Text

Marked-up Soils Foundation of Emergency Barrier Wall
	ML20010F234
Person / Time
Site:	Saint Lucie
Issue date:	05/31/1976
From:	; EBASCO SERVICES, INC.
To:	;
Shared Package
ML17212A703	List: L-81-384, Forwards Responses to NRC Requests for Addl Info on Open Items in FSAR Section 7 Re Instrumentation & Control Sys. Responses Will Be Incorporated in Future FSAR Amend. Aperture Cards Are Available in PDR; ML17212A702; ML17212A704; ML17212A705; ML17212A706; ML17212A707; ML17212A708; ML17266A496; ML20010F234; ML20010F251; ML20010F257;
References
	NUDOCS 8109090526
	Download: ML20010F234 (71)
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{{#Wiki_filter:. '{. s o \\ / / FLORIDA POWER & LIGHT COMPANY ' St. Lucie Plant Soils Foundation of the Em,ergency Barrier Wall -May 1976 ) i / 6 j l 4 [Q, INCORPORAfgg EBAS CO S ERVICES Nt.f i. - 4 m.s , ~. ' rv..,. -., - gf Ml1 1 ,.f -e - .v. [,'.T?(c F4 l l %' CJ ?s. -kr -8109095 g,. ;N RECTOR STREET .g v $,;, NEW YORK, N.Y.10006 kw:m.2 : 2 4. ..,.c.n,.,. kf4*aGJ M'7.UGx.a G...

1 { t ( CONTENTS i h I. INTRODUCTION 1 11. COMPACTICN PIL$ PROGRAM 1 1. Purpose 2. Driving Technique 3. Results 4. Conclusior.s III. E.ACKFILL OPERATION 4 1. Purpose 2. Equipment Used 3. Backfill Material 4. Methed 5. Field Control [ 6. Results 7. 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 1 VI. Photographs 4 VII. Appendix Iogs of Pile Isriving Figure A 1 ' Sieve Analysis Data Figure A 2 Proctor Density Data Figure A 3 - Statistical Analysis of Backfill Compt.ction e i s'

b V t-g I.. INTRODUCTION, (Y 'This report describes the soils work performed for the Emergency Barrier Wall foundation at the St. Lucie Plant, in Idatch and_Aprilyf.1976. The work' involved the driving of campaction piles and the placement of Class I backfill. II. COMPACTION PILE PROGRAM 1. Purpose The purpose of the compaction pile program was the in-situ densification of silty sands beneath the Emergency Burier Wall to elevation minus 59 feet. This material, considered by the NRC staff as being ofinsufficient density to resist displacements induced by the Safe Shutdown Earthquake (SSE), was densified by soil displacement resulting from pile driving._ 2. . D iving Technique 2.1 Equipment Used A 50 ton American Crane was used with a Conmaco 115 sirigle acting air hammer i (Photograph Nos.1 and 2). The hammer ram weight of 11,500 pounds, wi:h a stroke of l 39 inches produces a rated energy ei U,375 foot-pounds:Toward the end of the pile driving j program this hammer broke dov, and was replaced with a Vulcan 010 single acting air l hammer. With a hammer ram we.ght'of 10,000 pounds and a stroke of 39 inches, this [ hammer has a rated energy of 32,500 foot-pounds (Photograph No. 3). Two independcat sets ofleads were used (Photograph No. 4); one set with the auger i l and the other with the hammer. The crane could not support both sets of leads l simultaneously. The piles used were 1_8 inches sguare prestressed concrete piles 35 fcer long. 2.2 Method l All pile driving work, which proceeded 24 hours a day, was performed by Ebsary Foundation Company. Work began on March _26y16_and ended _ApnL1,_1916 In order to establish a working method, various techniques were used on the first few piles. The first pile location (pile 21) was predrilled with one pass of thegg5 stem auger to 35 feet. Nc 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, ^- +-,

