ML20010C618
| ML20010C618 | |
| Person / Time | |
|---|---|
| Site: | Midland |
| Issue date: | 08/17/1981 |
| From: | Jackie Cook CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.) |
| To: | Harold Denton Office of Nuclear Reactor Regulation |
| References | |
| 13422, NUDOCS 8108200243 | |
| Download: ML20010C618 (39) | |
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@ Consumeis-Power James W Cook hlh Vice President - Projects, Engineering and Construction P
General offices: 1946 West Parnell Road, Jackson, MI 49201
- M17) 788 0453 -
gV g August 17, 1981 6\ 0n>
/
e 4 - Harold R Denton, Director bb p Office of Nuclear Reactor Regulation ge US Nuclear Regulatory Connission q Washington, DC 20555 ' 4 to MIDLAND PROJECT DOCKET NOS 50-329, 50-330 S0IL PRECONSOLIDATION PRESSURE VERSUS POST 0VERBURDEN PRESSURES OF THE DIESEL GENERATOR BUILDING FILE: 0485.16 SERIAL: 13422
REFERENCES:
J W COOK LETTER TO H R DENTON
- 1. SERIAL 11625, DATED MARCH 23, 1981
- 2. SERIAL 13382, DATED JULY 31, 1981 ENCLOSURES: 1. CONSOLIDATION TEST COMPARISON
- 2. DR R B PECK'S EVALUATION OF THE BORING RESULTS This letter, together with enclosures, finalize our presentation with respect to the additional borings program for the diesel generator building area. In our previous submittals on this subject, we provided the ,results of consolidation tests conducted on soil samples obtained from five borings in the area of the diesel generator building (Reference 2). In addition, we provided values of preconsolidation pressure of cohesive fill materials as determined by three geotechnical engineers using the Casagrande graphical technique.
We also supplied a comparison of preconsolidation values obtained by Woodward-Glyde Consultants f bori'as made before surcharging. For samples at the same elevation, the 'uated pore consolidation pressures obtained from tests done by Woodward-Clyd ,onsultants in 1981 are in all but three cases (11 out of 14 cases) larger than those obtained from tests by Goldberg, Zoino, Dunnicliff & Associates (GZD) in 1978. This clearly demonstrates a gain in j preconsolidation pressures as a consequence of surcharging at the diesel l generator building. l l Td complete our commitment on this subject as described in Reference 1, we
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include herewith a comparison of preconsolidation stresses derived from the recent Woodward-Clyde borings with stresses calculated from the known loading Q ool conditions during surcharging. For convenience, we have indicated the V calculated stress from loading conditions on the corresponding e log P plot for each sample. The calculated loading stress is indicated at the j( oc0881-0398a100 8108200243 810817 PDR ADOCK 0500032 A
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2 appropriate value by an arrow on the respective e log P plots. This c 4 information is provided as Enclosure 1. We have also included' in Enclosure' 2 an evaluation of the boring results by Dr
' Ralph Peck. .As,an attachment, Dr Peck indicates the values of; s preconsolidation pressures 'obtained by Woodward-Clyde _ Consultants along wi e.
the calculated stresses during surcharging The latter results' are plotted as a < smooth curve for.each boring location, upon which the corresponding preconsolidation values obtained by Woodward Clyde have been superimposed. The amount of scatter in data _from these tests was expected and is inherent in-the processes of boring, sampling,' testing and calculation of the preconsolidation pressure. Our opinion is that the most reliable indications of future building behavior-are the data obtained from the surcharge
;- settlement measurements and piezcmeter readings.
4 While we have consistently taken the position that the additional borings requested by the NRC-would not be helpful in confirming the effectiveness of the preload process; nevertheless, we agreed to carry out the borings and tests requested to enable the staff to complete their review. In conclusion, su.; charging the subsoil of the diesel generator building served as a full proof test which was_ amply demonstrated by the settlement and pore pressure observations carried out during and after the surcharge program. JWC/WJC/NR/dsb 1 ' j oc0881-0398a100 l
a
&- -3 CC Atomic Safety & L Licensing Appeal Board, w/o
. Atomic Saftey-& Licensing Board Panel, w/o Charles Bechhoefer, Esq, w/o MMCherry, Esq, w/o RJCook,1 Midland Resident Inspector, w/o Dr -FPCowan, w/o RSDecker, : w/o NRC Docketing Service Section, w/a SGadler,' w/o-l RWHuston, Washington, w/a JDKane , - NRC , -'a FJKelley, Esq, w/o WHMarshall, w/o MIMiller, Esq, w/a .
