ML19253A148
| ML19253A148 | |
| Person / Time | |
|---|---|
| Site: | Bailly |
| Issue date: | 08/14/1979 |
| From: | Shorb E NORTHERN INDIANA PUBLIC SERVICE CO. |
| To: | Vassallo D Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 7908160426 | |
| Download: ML19253A148 (34) | |
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, wwncu Et Northern Indiana Public Service Company Gene <a! Offres l 5265 Hohman Avenue l Hammond, Indens 46325 l Tel : 853-5200 (219) lit EUGENE M. SHO A9
,,..,vcc.....oc , August 14, 1979 Mr. Dominic B. Vassallo, Acting Director Division of Project Management Office of Nuclear Reactor Regulations U. S. Nuclear Regulatory Commission Washington, D. C. 20555 Re: Northe rn Indiana Public Service Company Bailly Generating Station - Nuclear 1 Docket No. 50-367
Dear Mr. Vassallo:
Your letter to NIPSCO dated June 28. 1979, reque sted additional informa-tion in support of the Bailly piling pr ,posal with regard to the following three areas: (1) an acceptable proposal for correcting the preconstruction areas; (2) selection of representative production piles for load testing; and (3) a sheeting and bracing plan to minimize pile disturbance adjacent to the deepe r excavation planne a .%r tha reactor building. Our letter to you dated June 29, 1979, delineated the reports and responses that have been previously submitted on this subject matter and also transmitted " Supplementary Information, Clarifications, and Alterna-tives to the Founr8ation Pile Design", which provided additional information relating to items (1) and (2) above. Our responses to your requests for information are completed in the attached brief report titled " Response to NRC Requests for Information of June 28, 1979. " As you will note, items (1), (2) and (3) are covered under the po' tions titled " Program for Densification of Preconstruction Areas",
" Production Pile Load Tes*.ing" and " Category I Building Exovation and Pile Driving Sequence" respectively. We believe that we have sati %ctorily addressed each of your stated concerns.
In addition, as suggested in the last paragraph of your letter, we have given careful consideration to the thoughts expressed in your letter and can assure you that the Bailly safety-related piles will be designed, tested, e.nd 7908160 9 6 801 166
Mr. Dominic B. Vas sallo, Acting Directo:r Hammond, Indiana Division of Project Management August 14, 1979 U. S. Nuclear Regulatory Commission Page Two installed in accordance with high construction industry standards. We remain confident that the three reports which we have submitted on the shorter piles proposal are well documented and thoroughly justified. Since the reports were submitted over some months while refinements were being made in response to NRC questions and suggestions, we are now reviewing the documents and will advise you promptly of any modifi-cations needed to conform each of the reports fully to the current detailed pile prc posal. Wa nave now provided all of the requ rated information and would appreciate early completion of your review so f nat we may resume installation of the pile s. Very truly yours,
/
EMS: cgs Attachment 801 167
RESPONSE TO NRC REQUESTS FOR INFORMATION OF JUNE 28, 1979 1,0 PROGRAM FOR DENSIFICATION OF PRECONSTRUCTION AREAS 1.1 Introduct'.on As describe in Chapter 2 of the report entitled " Supple-mentary Information on Driven II-Pil e Foundations" Bailly Generating Station Nuclear - 1, dated December 4, 1978, (Reference 1), there are five small areas, identified in Figure 1-1, oithin the limits of the Category I sicuctures where the subsoils were disturbed by a variety of preconstruc-tion activities. These activities consisted of pile jetting, preaugering and pile extraction. The primary effect of the preconstruction activities was the loosening of the soils in each of these areas. These activities were described in t detail in the following two reports: a) " Pile Testing Analyses - Bailly Generating Station - Nuclear 1", repct SL-3109, dated September 6, 1974, sub-mitted to the NRC on September 13, 1974. b) " Analyses of Pile Driving Tests - Bailly Generating Station - Nuclear 1", repor t SL-3205, dated September 15, 1975, submitted to the NRC on July 14, 1978. 801 168 1-1