2 g f The second pile location (pile 1-1) was augered with, one pass to 20 feet. Again no ~ material was brought tithe surface during 'jering. However, the pile _would not go into [ : ', a the hole. T. he top _5 fect of._th.e. hole were redrilled and widened.The pile was then placid'in l( the liole and ~ dropped _5-1/2 feet under its own weight. Again moderate driving was ~ ' encountered with blowcounts ranging up t 40 per foot. L Less augering (1 pass of the auzer~tol0 feet) was attempted on the next few piles _. Due to the contractor's equipment several holes had to' be drilled consecutively to attain the necessary productibn. Unfortunately, by the time.the.ldhWof the series was drilled, the nrst_had refilled and the pile would not. drop the_5_ feet.ne.cessary to provide suppor.t_for_ , driving. One pile (pile 3-5) was driven with no pre-augering 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. _ The Gnal workmg method involved predrilling a pile location with one pass of the. a auger _to 35_fetti A pile would then be placed immediately in the hole. In most cases, no material was brought out of the hole during augering. In those instan_ces.when material was. brought _out, it waGp' laced [in the hole.'A pile nuld 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 described above. The contractor was limited to standing eight piles at a time (Photograph No. 7), at which point the piles.whicl[~ ere standing _would be. driven. In order w to achieve addition.al compaction during driving, between 1/2 cubic yard and 1 cubic yard of Class I fill was placed around epch Pjlg(Photograph Nos. 8,9,10,11 and 12). Water was g.. i jetted around_the_pil,e and oiithe lin,d to facilitate the backfilling. A settlement plati. was ~ j placed adjacent to each pile to monitor any surface n.ovement during the driviiig ope-ation / f"'

l (Photograph No.13).

gg i j 3. Results M A total of 4,.4_ piles wera driven in the Ernergency_ Barrier Wal.1 area.The tip elevations k of all piles driven range between elevation ninus_51 feet and minus 60 feet. Originally,42 J l piles were scheduled to be driven. When two piles the contractorTad b~rought on site for i contingency purposes remained unused, a decision was made to drive these " extra" piles in low blowcount areas. Pjle locations and tip elevations of all piles driven are Aown on FQ l Nos.1 ant 2.~ l Pile driving encountered moderate resistance with soine_localloose zones ind.icated. In all cases blowcounts picked up markedly for the last 5 fect_of driving. henve readings taken for_each pile indicue virtually no movement (up or dogyn) adjacent to the, piles as a result of driving. These readings are presented on the driving logs in the Appendix, along with ~~ complete driving records. After completio'n of pijndrigg, inglace density tests were performed on the backGil'-47 n letted _adjac.catto_twy piles. The test results indicate that the sand backfill was compacted My'. ~ ,_.o between 98 percent and 100 percent of the maximum density obtained for that maTc'rTal q'.g t,, t - h*Y:

i-

o 3

In the ModifiedJtpsfor_ test, This compaction is due to the eg of vibration during pile ig gng and the effect of the jetting. In some instances clie sand was so tightly packed, around the hammer that there was great difficulty in.remoing the harnmer from above the pile (Photograph No.14). Compaction piles driven sescral_ months earlier in other areas of the plant ~~ ~ re discussed in a ieport"s~ubmitted in Janaryg6 "C,_ ompaction. Pile Soil Stabilization' Program". . 4. Conclusions Because no material was removed from any pile location, the entire volume of each pile m 09 cubic feet) and whatever backfill was placed (between 15 cubic. feet and 35 cubic feet)g /around the pile, were effective in soil displacenjent. Negligible heave readings indicate that / all material displaced oy the piles and backfill wentlrec~tly'inio densifying the in-situ f materi:1. Thus it is concluded that densification ofin-situ material as required by.the NRC staff was accomplished successfully, '\\ i / \\ ^ %hsfh b. ej <~yac,'. 53., os'xsi ,7 % ase sa ~.-.cx }g n". 0 () e t. ,,,,ar o.n -- C,a?s1 a,, (Cxis -t 5 r.5}55 ~ u + % ,,,s 22175x35 .l.0lI - n I.y). Law = %WS & Y s &$ s G.,9c L jf g m a,1 - ? s.,w(.L,:q ) e i

m 4 4 Ill. BACKFILL OPERATION

1.