W0tto, US Army Corps of Engineers, w/a WDPaton, Esq, w/o MSinclair, w/o BStamiris,. w/o. HSingh, US Army Corps of Engineers, w/a I l l. t l I I l l t l
-oc0881-0398a100
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A TOTAL PRESSURE I (BUILDING, SURCHARGE, AND OVERBURDEN)
1 1 - . 506 CONSOLIDATION TEST l 1 l 1 I Boring No: g'O4~- /2 A Semple No: S.3d Depth,f t: /s./ Materict: C4 i,,, r//u]q rr..f $ je. dF. .z.,,4. Sp. s,//e C/. Ail', -fr. s. r rwe /t,, in. .s.a.)
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G
piCLOSURE 2 Dr R B Peck's Evaluation of the Boring Results I m-
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SUBJECT:
DIESEL GENERATOR BUILDING: CONSOLIDATION TESTS In accordance with your request I have reviewed the report by Woodward-Clyde Consultants dated 22 July 1981 and entitled, " Estimates of Maximum Past Ccasolidation Pressure of Cohesive Fill Materials, Diesel Generator Building, Midland Project - Units 1 and 2, Midland, Michigan," as well as the source material contained in Woodward-Clyde's report, " Test Results, Diesel Generator Building, Soil Boring and Testing Program, Midland plants - Units 1 and 2, Midland, Michigan," dated 8 July 1981. This letter constitutes my evaluation of the significance of the results of this program with respect to the efficacy of the surcharge program in consolidating the plant fill beneath the Diesel Generator Building. The program was carried out by Woodward-Clyde Consultants during the period 13 March through 7 July 1981. Borings were made in accordance with a carefully planned and executed program and tests were carried out according to the best engineering practice. Although I did not observe the boring, sampling or testing, I have no reason to believe that the work was not expertly done, fully in accord with the best state of the art. In addition to carrying out consolidation tests, Woodward-Clyde Consultants were requested to determine the preconsolidation pressure corresponding to each of the consolidation tests by means of the customary Casagrande procedure. (See the attached two pages from the orginal paper describing the procedure). This was done by three different engineers familiar with the techniques but unfamiliar with the surcharge history and stress conditions at the Diesel Generator Building. Thus, the results of these determinations can, in my judgement, be considered representative of apparent preconsolidation pressures that would be determined by experienced and well trained practitioners. The results are presented in the report dated 22 July 1981, together with a summary of the pertinent properties of the materials for the various tests and a description of the manner in which the estimates were made. The estimates are presented in Figure 4 of the report of 22 July. In order to define the slope of the steeper second branch (or virgin branch) of the e-log p curves, Woodward-Clyde carried the maximum consolidation pressures to values of 64 tons per square foot. This permitted developing a rebound curve by unloading and reloading the samples at an intermediate stage of the tests. The unloading-reloading curves were obtained because they are useful in some of the procedures for evaluating the preconsolidation pressure. The values of preconsolidation pressure given in Woodward-Clyde's Figure 4 are based on tests carried out to the full 64 tons per square foot. Moreover, a series of consolidation tests had been carried out by Goldberg-Zoino-Dunnicliff on borings made in 1978, before surcharging. These tests provided an opportunity for a comparison of apparent preconsolidation pressures, as determined from the tests, before and after surcharging. The GZD tests were carried to a maximum pressure, however, of only 16 tons per square foot. Therefore, the apparent preconsolidation pressures determined on the GZD samples by the Woodward-Clyde personnel were necessarily based on maximum test pressures of 16 tons per square foot. For the comparison with the Woodward-Clyde samples taken after surcharging, the preconsolidation pressures for the Woodward-Clyde samples were also evaluated as if the tests miO881-0401a100
. w 2
had not extended beyond pressures of 16 tons per square foot. Hence, althought the latter estimates are not the best possible ones for the Diese) Generator Building after surcharging (the best values are shown in Figure 4), they are the appropriate ones for comparison with the pre-surcharge values. This comparison is shown in Figure 3 of the report of 22 July. The comparison of apparent preconsolidation pressure on the GZD samples taken before surcharging and the WCCO samples taken afterwards shown in WCC0 Figure 3, clearly indicates a gain in preconsolidation pressures as a consequence of surcharging. Nevertheless, the inevitable scatter of results precludes definite conclusions regarding the magnitude of the increase. A review of the results of the individual consolidaton tests, summarized in WCCO's report of 22 July 1981, demonstrates that all the strain-log pressure curves are smooth curves, without obvious breaks between a flatter upper and a steeper lower branch. Therefore, choice of the point on the curve representing the maximum curvature or minimum radius of curvature, a point that must be determined to carry out the Casagrande construction, leaves wide margin for interpretation. The summary plot, Figure 4, shows the average value and also the range of preconsolidation pressures estimated for each test by the three engineers. The values of apparent preconsolidation pressures estimated by the three Woodward-Clyde enginners and piotted in their composite diagram, Figure 4, are replotted on the attached diagram for each of the five borings. In addition, for each boring, the