In addition, Chapter 2 of Reference 1 presented a brief summary of these preconstruction activities. In particular, Figures 2-2, 2-6, 2-9, 2-12 and 2-15 reproduced herein as Figures 1-2 to 1-6 identify the sources of disturbance within each area. Northern Indiana Public Service Company (NIPSCO) developed a remedial program to densify the soils within these five small areas. The program was described in Reference 1. On the basis of the June 28, 1979 letter from the Nuclear Regulatory Commission (NRC) and the meetings with the Advisory Committee on Reactor Safeguards (ACRS), certain aspects of the densifi-cation program have been revised. The revised densification program is presented below in two parts. The first part describes the general concepts of the densification program while the second part presents the detailed densification program. 1.2 General Description of the Densification Program Development of the densification program required identifica-tion of the primary se - 3(s' of disturbance within each area of preconstructio~ ty and the depth and lateral extent of disturbance around the coprce(s). This has been accom-plished by: a) Review of all the available recorJs ot the preconstruc-tion activities. 1-2 801 169
b) Review of the driving characteristics ot the indicator piles driven within and adjacent to the preconstruction areas. c) Review of the results of soil borings drilled within and adjacent to the preconstruction areas. On the basis of these reviews, the following program for densification in the preconstruction areas has been developed: a) Additional information will be obtained concerning the condition of the disturbed soils before installation of-the densification piles is begun. A number of additional borings will be drilled at selected locations within the preconstruction areas. These supplementary borings will be drilled to the glacial till and backfilled with grout. The data obtained will be used to evaluate the effective-ness of the densification program by comparing the pene-tration resistances in the borings with'those obtained in verification borings described in Item g below. If possible, the cone penetrometer will be utilized to provide supplementary information on soll conditions. /
*/ The ACRS suggested that a cone penetrometer, commonly referred to as a Dutch cone, should be used as an additional explora-tion and verification device. The cone penetrometer has not previously been used at the Bailly site; its usefulness was considered doubtf ul because it may not be able to penetrate more than a few feet into the dense interbedded deposit in undisturbed areas. Exploraticns were conducted using the Standard Penetration Test (SPT), evaluating density on the (continued)...)
1-3 801 170
b) The densification and control piles will be closed-end pipes, 10-inch nominal diameter, approximately 7/8 inch wall thickness. They will be driven with a Vulcan 016, single-acting steam hammer with a rated energy of 48,750 ft-lbs., or equivalent. c) One or two pipe piles will be driven outside the limits of each area of disturbance as control pipe piles. The objective of this is to obtain inf ormation on the driving characteristics of the pipe piles in undisturbed areas. The driving characteristics of these control piles will then be compared with the driving characteristics of the densification piles as explained in Item f below. The control piles will be driven five feet below the maximum depth of disturbance in each area, or to retusal, defined as 25 blows per inch (BPI) on the basis of wave equation analyses, whichever occurs first.
*/ (continuation of footnote from page 1-3) basis of resistances obtained at vertical intervals of 2 1/2 feet. Use of the SPT has the advantage of yielding samples, which provide positive identification of soil types, as well as penetration resistance information. However, the cone penetrometer cannot produce samples. Therefore, when it is used, soil types can only be determined indirectly through correlations and empirical charts relating friction ratio and cone point resistance. Furthermore, these empirical correla-tions and charts are limitea in application; use of the cone requires site-specific correlations before data can be interpreted correctly. As explained in paragraph 1.3.5 with reference to Area E, we will attempt to develop site-specific correlations at the beginning of the densification program.