Purpose C_lassj. compacted backfill. was used. within the 5 feet immediately_beneath the Emergency Barrier Wall foundation. This material, which is compacted to 85 percent relative density and is not. susceptible to liquefaction, was placed undenigorous cc,ntrol and

~ ~ ~ wdl provide a stable soils foundation for the Emergency _ Barrier _ Wall. - 2. Equipment Used 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 ramps and other hand compaction devices were utilized. 3. Backfill Material Th' Class I backfill material was a light tan, uniformly graded, medium to fine sand e with less than 5 percent fines (See Figure A-1).The Proctor Moisture Density curve Tor this material is relativel" flat with a maximum density occurring at approximately 103.5 pcf (Sec Figure A-2). In generalaccordancewith AFM D2049 "RelativeDensity of Cohesionless L Soils", 7 min wasestablished at 83.2 pcf while 7 max was 107.7 pcf. l 4. Method l The drawings called for excavation to be carried to elevation minus 26 fee. A naturally occurring ccmented sand layer was encountered at elevation minus 24.5 feet. At that point l an engineering decision was made that further excavation was unnecessary. Standard cente: to confirm the uniformity and l Penetration Tests were performed on 30 foot hardness of this byer. 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' maximum density. l Before backfilling the bottom of the excavation was cleaned of all debris and was then j 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, the backfill was brought up in loose 15 inch thick lifts. This yielded a compacted thickness of approximately one foot. The first lift and the last lift (immediately under the working slab) placed ranged to as high as 18 inch loose thickness. In these cases extra testing was performed to assure that the 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 the roller to allow access for the water truck. The moisture content of the backfill was increased with several passes of the

I, 5 t. water truck. D' e to the,_well-draining nature of the_ soil, optimum ; moist.ure u (15 percent 20 percent) could not be achieved. The lift would then be compacted with a i minimum of four additional passes ofihe roller. In mest cases the roller would continue to compact the lift untilit 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 passing tests obtained. ~ Adjacent to the sheet piling, hand compaction was necessary. Loose lifts of up to 15 inch loose thickness werg used. Again, extensive in-place density testing was performed to assure that the required density had been achieved. Even though 15 inch lifts were 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 of the excavation to minimir the flow of surface water into the work a ea. Due to a delay in the shipment of stone necessary for the drain, the edges of the excavation were not backGiled (Photograph No.17). When the stone ( urived, the existing backfill was step cut for each lift to tie in the "new" backfill l (Photograph No.18). In-place _ density tests.were_then performe,d along.the seam of"new" and "old" fill to assure that the required density was attained. l Backfill was brought up to approximately elevation minus 20 feet, at which point a l work slab for the mat was placed (Photograph No.19).The contractor was allowed to place l approximately 4 inches of crushed limestone adjacent to the work slab to provide a good ( road surface for his equipment (Photograph No. 20), i. l 5._ Field Control l l The hackGlLoperation was controlled by the perf rmance of in_-place _ density _ tests._. i ~ 9 ' l Specifications require that a relative density 7fY5 pircent be achieved in the backfill with an allowance of qne. standard deviation less than the design density. Based on relationships . presented in ASTM D2049 " Relative Density of Cohesionless Soils", the percent l compaction necessary to achieve the design intent can be established. For field control this value was initially selected as 98 percent of t_he maxirnum density obtained in the Modified 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 l 85 percent may still be achieved. For every ten in-place density tests performed at least one ~ laboratory Proctor test was performed. l-l In-place density _ tests were peric.naed using the Rainhart Balloon Gate in ceneral accordance with ASTALD,2167."_ Density.of Soil in.Ph:c by the Rubber _BalloTn Method". Moisture contenidetermina.tipns were made using the Speedy Moisture Gage to provide quick field results. As a check, moisture content was obtained using oven dry procedures or a hot plate. In most cases the conchtion between the " speedy" moisture and the other methods was excellent (within one pment). e 4 w- -r r w