calculated stresses due to the loading during the surcharge period are plotted as smooth curves. Thus, for each boring, the apparent preconsolidation pressures of the tested samples can be compared directly with the pressures during surcharging. It is evident that some values of the apparent consolidation pressure are lower and some higher than the pressues known to have been acting during the surcharge. In my judgement, the observed degree of scatter of the results is not unusual and is inherent in the processes of boring, sampling, testing and calculation of the apperent preconsolidation pressure. Apparent preconsolidation pressures less than the pressures during surcharging do not justify the conclusion that the plant fill was not fully consolidated under the surcharge. The foregoing statement is illustrated by following discussion. Three samples were tested from Boring COE-12A. These were at el. 623.8, 621.5 and 616.7. The average preconsolidation pressures derived from the tests were 2.27, 1.47 and 2.55 tons per square foot. These samples represented the soil in a vertical column about seven feet higb. The shallowest and the deepest samples gave preconsolidation pressures appreciably higher than the intermediate sample. In reality, the preconsolidation pressure must have been nearly identical at all three points, unless the fill was extremely heterogeneous. The latter conclusion is not born out by the detailed log of Boring 12A. Therefore, one must conclude that the preconsolidation pressure determined for the sample at intermediate depth is too low. The most conservative interpretation would plcce the preconsolidation pressure for the intermediate sample at a value greater than 2.1 tons per square foot, the least value estimated by any of the three engineers for the overlying sample. miO881-0401a100
~
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. w 3
The inferred preconsolidation pressure as plotted by WCCO in their Figure 4 include five values from Boring 9 (3B, 4A, 5B, 6B, and 6C) that are relatively low with respect to the known surcharge stresses. One might infer from these values that the corresponding soils had not achieved one hundred percent consolidation under the surcharge loading, However, the verba! descriptions of the materials according to the boring logs range from stiff to very stiff and hard. The corresponding undrained shear strengths would then be on the order of 0.5 to more than 4 tons per square foot. Furthermore, pocket penetration tests carried out on the samples indicated equivalent unconfined compressive strengths ranging from 1.1 to 2.2 tons per square foot or undrained shear strengths from 0.55 to 1.1 tons per square foot. Hence, it is reasonable to infer that the materials displayed undrained shear strengths not less than 0.5 tons per square foot. It is know that an excellent correlation exists for normally loaded clays (that is, clays that are not overconsolidated) between the pressure under which the clays have been consolidated and the plasticity index I . The correlation is expressed by the equation: P c = 0.10 + 0.00h Ip P n (See Peck, Hanson and Thornburn, Foundation Engineering, Second Edition, Page 93). The plasticity index for the five samples under discussion from Boring 9 ranges between 8 and 9 percent. The corresponding value of the ratio of shear strength c to consolidation pressure p ranges form 0.13 to 0.14. For a shear strength of 0.5 ton per square foot" the 7. east value inferred from the foregoing information, the value of consolidatior. pressure would be computed as 0.5/0.13, or 3.8 tons per square foot. This is larger than any of the apparent consolidation pressures reported and, indeed, is substantially larger than the known applied consolidation pressure. If the converse of the foregoing empirical relation is considered, it can be calculated that the value of the ratio of undraiaed shear strength to consolidation pressure for a plasticity index ot' eight is 0.13 and the corresponding value of undrained shear strength for a consolidation pressure of 2 tons per square foot is 0.26 ton per square foot. The corresponding unconfined compressive strength, equal to twice the undrained shear strength, would be 0.52 ton per square foot, on the borderline between medium and soft clay. No description of the samples obtained in the program and no values of pocket penetrometer readings, indicated clays of such a soft consistency. Therefore, it can be concluded that the actual preconsolidation pressures for the surcharged clays of Boring 9 were substantially greater than those determined by means of sampling and testing. Finally, it is noteworthy that although some of the apparent preconsolidation pressures derived from the tests on samples from the plant fill are lower than the known applied pressures during the period of surcharging, a greater number are substantially higher. In particular in the lower part of the fill where induced stresses due to the dewatering system will be greatest, the excess of the apparent preconsolidation pressures above the pressures during surcharging is strikingly large. miO881-0401a100 (
9 ,._
, , - .c ,
g It is evident.tha't, with the best of techniques for'samnling'and. testing, and Lwith interpretations. carried out in accordance with the state of the art, the inferred preconsolidation pressures leave much room for interpretation and.do-not constitute conclusive evidence regarding the actual effectiveness of the-surcharge program, which was amply demonstrated by the settlement and pore-pressure observations-carried out during and after the program. l l i 1 miO881-0401a100 l i e_
. 3 6 - aceput:tions, cad firally tanb (h5 + W2) which d:t:rminis the ulti=nto bearing capacity for surfsso leading.