If that effort is successful, the cone penetrometer will then be used to supplement the SPT in evaluation of the densifica-tion program. 801 171 1-4
d) Once the control pipe piles have been driven, aensitica-tion pipe piles will be driven at or adjacent to each identified source of disturbance, i.e., extracted piles, preaugered holes, unbackfilled boreholes, and jettec piles. These piles will be driven five feet below the identified depth of disturbance, or to bedrock, whichever occurs first. e) Following this, four additional densitication piles will be driven around the source of disturbance. These piles will be driven to the full depth of disturbance identi-fied at the location, or until they reach refusal, defined as 25 BPI, whichever occurs first. This refusal value is based on wave equation analyses and is identi-fied as the upper limit of efticient and effective driving with the hammer-pile system. f) Upon completion of driving of the piles at and around the source of disturbance, the driving records will be examined and compared to the driving recoras of the control pipe piles. If, on the basis of this exami-nation, the ariving behavior of a given densification pile indicates that densification has been achieved, then turther densification will be terminated around this pile. If the driving behavior of a given pile indicates 1-5 801 172
disturbance at that location, then additional densitica-tion piles will be driven around that particular pile in accordance with the example shown on Figure 1-7. These piles will be driven to penetrate the identified depth of disturbance or until they reach ref usal, whichever occurs first. This procedure will be repeated until the driving records of densification piles indicate that densifica-tion has been achieved. The above approach treats every densification pile as a penetration device. The driving record of the control piles serves as a me ans of calibration for this penetra-tion device and will be used to interpret the driving behavior of each densification pile, g) Upon completion of the driving of the densification piles within each area, a minimum of two verification borings will be drilled at selected locations within the limits of each preconstruction area. The locations of the veri-fication borings will be within a few feet of the loca-tions of borings drilled previously within tle same area. These borings will be drilled to a depth of five feet below the identified depth of dis wbance in the area or to bedrock , whichever occur s f irs t, and will subsequently be backfilled with grout. If possible, the cone pene-trometer will also be used as another means of indepen-dently evaluating the effectiveness of the densification program. 1-6 801 173
h) The pipe piles will be filled with concrete and cut-off a minimum of one foot below the elevation of the base of the mat. i) Production piles will then be driven to satisfy the driving criteria. It must be emphasized that these programs cannot be considered final or completely definitive for the following reasons:
- 1) There is no site specific experience relative to the drivability of pipe piles at Bailly.
- 2) The radial extent of the densification resulting from driving a single pipe pile is not known as yet for the specific soil conditions encountered at Bailly.
Therefore, it must be recognized that the program should have flexibility in terms of the spacing and the number of the densification piles. In addition, if it is not possible to drive the piles to the planned tip elevation with the Vulcan 016 hammer, a larger hammer will be utilized. Wave equation analyses confirm that a hammer with a rated energy of up to 90,000 f t .-lbs . can achieve penetration without damaging the piles. 1-7 801 174
If the planned pile tip elevation of the point source piles cannot be attained with the larger hammer, additional borings would be drilled to confirm the density of the soils under-lying the piles. With these qualifications in mind, details of the densification plan are presented below. 1.3 Details of Densification Program On the basis of the principles presented in the previous section, a detailed densification program has been developed for each of the five preconstruction areas (Figure 1-8 to 1-12). The following sections provide details of some of the specific items of the densification programs which are unique to each area. 1.3.1 Preconstruction Area A (Figure 1-8) a) One supplementary boring, SBA-1, will be drilled midway between the locations of two anchor piles (both of which were jetted to elevation -53). b) Two control pipe piles will be driven. One is located close to boring PZA-1, which showed no disturbance, and the other is next to indicator pile RD-64, which met the driving criteria. 801 175
