density of Cohesionless Soils",
the percent compaction necessary to achieve the design intent can be established. For field control this Ily I d~b*
f I
'*.'I ~
ly b
y d' dyfld Proctor Test (ASTM D1557). A test result of 97.9 percent or 96 percent compaction,
- however, does not necessarily constitute a failing test, as a relative density greater than 85 percent may still be achieved. For every ten in-place density tests performed at least one laborer~or Proctor test was dycrformed.
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accordance with ASTM D2167 "Donsie of Soil.in+la-e by the Rubber Balloon Method".
Moisture conteni'determinations werc made using thc S eed 'oiscure Gage to provide diuick field rcsu ts. As a check, moisture contenc was obtained using oven ry procedures or a hot plate. In most cases thc correlation bctwccn the "spccdy" moisture and thc other methods was excellent (within onac percent).
For a loose '15 inch lift, in-place density tests were performed 3 inches below the surface.
This was done to eliminate the effects of surface looseness which the backfill material exhibited due to the compactor. For thicker lifts, or lifts adjacent to the sheet piling (where hand compaction was used), tests were performed at 3 inches, 6 inches and/or 9 inches from the surface. An average of eight in-place density tests were performed for each lift(not including reruns of failing tests).
6.
ResultsThd lyl hh*kdll II add~I ~l (average 103.6~cf). The ave~ra e compaction achieved in the, backfill is.101.'7 percent>'Po that thc average in-place density of the backfill is~105.4 cf. Result'f all in-place density tests performed c"n be found on Table 1 ofthis report.
Relative density (Dd) is calculated using the following equation presented in ASTM D2049:
where:
'Y max y max 7-7 min)
D 7(Ymax-Y min) h the maximum density (107.7 pcf) obtained from the vibratory table (ASTM D2049)
Jh ~ min the minimum density l83.2 pcf) obtained from ASTM D2049 the~in-lace density of the backfill material (105.4 pcf) obtained from ASTM D2167 The average relative density achieved in the backfill is therefore calculated to be
~93 crcent
)Thth a 98 percent mt'nimum accepted) co~maction yielding a relative density of 8~0ercentMhc standard deviation was established to be 9~erccntthusall,owinga minimum I
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ly I~ky-7.
Conclusions The data accumulated and the extensive testing performed verify the overall quality of the backfill placed.
It is therefore concluded that a sound soils foundation has been provided for the Emergency Barrier Wall Mat.
FIGURES
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TABLE 1
'LORIDAPOWER L LIGHTCOMPANY
(
ST. LUCIE PLANT
'UMMARY OF IN-PLACEDENSITY TESTS Test No.
Jn-Place Density v d c
Proctor I"III, Re-Test No.
22739 40 R~
41 42 43 44R 45 46 47 48R 49 22750 51 52 53 54 55 r 56 57 R 58 59 22760 61 62 63 64 65 66 67 R 68 69 98.2 102.4 99.6 104.1 103.0 104.7
=
102.3 99.3 101.6 102.6 107.8 105.2 94.0 106.8 106.8 103.0 101.0 107.4 107.5 103.2 105.4 101.8 104.3 106.0 106.1 102.2 3.11.1 107.3 99.0 114.2 105.6 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 102.9 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 102.9 103.5 103.5 95.4 99.5 96.8 101.2 100.1 101.8 99.4 96.5 98.7 99.7 104.7 102.2 91.3 103.8 103.8 100.1 97.5 103.8 103.8 99.7 101.9 98.4 100.8 102.5 102.5 98.7 107.3 103.6 96.2 110.3 102.1 22740'2744 22748 22767 22757 22774 R indicates re-run of failing test.
II,
TABLE 1 (Continued)
FLORIDAPOPOVER Bc LIGHTCOMPANY ST. LUCIE PLANT
SUMMARY
OF IN-PLACE DENSITY TESTS Test No.
In-Place Density v d c
Proctor Re-Test No.
22770 71 72 73 74R 75 76 77 78 79 22780 81 82 83R 84 85 106.9 102.8 104.4 106.1 102.9 106.8 110.5 105.6 102.3 104.9 102.6 95.5 102.1 106.6 102.7 106.6 103.5 103.5 103.5 103.5 102.9 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.5 103.3
- 99.3 100.9 102.5 100.0 103.1 106.8 102.0 98.9 101.4 99.2 95.5 98.6 103.0 99.2 103.0 22783 22797 98
~ 99 22800 01 02 03 04 0c 06 07 08R 09 22810 103.2 101.0 106.4 106.0 109.2 104.9 101.8 104.0 107.7 103.7 102.9 110.9 106.5 107.4 104.4 104.4 104.4 104.4 103.5 103.5 103.5 103.5 103.5 103.5 103.5 104.4 104.4 104.4
. 98.8 96.7 101.9 101.5 105.5 101.4 98.4 100.5 104.1
'100.1 99.4 106.2 102.0 102.9 22808
- R indicates rc-run of failing test.