- tan y - Relative 2 tan (h5-{}
Relative tanb (h5 t ) Rele.tive chans. Chans. Chance 7 min"29' O.55h 1.0 0 367 2.2 8 35 1.0 f sax = h6 5' 1.053 19 0.159 1.0 39 7 h.7 In view of such variations and uncertainties one can well sympathize with the statenant by Mr. I4 arus flhite in his Discussion D-31. However, the angle of internal frictics is not the caly factor which deter =ines tha stability of O ma s of soil when it is subject to saturatien. Let us censider the volune changes which take place during a shearing test. A fine loose sard undergoes a reduction in volu=e when subjected to shoar, Fig. 2, while the sa=e sard in its densest state expands during shear, Fig. 3. Tihon the voids cf the sanda aro co=pletely filled with water then the volu=e changes during shear cause in the loose sard the squeezing out of water and in the dense sand the inficw of additienal water. Since in a very larga nsa, ti=a is required for ficw cf water to take place, secondary stresses are introduced in the c:il. If the volu=e hw the tendenoy to doorease, delayed drainate results in a transfer of the stres-ces from the solid to the water. In the case of an expanding mas the reverse takes place, that is additional pressure is set up in the solid portion. In the loose state the shearing resistance cf the smaa is reduced during the proces of deforratica and in the dense state it is increased. That the reducticn in shearing resistance of a loose saturated f ? u can cause entire loss of sta-bility and flow slides, is a= ply de=enstrated by experience. Professor Terzaghi was the first one to analyze the nochenics of these slides a:d he has described nany exe=ples in his publications. The fact that a unas of sand in a 1cose state when exposed to.saturstion, nay be in an unstable conditicn, linble to flow out when a disturbance like an earth quake, coeurs, has so far not been considered in earth das design. Ard yet it is of ut=ost i=portance, particularly where the constructicn =atorial contists largely of fine sands. In suoh a case a safe das can or a be built by ce=pacting the ra-t:riti into a sufficiently dense state, so that any determtion v.ll produce expnsion. I wish to ar:phasize that safety against such internal loss of stability cannot to increased by flatter slopes. It is entirely reasible to nake a fill sf fine sand stacle with slopes of 1 on 2, when sufficiently d;nse, ard on the other hand, a fill of the sa=a sand in a loose state with slopes of 1 en 5 rsf lose its stability and flow out. (See the writer's paper en " Characteristics of Cohesicnless Soils Af-footing the Stability of Slopes ani Earth Fills," Jpurnal Boston Soc. Civ. Eng. Jan.,1936). '
. . i Aaknewled._ ment: The investigatiens, of which paper D-13 ard this are progress reports, are greatly
- sid 4 by the co-operatics of the Co=xsi'too on Earths and Foundations of the A=erican Society of Civil '
En61 noers, and by the Metropolitan District ~!ater Supply C W ssion of greater Doston.
/ .