c) Two verification borings will be drilled close to borings PZA-2 and SBA-1 to evaluate the effectiveness of the densitication program. 1.3.2 Preconstruction Area B (Figure 1-9) a) Two supplementary borings will be drilled at the loca-tions identifed as SBB-1 and SBB-2. Tn'y are close to two piles which were installed with the assistance of jetting ano, therefore, soil disturbance is expected, b) Two control pipe piles will be driven. One pile will be located close to boring PZB-1, wi. ich showed no distur-bance. The other control pile will be located close to the indicator pile RB-510, which met the driving criteria. c) Two verification borings will be drilled close to borings SBB-1 and SBB-2 to verif y the ef f ectiveness of the densi-tication program. 1.3.3 Preconstruction Area C (Figure 1-10) a) Two supplementary borings will be drilled at the loca-tions identified as SBC-1 and SBC-2. They are located close to piles where jetting was most extensive. 801 176 1_,
b) One control pipe pile will be driven a few feet from boring PZC-2. This pile will be close enough to boring PZC- 2 to develop a correlation with the undisturbed soils. c) Two verification borings will be drillea close to borings SBC-1 and SBC-2 to verify the effectiveness of the densi-fication program. 1.3.4 Preconstruction Area D (Figure 1-11) As explained in detail in Reference 1, it is believed that disturbance in this area is minor if indeed, it exists at all and, therefore, no densification piles are presently planned within this area. Although four piles were installed by jetting or jetting and preaugering, the results of borings PZD-1 and PZD-2A, drilled within 2 to 3 feet from the jetted piles, showed no signs of disturbance. According to the records of the preconstruction activities, three of the four piles were driven to penetrate 40 to 80 f eet below the depth to which jetting or augering took place. It is believed that the vibrations caused by the driving of these piles redensified the sands which might have been loosened by jetting and/or augering. Two supplementary borings SBD-1 and S B D- 2 will be drillet at the approximate locations shown in Figure 1-11 to verify the conclusion that 1-to 801 177
the soils in this area are very dense and, therefore, do not require f urther densification. If these borings indicate that densification is necessary, a densification program following the guidelines detailed in paragraph 1.2 will be initiated. 1.3.5 Preconstruction Area E (Figure 1-12) a) No supplementary borings will be drilled in area E because a sufficient number of barings have already been drilled to define the disturbance in this area. However, as explained earlier, the cone penetrometer will be used in an effort to develop site-specific information as to the suitability of this device as an independent means of evaluating the effectiveness of the densification program. The cone penetrometer will be used in this area primarily to calibrate the device for the soil conditions existing at the Bailly site. One sounding will be performed adjacent to each of the existing borings PZE-1 to PZE-4. As explained in Ref erence 1, borings PZE-1 to PZE-4 cover the range of soil conditions in the preconstruction areas from severe disturbance (PZE-4) to no disturbance (PZE-3). In addition, cone soundings will be taken within 2 f eet of one or two of the jetted piles and in the area densified by the H- pil es driven as part of the 1-11
densification effort presented in Chapter 2 of Refer-ence 1. This experiment will determine the suitability of the cone penetrometer device and, in addition, will provide si te- speci f ic correlations for the soil condi-tions encountered at Bailly. b) Two control pipe piles will be driven at the locations shown in Figure 1-12. The first pipe pile will be located near boring PZE-3, which showed no signs of d i s tt.r ba nce . The second pipe pile will be driven next to pile SF-66, which met the driving criteria. c) Additional densification piles will be driven north and west of the jetted piles, as shown in Figure 1-12, because of the disturbance identified in borings PZE-1 and PZE-2, and indicator pile SF-34. d) Two verification borings will be drilled close to borings PZE-1 ano P Z E- 2 to evaluate the eftectiveness of the densification program. REFEREN;. 1 "Su'plementary Information on Jriven H-Pile Foundations" Bailly Ge erating Station Nuclear -1, Northern Indiana Public Service Company, dated December 4, 1978. 1-12 801 179
- 2. PRODUCTION PILE LOAD TESTING During production pile driving operations, a minimum of ten additional compression pile load tests will be conducted in order to verify the load-carrying capacity and load-deformation characteristics of the piles. Four or Live production piles will be tested in the preconstruction areas.
The remainder of the production piles to be tested will be located within the more heavily loaded areas and will be selected based upon the following guidelines.
- a. Three piles that penetrate more than 10 feet into the bearing stratum (Category B Piles).
- b. One pile with a minimum total embedded length (for example, Southern Radwaste Building Production Piles).
- c. One pile which exhibits driving behavior (penetration rnsistance) significantly dif f erent f rom that of adjacent piles.