m. 6 o 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 r-aterial 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. Results The Proctor density for the backfill material ranged from 102.9 pcf to 104.4 pcf (average 103.6 pcf). The average cornpaction. achieved in the backfill is 101.7. percept /o that the average in-place density of the backfill is 105.4 pcf. Results of allin-place den;sity .ts performed can be found on Table 1 of this re' port, Relative density (D ) is calculated using the following equation presented in d ASTM D2049: 7 max ( Y - 7 min) Dd* 7 (Y max 7 min) the maximum density (107.7 pcf) obtained from where: 7 = max the vibratory table (ASTM D2049) '7 min the minimum density (83.2 pcf)obtained from = ASTM D2049 the in-place density of the backfill material T = (105.4 pcf) obtained from ASTM D2167 The average relative density achieved in the backfill is therefore calculated to be _93 percent))Vith a 98 per'c'c((rfiin' imam accepted) compaction yielding a relative density of 8_0 percent The standard deviation was estiblished to be 9 percent, thusallowinga minimum acceptable relative density of 76 percent (85%- a ). 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. 0

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t TABLE 1 'F,LORIDA POWER & LIGHT COMPANY ST. LUCIE PLANT ~
SUMMARY
OF IN-PLACE DENSITY TESTS a In-Place Density Proctor Test No.
r d (pcf)
Value (pcf) % Compaction Re-Test No. 22739 98.2 102.9 95.4 22740' 40 R* 102.4 102.9 99.5 41 99.6 102.9 96.8 22744 42 104.1 102.9 101.2 43 103.0 102.9 100.1 44 R 104.7 102.9 101.8 45 102.3 102.9 i 9.4 46 99.3 102.9 96.5 22748 47 101.6 102.9 98.7 48 R 102.6 102.9 99.7 49 107.8 102.9 104.7 22750 105.2 102.9 102.2 51 94.0 102.9 91.3 22767 52 106.8 102.9 103.8 53 106.8 102.9 103.8 54 103.0 102.9 100.1 l 55 101.0 103.5 97.5 22757 56 107.4 103.5 103.8 l 57 R 107.5 103.5 103.8 58 103.2 103.5 99.7 l 59 105.4 103.5 101.9 22760 101.8 103.5 98.4 61 104.3 103.5 100.8 62 106.0 103.5 102.5 i 63 106.1 103.5 102.5 64 102.2 103.5 98.7 65 111.1 103.5 107.3 66 107.3 103.5 103.6 67 R 99.0 102.9 96.2 22774 68 114.2 103.5 110.3 69 105.6 103.5 102.1
R indicates re-run of failing test.
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TABLE 1 (Continued) FLORIDA POWER & LIGHT COMPANY 'I ST. LUCIE PLANT
SUMMARY
OF IN-PLACE DENSITY TESTS ., In-Place Density Proctor T,est No. 'y d (pcf) Value (pcf) % Compaction Re-Test No. 22770 106.9 103.5 103.3 71 102.8 103.5 99.3 72 104.4 103.5 100.9 73 106.1 103.5 102.5 74 R 102.9 102.9 100.0 75 106.8 103.5 103.1 76 110.5 103.5 106.:3 77 105.6 103.5 102.0 78 102.3 103.5 98.9 [ 79 104.9 103.5 101.4 22780 102.6 103.5 99.2 f1 95.5 103.5 95.5 22783 l 82 102.1 103.5 98.6 23 R 106.6 103.5 103.0 84 102.7 103.5 99.2 85 106.6 103.5 103.0 22797 103.2 104.4 98.8 98 101.0 104.4 96.7 22808 l 99 106.4 104.4 101.9 22800 106.0 104.4 101.5 01 109.2 103.5 105.5 02 104.9 103.5 101.4 03 101.8 103.5 98.4 04 104.0 103.5 100.5 05 107.7 103.5 104.1 06 103.7 103.5 100.1 07 102.9 103.5 99.4 08 R 110.9 104.4 106.2 09 106.5 104.4 102.0 22810 107.4 104.4 102.9