N2e D-3h DISCUSSION (By Letter) die DETZ?JIINATIC2 CF THE PRE-CCNSCLICATION LCAD AND ITS FRACTICAL SIGRI?lCANCE Dr. Arthur Casagrande, Graduate School of Engineering, Earvard University, Cambridge, " ass. 5 In reply to m= serous questions on this subject which were addressed to the writer frcn !!a=bers of th] Conference, the following notes were written." Detrrsination of the Pre-Consolidation Icad. Professor Terzaghi's early i=restigaticus on the mechan- l 1:0 cf consolidation of fino-grataed soils led him to the ocnolusien that the relationship between vaii ; ratis and pressure for the pri:nry or virgin branch of the oc=pression curve could be expressed by a ; 1:carithmio ourve. Extossive testing of undisturbed clay sa_ples durin ' chown that such a lor;arithnio relation holds true at least up to 20 kc/gsqthe cm,past thatfive is years for thehave entire load rance in which the civil engineer is interested. Any important deviations fres the virgin I compression ourve of an undisturbed olay sample sees to be causod by the vsriations in loading which the soil underwent during its geologio history and by its re= oval from the ground. The reason for f 3 this can be understood from the shape of a rebound and re-compression curve obtained by loading a ' sanple in inoraments well beyond the stress under which it was consolidated in the ground, then L deoroasing the load to zero and again gradually increasing it to an even larger load. The compression t dirgran for such a test is shown in Fig. 1. The left diagram is plotted to an arith =etio scale and , in the diagran to the right the pressures are plotted on a logarithniJ scale. The semi-log plot l lends itself readily to an analysis of the history of the sa=ple. The first portion (II) of the ', Compression curve is in reality a re-compression curve which coots the virgin branch (Ib ) and than 8 eontinues along that branch as a straight line. At the arbitrary load, corresponding to point A, h the load is again reduced in the same increments to zero, whereby a rebound ourve (III) is obtained. The renewed appliention of the load follows the re-oospression ourve (IV) which meets the virgin l branch (Io) at a load higher than point A, to continue along that line. v r- ~ - - - - 7 --,--. f- , -y, - -
0 L2 O . . . . . . . . A L2
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t om . , , . s 3 ,.g 0 2 4 6 8 to 12 al al 05 to 2.0 50 to to PRE 55URL sri K0JsQ.cn. vntsssuRE st< KG.f.$4cM. (Lo& 3CALE) a) b) i FI6.i N The diagran shown in Fig. Ib is typical for all very fine-grained soils. The magnitude of the , drop in the position cf the virgin branch after each rebound loop depends chiefly on the structural - oharasttristics of the soil. For -ny glacial clays this drop is very smil. The exact position of tho virgin branch obtained fres a laboratory test, depends also on the ti=e-inore=ents which were .s cllowed for each load-increnant, and on the ta=perature. Th3 olose si=ilarity in the shape of branch (II) and the relativo position of branch (II) and 1[ g (I b), with the shape of the reco=pression curve (I7) and the relative position of (IV) and (I a ),- L sugg:sts that it should be possible to estimte the load po under which the soil was consolidated in I the grrund, the so-called pre-consolidation lead, frc= a properly conducted consolidatien test. Since :f the thscretical shape of the rebound and recompression ourves is not sufficiently investigated, suoh !} estimatts nust be based on experience. Frca a large nu=ber of tests on different types of soils it { was found that for the mjority of clays the pre-ocusolidation load can be derived with a satisfactory ; degroo cf accuracy by asans of the empirical nethod shown in Fig. 2. One deter =ines first the [ position of the virgin co=pression line (I) with a sufficient -l number of points. Then one deter =ines on the preceding branch h
\1 (II) that point (T) which corresponds to the smilest radius \
g g of ourvature, and draws through this point a tangent (t) to j y the ourve, and a horisontsi line (h). Ihe angle d bet roon .I T \, these two lines is then biseoted, and the point of intersection F h (c) of this biseoting line (a) with the virgin line (I) gqC cL/ 2 determined. Point (C) corresponds approxinately to the pre-
/ g\ c eensolidation load (po) of the soil in the ground.
2 i Ihe question i=sediately arises whether the drop in the :-, p / I \ I position of the virgin oo=pression line, due te the ta=porary :i
% I renoval of the load and tho inevitable defor r. tion of the ses- Q o IPe Ple duri=g its renoval from the ground and preparation for the ;
5 test, affects the mgnitude of the estimted pre-consolidation ilt
> load. So far, experience seens to indicate that this is not the case. In other words, the partial break-down in the. i ;
internal structure of the soil, due to a smil s=ount of de-formation, or alter =nte swelling and compression, does not,. k obliterate or seriously distort the i=pression created in the material by the largest previous load. Cl L0 lac Theoretical considerations, based on the writer's hypo-PM55URf. K6.MQ.CM. thesis of the structure of clays (Journal of the Boston soo. of Civ. Ehg., April 1932), lead to the same conclusion. The slight increase in cenpressibility is probably due to the FIG.2 hr.auao n of a sm u peroeneage of so u arches. sonover, in the major portion of the soil the structuro is still intact
. and, therefore, the introssion troduced b tion load can be assuned to be unchanced.y the pre-consolida-i l
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