The load test procedure will be in general accordance with ASTM D 1143-74, " Testing Piles Under Axial Compressive Load". The optional quick load test method will be used with the following exception: Upon reaching a test load of 400 tons, the load will be held on the pile for 24 hours and deflection readings taken. After 24 hours have elapsed, the test will continue and the load will be increased until pile failure or 600 tons, the jack capacity, is achieved. 2-1 - AM 180
- 3. CATEGORY I BUILDING EXCAVATION AND PILE DRIVING SEQUENCE The final excavation levels for Category I structures will be as follows:
- a. Reactor Building - Excavation El. -6f6 inches.
- b. Radwaste Building - Excavation El. 016 inches.
- c. Auxiliary and Service Buildings - Excavation El. +816 inches.
These excavation levels are all within the lacustrine (beach) sand deposit. The transition from one level to another will consist of slopes cut in the sand at approximately 1.5 hori-zontal to 1 vertical. Slopes may be adjusted so that piles will be driven from a level surface. Because of the excavation slopes, no sheeting and bracing from one building elevation to another is necessary or planned. Within each building, locally depressed areas, e.g., sumps and elevator pits, are present. Where vertical cuts are required, sheet piling will be used. Because differing excavation levels occur within the main building complex, the potential exists for lateral movement of driven piles if, 1) adjacent slopes are excavated after these piles have been driven or, 2) piles adjacent to the top of the slope are driven first, followed by driving of piles away f rom the slope. 3-1 801 IBI
Concerns about lateral movener*c of production piles at the Bailly site are eliminated because of the following:
- 1) the excavation will be completed prior to driving produc-tion piles located adjacent to slopes and
- 2) the pile driving sequence is planned so that the pile driving operations will always progress towards the slope.
To demonstrate these procedures, the excavation and pile driving sequence for two areas has been detailed. (See attached plan view, Figure 3-1.) Brief descriptions of the sequence for each section follow. \ , SECTION A-A Figure 3-2 presents a cross section in the east-west direction showing the slope configuration between the Service Building (final excavation level at elevation +8) and the Reactor Building (f inal excavation level at elevation -6). The sequence of excavation and pile driving operations is described below.
. Excavate Reactor Building area to elevation -6. Leave temporary bench ("C") at elevation -1 to allow access f or redrive of easternmost Service Building heaved piles (if any) and to drive piles identified as group "B".
3-2 801 182
- 2. Drive Service Building piles from El. +8 starting from the easternmost rows and moving west. The westernmost pile groups, labeled "B", will be driven last from bench "C" at elevation -1.
- 3. After the Service Building piles are driven and checked for heave (and all necessary redrive completed), remove bench "C" down to El. -6 ("D").
SECTION B-B Figure 3-3 presents a cross section in the north-south direction showing the slope configuration between the Auxiliary Building (final excavation level at elevation +8) and the Reactor Building (final excavation level at elevation
-6). The sequence of. excavation and pile driving operations in this area is described below.
- 1. Excavate the Reactor Building area to elevation -6 ("B").
- 2. Drive Auxiliary Building H- pile s starting from the east end of the building and working west as indicated by the arrows in Figure 3-1. It should be noted that the pile groups labeled " A", adjacent to the slope, will be driven last.
- 3. Drive Reactor Building H-piles ("C").
3-3 801 183
The dif f erences in excavation levels between the Service-Radwaste and the Radwaste-Reactor Buildings are only 6 to 8 feet. Furthermore, there are no piles on these slopes. Nevertheless, excavation and pile driving sequences in these areas will be similar to those for the interfaces between Reactor-Service and Reactor-Auxiliary Buildings described above.