R indicates re-run of failing test.
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TABLE I ( Continued) FLORIDA POWER & LIGHT COMPANY ~ / i ST. LUCIE PLANT SUMMAPS OF IN " LACE DENSITY TESTS In-Place Density Proctor Test No. "Y d (pcf) Value (pcf) % Compaction Re-Test No. l 22811 103.9 104.4 99.5 12 103.2 104.4 98.8 13 106.7 104.4 102.2 1 14 108.6 104.4 104.1 l 15 106.1 104.4 101.6 l 16 105.3 104.4 100.8 17 102.8 104.4 98.5 l 18 108.5 104.4 103.9 l 19 108.0 104.4 101.4 l 22820 103.6 104.4 99.3 21 103.5 104.4 99.2 22 ~ 104.0 104.4 99.6 l 23 10 6.*, 104.4 102.2 26 109.4 104.4 104.7 27 108.1 104.4 103.5 l 28 103.1 103.2 99.9 29 104.7 103.2 101.5 22830 103.4 10~.2 100.2 31 106.1 103.2 102.9 l' 38 104.9 103.2 101.7 j 39 103.9 103.2 100.6 l 22840 100.4 103.2 97.3 22843 l 41 103.3 103.2 100.1 l 42 105.5 103.2 102.3 l 43 R 103.5 103.2 100.3 44 107.1 103.2 103.8 45 106.7 ~ 103.2 103.4 l l
R indicates re-run of failing test.
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Q t. og g,,. t 0 h, J3 w %..,). '. s' =. -~ s I: M-s L-=C e-M er g. (y e(. ',$ %8 4 t 4 p.., t, 1 p. ;, is n. ..rk. i c f 3, 4== 1,7 s i e e., n i ,b,v, { ' e- ~ 47.~ ~ c i .,-'*Wy . L.s. -. '-g ~,;.,, [lf,.,,( r-Vc lt. ; u-.. M,. e ~ , p,,.c . a.. 9 +*". ~ t -,d k. m_ m_~ ) ....w o.- s. h iSJ MT...,b Ni'uw% TAM.& r- -M W '.N;.,..M+., ,m.C:A :,- J...s?s.,,.^. Y \\. 2, I.[. _ PilOTOGRAPil NO. 7 K,9.f p31.g ';w ' 3 'c q -. .3 s. ..i< .q
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?. i dt d'E I ? The contractor could erect up N - 615tUc:o \\ g I toeight pilesatonetime before
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5 %,. .cy?.. , ~. & y, ~J y w n ;n,Qg.rf y.g;.$ w.:-( q Q,.. r, Q.' :% 3k~$.~ ':($ $ 9 v % idei g y.A g f.g ~fl q n U ~ . ~g [._ ~ 4
l N.
gh. CTeW iS Seen a.taching the 4 hammer leads to crane. .w- ~ f
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s4 .j, , %p;T O T [ 4 M,,- w.y ,,. j;5NlN?dNp...-.El PIIOTOGRAPl! NO. 8 hr MM j. i L' E. ' Q~ Q (. g Q'..,:.f f f' ~ 9::,& &1 r
4..j.,;<... 3 >q{h.'.i i '(
v8 Si.b These pictures (photo-l ~ / ' 7, % M.K G ..,k _.~ rr.a ; .. Jg graphs 8-12) indicate . ;.. ~.. lr N' e '.f.[ the quantity of sand Il a s u.- ~ ~.-. = placed adj.acent to each _.a 18 '[g- ~, tr.6 's pile durin=a drivin<e g 4 = ^ f, - Q b \\ g-y rl N..- m-m w W.~ w 3. ~ vir/tW v I;.%.%Y/Q*,y
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. M.f.? w'- @-f. ,.. e. + . \\ i R g; M _.~ ' J j % :. f. '1 / -~ d. ] ?.k bh h 2 n F 44%Ra. PIIOTOGRAPil NO. 9 // r!h.b :s.% y.... A.. j u..._ .A.A-1 / a.g }/+,