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TABLE 1 (Continued)
FLORIDAPOWER 8c LIGHTCOMPANY ST. LUCIE PLANT
SUMMARY
OF IN-~LACEDENSITYTESTS Test No.
In-Place Density
~d c
Proctor
~Value c
%Corn action Re-Test No.
22811 12 13 14 15 16 17 18 19 22820 21 22 23 103.9 103.2 106.7 108.6 106.1 105.3
'02.8 108.5 108.0 103.6 103.5 104.0 106.7 104.4 104.4 104.4 104.4 104.4 104.4 104.4 104.4 104.4 104.4 104.4 104.4 104.4 99.5 98.8 102.2 104.1 101.6 100.8 98.5 103.9 103.4 99.3 99.2 99.6 102.2 26 27 28 29 22830 31 109.4 108.1 103.1 104.7 103.4 106.1 104.4 104.4 103.2 103.2 103.2 103.2 104.7 103.5 99.9 101.'5 100.2 102.9 38 39 22840 41 42 43R 44 45 104.9 103.9, 100.4 103.3 105.5 103.5 107.1 106.7 103.2 103.2 103.2 103.2 103.2 103.2 103.2 103.2 101.7 100.6
'7.3 100.1'02.3
" 100.3 103.8 103.4 22843
- R indicates re-run of failing test.
PHOTOGRAPHS
PHOTOGRAPH NO.
1 50 ton "American" Crane.
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PHOTOGRAPH NO. 2 Conmaco 115 single acting hammer.
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PHOTOGRAPH NO. 3 Vulcan 010 single acting hammer.
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PHOTOGRAPH NO. 5 Typical hole after augering:
almost no material brou< ht to surface.
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After augering pile would drop 5 feet into hole.
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PHOTOGRAPH NO. 7 The contractor could erect up to eight piles at onetime before dflVlAg.
K Crew is seen attaclung the hammer leads to crane.
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PHOTOGRAPH NO. 8 These pictures (photo-graphs 8-12) indicate the quantity of sand placed adjacent to each pile during driving.
PHOTOGRAPH NO. '9 A water jet was used tc facilitate. the back-filling.
PHOTOGRAPH iXO. I 6 Pile driving continues.
and so does placement of sand.
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PHOTOGRAPH NO. 11
.Driving the last 10 feet of pile.
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PHOTOGRAPH NO. 12
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Nearing completion of drivfng.
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PHOTOGRAPH NO. 13 A heave plate was used to monitor any ground movement during pile driving.
PHOTOGRAPH NO. 14 Typical pile after completion of pile driving. Several times the back-fill packed around the pile so tightly that there was great difficulty in removing the hammer and the top of the pile would be damaged;
PHOTOGRAPH NO. 15
'Sample taking from bottom of ex-
'on for laboratory Proctor testin D n-place density tests were performed and compared to the maximum labor-atory density to establish percent compaction.
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PHOTOGRAPH NO. 16
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The bottom of the excavation was proof rolled and cleaned in preparation for back~illing.
PHOTOGRAPH NO. 17 Because no rock was available for the French drain, the sides of the excavation were not backfilled.
As one lift was placed on one side of the key, the lift on the other side ts compacted.
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PHOTOGRAPH NO.
18 After rock for French drain was I'laced on slope, backfilling of sides of excavation began. The new lifts were tied into the backfill by "step cutting" into the compacted backfill.
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I PHOTOGRAPH NO. 19 Work mat is being poured.
Compac'or is seen work'".g around the southeast corner sump.
PHOTOGRAPH NO. 20 Work mat is complete and re-bar has been placed for the barrier wall foundation.
On the right side of the picture the 4 inch cruslied lim~~
~stone road base placed by con-actor can be seen.
APPENDIX
CC'IJj'ILIIJOLT>
I ILL UQIVINCi CECIL'0
():d!r. t!>W hITH '~@~LE <<CTIuG FOLIO D>>oP I"LIIL<CI'5 oIJ' EBASC0 SEPVICES INC.
PILE IJO.
CLIENT STRUCTuRE COLI, RACjOR FPa L
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)))) Olgitv'ETER SIITT DIAMETER 18
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MAKE ALIO MI-IOCL ST ROI).'E E9
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. WEICIIIT t IB I)VEICIHT OF RALE 11 500
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