-a 801 184
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i KEY: O (7 %, IC lt;Cw O l APE 'I R FC LE C R I L'.T O W I TH g_, CCNTINLCUS FLl",87 EARTH C E R TC T*E INCICATED ELEbATICN FRICR, TO PILE CRIVltc. 22 INCH C1/#ETER,1/4 If4Ch THICv., STEE L CA$iNG INSTALLED PRICR TO PILE CRIVlf.C bCAK TO THE thotCATED ELEVATICN. - TI P (-12) AUGER (*2O 5 to -115) TIP(- 132.5) H : RIVEN / JETTED PILE WITH CA$lfG H cRivEN / JETTED PILE IP;DICATCR PILE
-{- PRCCUCTICN PILE TI'P(-ll.5) ,
PRECONSTRUCTION AREA BORING O PREVIOUS 80RINC
%)
J( 43) = JETTED (ELEVATICN) YlP(.54) . = TIP(ELEVATION) (EXTR) = PILE EXTRACTED L.0(-52 to-70) - LIKELY DISTURBANCE
'(ELEVATION INTERVAL)
N(68-86) = STANDARD PENETRAflCN VALUE (.60 to .70) (E LE D TICN INTE R VAL) AUGER (*20 5 to -Il2.5) TIP(-132.5 ) ([g%,ER , e,5) PREAUCERING (ELEVATION INTERVAL) 0 . 5 Fat FIGURE l-4 FIGURE 2-9 LOCATION PLAN PRECONSTRUCTION AREA C FORMATION ON DRIVEN JS , " BAILLY GENERATING 8AILLY N-1 NIPSCO, DEC. 4, 1978 NORTHERN INDIANA g PUBLIC. SERVICE COMPANY j 7,g _ .. ~o..-- t 799
? \
( L D(-20 to -62 ) (6NCOMPLETE ORIVING) f T IP(-II 5) W D -143 AUGER (+ 20 5 to -llO S . TIP (-12 8) TIP (-lO S) TIP(-133 0 A AUGER (+ 205 to -70)N, s - - % TIP (-133.0) . ..T .i [ .g g /--
-l \ .j i \ /
v 15 7 8 AUGER (+20 5 to -110) 16 T
! (IP(-ll.5)
J +20.5 to -146 5) TIP( !46.5) T iP (-its)
+ 3
+ +
,PZC-2 5 6 14 LD.(-23 N(52-60) to 30 ) - I N(29 42)
(-44 to-75
-TIP(-134 5) +/ + -t-
- N (41) g 3 AUGER /J(*2051o -1135)
(~W J E TTI NG 4 TIP(-lO 5) l J(+20 5 to -105) TIP(-12 5) TIP(-134 3)
+ + .. /..f hE 10
, I 9 f
R WD-440 LD(-20 to -62) (INCOMPLETE DRIVING)
's PZC-1 L D N(23 -47)
(-44 to -80) REF.
" SUPPLEMENTARY I H-PILE FOUNDATI t STATION NUCLEAR I
801 192
?
*EY:
10 17 08 DI AMER R MOLE CK ILLEC ='l> gj CONTIN AJS FL t;,7 [ AA N AU;iR TO T-E t ho l 0 ATI C E LE '.'A T I O N PF.108 TO PILI On lit t.;. H caivEs / ;ETno PitE wiTw CAsiNC H cRivEn / ;ETTE Pitt it.0ICATOR FILE t- PR0000Tl"'4 PILE PREC0!.STRUCTION AREA BORINO PREVIOUS 80RlhG Y J( 43) - JETTED (ELEVATICN) TIP(-54) = TIP ELEVATION (EXTR) = PILE EXTRACTED LD (-52 to -70) = LIKELY Dl5TURBA!!CE (ELEVATICN lt4TERVAE ' N(68 86) = STAT:0ARD PEtaE!" . .eri VALUE (-60 to -70) (ELEVATION It4TERVAL) AUGER (+18 to -ll7): PREAUCERING (ELEVATION INTERVAL) 0 5 Feet W FIGURE l-5 I Li Y INFORMATION ON DRIVEN ~!2 TIONS," BAILLY GENERATING LOCATION PL AN AR-1 NIPSCO, DEC. 4, 197P PRECONSTRUCTION AREA D BAILLY N-1 NORTHERN INDIANA PUBLiC nn4 SERVICE en7 COMPANY
' g oui e/> oan.=samoone l 1
l
~
s \ m l AUGER /J(+18 to-l!7) ~ TI P (-155.5) we LC. (NON E ) r, AUGER /J(+18 to h' ( ) s T IP(-160.8)
+ + + 12 22+ + L _)25+
+ + + + + +
PZO-2 L.D N( 23X-63) O N( 41X-68) _, [ PZD-l C12 -t- ' Y J(+18 to-73) TIP(-150)
~~
J 'L D(NONE)
+ + i + +
17
+ _+20 P ZD-2 A J(+18 to -153)
L.D. (NONE) TIP (-153.1)
+ + + + + +
B REF.