7
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\\-O A water jet was used t Wa-M 7 ,go -..e.; -tc 3 - q m e. ) g g:li '2 N 3 tc. facilitate the back- .. g t ' [
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b'.,,e. rN filling. t* .u v: w ,( {- 7 M" prm .s. lm*.T. ,( h y 'g [ "C,, C'... M r jh hl,,' 3 k ';; s ot" t,. h. ., {al .wt .....,. m. w -
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',? .n.i.W.%, .; [V=<2..y.wg .Q m%r %.. 2 y ~w'd . c , p 2 d'y '. ['.I'/{.. PilOTOGRAPIl NO.10 f,' q. ,s h h d $ M' Pile driving continues. e-c;
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(y-g, <4 gam; and so does placement -c., ~.a u u-3 tg -,-.. p - _ ~.-. g .g [ ggst of sand, =q,f
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/W ., r. m..., i m. ... e:p%p .x l i N5D...1.% . 1 f, s<c..:,.5.7. y.7. r.o..%...?rp c. U.3.5Ih 7 p,,d ' PHOTOGRAPII NO.11 -- c,h .m A.. 3 ..s. ,h., eg 7 M N. M Oi@P- . Driving t: e last 10 feet of pile. _,s I ~~ n,.-n,,---.* (,. s q.-- .k w. y..
=w
.a-~~..~- - ~ r.-~:%:,M 6... w c.- 2., e W, h.w v h c. :. x .'[:W,,. *.%. w sl._ -cw %%.e -~ - ~ %,./ T s _.. g- % y- . y dD M hd C E NE M M,M y -,:.,x.:m -w .M.....n... '.. -wy... am n- .- e z Ni~MMM6?Pigsj dif C..,.. _.m~ l n~7. v.in.,.:.n.v. s.q..;pr w .s. .?. -. :...L ~.. - M> .,. ~. .v. .r p.::.. ; -. w._.. s. 1. M- ...n.
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s. 3 z'. ::.- p... r t.d i n~ ws%un.. Qrl.h..,}' 4;sV h, p : w. .j :,.-~ >f~ b ,M ' h'[.d7*d 1 . f. 7. y%.,.~. .r g ....s m.,.-;.. m;.+ . e. p.*c.;% l ~. <. i ,%.',) v. s c. l PilOTOGRAPli NO.12 j4'p@. 9s. 3,A.,.s.f E* '4.. :.. w.M, u'.( y t r.,g v,.... e.. g.. :.,,e e... . e. ..,p.. '%~'.;...r... s.~ a,,,: W.a.?r.. .j ,. ~ ' s';), nM. g. --.s. -5. r1.:.,. a s. Nearing completion of e r,i t' dn.ymg. Sand pile has
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-e .s %,. been almost completely f,51.. ~ ~ m. A-.. (. - -. _.vs i. s ~. W. '.i.. - i used- \\ t -~- 1 a l l P.g. ~ g .e. mm <* * .s p .-i j l*}.t_,f 5 , P t y h. w [ s% ,.c . m** . Q- . " ' ^ f s N - -
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y ': M. w.. W -& A 5-. ,.. :n.... -+?.. . = ..v. s r. s. ,. -{...., w.; _m, - is. - i -- 3 454 j;.;sd.m.. jp a,,,r.-:,. s - a > w.. 1 - t k....,1, g. N.q.,._,f-M,.. r . w.~ - ' e, ' ' 4M,,. PliOTOGRAPil NO.13 A heave plate was used to monitor any groimd rnovement during pile driving. pe==*4 q -- %,i,, .q wgD..:. (.w n.. f,y
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g ,e v..e.. f. ..,.,P,,.;. < A ,,g, ' ;go - ~ a -l .,,.4,,.M'., i J.1 p...>?: o. t _A 3 4 w.,-e. fE,.. ,1. h. ..sr-1 d,cc, gj b M. -LI. W.,L y :6..s&A gg PilOTOGRAPil NO.14 Typical pile after complet; si pile driving. Several times the back-fill packed around the r so tightly that there was great difficulty in removing the hammer a-the top of the pile would be damaged.
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w .z,'= m-p*n % v. n '.,. d e:, M:s q p.A vz-M w,.\\p n, PflO'IOGRAPfl NO.15 yc ca.v..' 3 M,n hk b... -. ;-) L.tre t .r c y...
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h.D Sample taking from bottom of ex- .pon for goratory Proctor testm.
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. n-place density tests were performed g. _X~- 3e and compared to the maximum labor-6 !N' Nh. IP atory density to establish percent e 4""b,,
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MN compaction. ' C' /. : N J.ef 4 v b f 1:fi Q. Q. '. j M. ~ u f 9 %, w ,,,,k ~ ~ g. 4,.- ,..,,. y ;< l.,, r.:: A.g > 4. 7.y -
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S.y.. ...s sr.. W,.,. x. PHOTOGRAPH NO.16 g ' Q ?.[7... '*. 4 4.~. ? p~ .s. i f 4 - n b p ?)% 9,;s,%. i .%..t +a -../ ~.r. 3 ( <,f,. u The bottom of the excavation [-% DUMB j i g c,s,.....g. pMMg' ' 0, g op C ~",. M '. - ^ was proof rolled and cleaned 1 ge-gy;J.:rg'*ye@f$ in preparation for back<iliing. i ' y," ~Q).Y%, %?'W ._,.".' 'f
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b $;,, . N q ' & $'5:."../ l Q- - 'c.'. -. f 5.,f ' ' ;$34.QGe.g A .s $$si UN.LMMUNk b.- '+ *yy..@r% ,n. i M' i.a by:hiav',-O'fftm rap _Q l %3 h e.. - at - g. vvn y%y[t w r. M.c Q: z N PIIOTOGRAPil NO.17 I'7-4 %.N Q % i;P ..; ~ .tyd,. W ~W.hm f r. A.:c.,.'. %.n i +- ~ m m ars,y ..*.y l Hecaus. no rock was available for , A V'.-; e u cWg%>Y > ih, ' c.. - fjg '(:4 the French drain, the sides of the @N,w .7' excavation were not backfilled. As S :' s,.. NI ME kk M' . cne lift was placed on one side of 0U.t...Mk'Nf ( ^: he key, the lift on the other side ,4 g%q Ng.'gt' gy y's c mpacted. 3gh t ;q's., s. _... h :g- h.',; 1-Q>,.n)>.~.v %,5 q[ g'Ist 3h.. _ W ( . w. ER.'@p,:d 'C . -- s e, -W' n 1 L
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PHOTOGRAPH NO.18 ~,, ..,3 7.M.s. D. s ,_.c.n..,.w._ 7 7..c.;,st I ea: ..g j -. u f 'A h.Z, y.', 'M> /<W[. S,.d.,.-G,, 4)7,. 'Y Ti-'.';. ' After rock for French drain was 3 L
q placed on slope, backfilling of sides n u. q q'
-': r'. 'W
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)of excavation began. The newlifts
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,9 m J" M v...>. m_- y- ^ y' y n.* - ^ t. M.. V... ,n. were tied into the backfill by a n* . m. y s., ..stcp cuttm.g,, mto the compacted e "' : . c : M... P rd,,.". ' -A e WckfHl. p g' ~~__g y' -~" (t ~~ .e.2Lw:.6x;.L7i?.y;h;jQg'
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, ~" #.Z' PHOTOGRAPH NO.19