"SUPPLEMENTA H-PILE FOUND STATION NUCL i /
80i 194 k
S F - 66 I L D(NONE)
+ + +
5F-34 0OL.D. (-20 to -es ) + + + (INCOMPLETE DR VING) PZE-l LD N(36-92)(-20 to -30) 4 (26-44)(-30 to -70) 4 4 % 4 4 g F-63 N (23-57)(-30 to -60) L.D. (-20 to -130) 1
+
+ +
+ + + ++
29 1 SE -98 J (-l22) PZ"-4 PZE-T P Z E TIP (-tSei
' 833
\ 67 W W / 73E 85E-l F-3 SE-64 E-70 SE-73 7
SE*65 L.D (-20 to -130) SE-61 SE-6 7p'Z'E-6 SE-97 J ( '22) TIP (-133) 64 SE - 67 SE -70 SE-73 SE-85 121) J (-123) J (-122) J (- 122) J (-121) (- 13 3) TIP (-134) TIP (-133) TIP (-133) TIP (-132) 70 W-1 73E BSE-l
)(-19) N(0 -12) N(2-28) N (0-30) - 32) (-I2 to -83) (-20 to -74) (-11 to -115) to -67) N(7-18) N (0 -I I)
(-95 to -120)(-105 to -115) O 5 Feet FIGURE l-6 EMENTADY INFORMATION ON DRIVE' FOUNDATIONS," BAILLY GENERAT"N3 N NUCLEAR-1 NIPSCO, DEC. 4, .978 ' FIGURE 2 -15 LOCATION PL AN PRECONSTRUCTION AREA E S AILLY N-l NORTHERN INDIANA f ne PUBLl" *Ar SEPVICE COMPANY _i SUI I7J oa= = s s =oa = = $
, T l W!
i l
+
+ +
, PZ E -3 PZE-2
+ + -
+ +
L.D. (NO N E) , RWC-lO9 G
~+
O L .D. (NONE) ~ + + + -- + F -20
+ + + -
+
.D. (NONE)
S E -61 SE J (-127) J TIP (-132) Tl PZE -4 67 L.D Nfil-23) N( (-20 to-45) N( N(27-55) (-5 (-45 to -75) KEY: H oRivEn / stTTED PitE INDICATOR PILE
-t- PRODUCTION PILI m! CONSTRUCTION ASIA BORINO l
PREVIOUS BORING
\ -
,' 00RINO CRILIID AFE R ORIVING CENSIFICATION
*iLES (LOWEST
, 43) .,,ETTED(ELEVATICN)
..ggpp T! ' '4) = TIP(ELEVATION) STATI (f.1 % )
- PILE EXTRACTEC LO(-52 to 701 = LIKELY D I STUP9A'4CE (E LE VATI ON I N TE R VA L)
N = STk;0 AP D PE';E T8 ATIC . . ALUE '3 j (E LEV AT IC N !!.TE R 6'AL) J u I li t 801 196
NJOTES i I. DRIVE DENSIFICATION PILES AT THE LOCATIONS IDENTIFIED BY FULL (SOLID) CIRCLES. ' -J II. DRIVE DENS!FICATION PILES AT THE LOCATIONS IDENTIFIED BY OPEN CIRCLES. III, EXAMINE THE NEED FOR ADDITIONAL DENSIFICATION i PILES: 1, ALL POTENTIAL. ADD 1TIONAL DENSIFiCATION PILES ARE SHOWN BY THE OPEN DASHED CIRCLES.