- 4.. l, l ' r. '4' d?< I-Work cnat is being poured. O /* 4 Compac:ct is seen working ..,..,../ 1. ,/.. ,.T i[' M,s. r c 1 ,- 7.*.c.3,' ?. - [ p-l around the southeast corner . r 5, l r sump. .4Vf j !. ]\\.,. 4,7 y-19 i _,,, e 4 a l Mp &s.r ~ WG,... h % h,s'$ i .u;..J ~A u. Eb.j iig I I i s.t \\. .v,
-A N M T PilOTOGRAPil NO. 20
.u-%%T.J."~I I.$.. . c= _ cp .:.c by ...,AN;M 49,~^.r* 7N.d; - 2 U : tM,%g D i Werk mat is complete and re-bar O-i 's Il.h - has been placed for the b.irrier wall 'N'N . U E'..Mkd M M-/p...IWi'i foundadon. On the right side of a- - 4?. W-c '**W ; sF J.' ?., w,,: w.y., ,.,f._,.y.~.T... fiF. ,c. the picture t'.e 4 inch crush'ed li.ne. . F., _ /,h,' ;p t.- s r ^ stone ross base placed by coa-GsG 3.-- N / ]. -Q
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u.p 'p-. ta.a %s Cg s i,1;g... ( g f e;...fs.r. .ractor can be seen. L 5 t.\\pg.cf.u,. g, N.A ' $...l,' f( ? [ ' 'i th, ~ '$~~ - ML t * ~4 s 3 ,e L . -'N,* s m. ,..A*1 .,F - = ~. .s e. ( . ~.. y 4,.(m_ [# t.< y. 4 *./, [.* -.. - Y.a {'er*. 4 . ~, -. <, t[... g**' ;,r - Q, i *.. - s ' es.]-?? "'N'M: s. d \\"b.,. !-f* t & ( Q y Q g ~;~ u & h( % b<xs*5 8i=3 : & ' * ' Md'hfdM% s 1
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to lO t ekCOa3 u.mMa. of M.cwS RECORio FOR E A.4 G iu CF P EuticA*ic u. uoit. P.o o.is.. Al..n.uc e _*.;cprA.r.a.n. o: R.1_w. H T.V.E 5 OF STO?Fi% Aug ST.wiiua. & IF Wood, 5T;.T L.<.iu) St r.,o u.us Au p irt:Jusi.. ir CouCE*E, STATE t.w aus AGE. 6 FOR WCCD - LES CEit' h.L ACl. x. .'.9.t *M FER C.% C 300T CF NCOD BY M.*W u G J. Bulf SECitCO. (CAQ "151R h i Sc4...k ti E.1 vt A>.eu ' GU Atai.ly *; WaiiR P.5PL AC(.D Sy CJ.C TIO u ) DJ' iuu Riv.c '. R e MOTE AuY ti.u us.:r:s iu CAT ts W.od e 3,x.11i.4, cf..e,; f., o ;gqou og ogtfas.u CRiviu., SovucER, BAR< 3 CouDiliou o-COSHicuS, fl.uySt.5%, sucu., osi.n s, ocpia.Ja was:, sic.
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FPdL '. Lu c.ie - Ikmen Wt Qw 9: ] ~ - unc uD u,,cEt. .,a c i% c 4 c mc.g k _ .c comuco us W ..e* DiAME T E r BUTT DIAMETER y ST Rogi. _h f lO tu !O D su. urAs4 ist~ tu. eqto 3N4TH CRivEu wEl4mf f ~da4,HT CF RAkt --.T. - - - -lu. LB. I1 500 t s. F DEStetPfiou '4 # WEi4HT_ DESCRIPTiou ($(rq c.< o u n c.. ) ,e, M LB. - 1iG4 wgic.sT $3I 35 F T. tu. LB. EY OE o,M _ *o_,h'. 3 n m, 4 s r e a.4 e n.v, < rs,. DEscEiPTicu V n d ~r.E k-i0r A c a w i. LE % T64 wi.:%T 3 .x n,.,. - - 4 fO - ~ ~, - o> t F T. u. L E_ - x - 1 u CLEY CF CuiOFF. ELEV CE QROUuO _25.01 ~M' y Etty 05 T i P. LCa.cylo;F To lif' ) - GO,Ol o_s Fr o iu. STARTED OEM.Ja FNiSHEJ CRMuG DRViUci TIME g g;25A.u. RM. gry7A.u. eg. 1O _i.oa. ~ } F,, j T. M O. UG u o. u o. i M o. 40. I M O. IJ O. N F,e,. c= FT. op i FT. op eT. og F T. og FT. oc FT. cF ar cp i SLOWS ELCNS El.OWS ELONS. BLONS BLOWS SLCNS3 6LCWS I SLC c0 70 60h O 10 20 30 40 50 _ _,j ____4 _.__5-1

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