- 11. THE NEED TO DRIVE AN ADDITIONAL DENSIFICATION l PILE AT THE LOCAT'ON DESIGNATED "a" WILL BE DETERMINED BY EXAMINING THE DRIVING RECORDS OF FILES NO. 4 5 'l AND 10 AND COMPARING THE RECORDS WITH THE DRIVING RECORD FOR THE NEAREST CONTROL PlLE. THE EV6LUATl0N WEIGHS THE IMPORTANCE OF EACH OF THESE PILES
} TO TAKE INTO ACCOUNT THEIR LOCATION RELATIVE j ^( TO THE POTENTI AL PILE LOCATION, iii. ALL OTHER POTENTI AL t.UCATICNS ARE EVALUATED
--* BY EXAMINING THE PILE DMVING RECORDS OF THE ADJACENT PILES AS lNDiGATED BY THE ARROWS
' STARTING FROM IHE TsLREADY DRIVEN PILES. IN THIS MANNER ANY OF ThE PI LES IDENTI F I ED AS l I aT0 e MAY $E DRIVEN DEPENDING ON THE J [ RESULTS OF THE OR;VING RECORDS OF THE PILES IN THE VICINITY.
iv. THE PROCESS IS REPEATED SEQUENTIALLY UNTIL THE LAST DRIVEN PILES SHOW NO SIGNS OF DISTURBANCE. I I F 1 1
---~9 1 i l l FIGURE I-7
~
h SARGENELUNDY
' E NGiNE ERB J 001 197
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=N FIGURE I- 8 SARGENT&LUNDY
' ENGINEERS _
,l (
e r l I e __,w i ,...
. ,: ... ai 2.
l l l O \
iiie i/ i i /lls ii I! - ij i i;i / ll: i !: jij< : , j il l
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=N SARGENT&LUNDY ENGINE E AS o P00r0RB10, 8oi 20i 's
( c
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' 300lF0HUL 801 202
)
s LEGE4D: hf PwoucToJ mLa Dplt:FICATIO*1 N PIL4 ea - IhjDsCATost mLa , W P(Act MW/3TTM Piu. W FM _-IlG
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/
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-N SARGENT&LUNDY r ENGINEERS _
l is4 I
j coamot. mee n a
~
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! / [ l I i V l g1 h 00 WD-14o
-,n (? :w O H4
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.51 U 1 I v f 1 1 1 na PREC.OklGTRUCTichl AREA i w c 801 204
/ 'i
LEGE4D:
++ - .o DG.NdJ iFICATiod HPAt g .
es 34 1 P%aat tJa m . _. Dove *J/JETTeo f*lLE. inJ PLAtk c
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'd
'4
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FIGURE l- 1 I
-N SARGENT&LUNIIY I ENG,NE E AS P00R BR M .
801 205
i @ S-M _1 -9 f-9 _ S-G # l - J LJ _ l' 1 1 E I l r i . I i I l ED2A L I L 1 I _r , i g, 2 r i 1 h L J LJ F i- l 7 seca ss>, b b F ' F4 69 R.
='eEccNsTEU6 TION AEEA C2 O S"
( 801 206
I 'I s s i LEGEQD :
++ - ..m DtAda lFICATiod H-Pitt
- !dDecATo't PLE . SJ place
- DS'vid/JETTto PILE. 54 M Ac.E 8# PtAJ*>d7ICABold AIPt PLA AT #E ADjer.anJT 9 *i k N ChcATho G d O A'*d
- W T A
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?-
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FIGURE i - 12 N rc=- =
!! SARGENT&LUNDY L1_ZZ- T -~7 ENG8NEEF48 j 300lF0llnM 801 r
207 i i
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- g. pile driving sequence.
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us w
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