ML20138D719
| ML20138D719 | |
| Person / Time | |
|---|---|
| Issue date: | 08/23/1985 |
| From: | Greeves J NRC OFFICE OF NUCLEAR MATERIAL SAFETY & SAFEGUARDS (NMSS) |
| To: | Higginbotham L NRC OFFICE OF NUCLEAR MATERIAL SAFETY & SAFEGUARDS (NMSS) |
| References | |
| REF-WM-41 NUDOCS 8510240303 | |
| Download: ML20138D719 (33) | |
Text
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WM File: WM-41 7 d
WM Recod File WM Project WMEG r/f DM NL NMSS r/f AUGT37385 PUa [. _ REBrowning WM-41/SS/85/8/21/0
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ves Dis'ribution: -~~~~;
MSNataraja
- SSmykowski (Return to WM. 623SS) g/11JMiller MEMORANDUM FOR:
Leo B. Higginbotham, Chief D
e Low-Level Waste and Uranium LBHigginbotham Recovery Projects Branch PDR Division of Waste Management FROM:
John T. Greeves, Chief Engineering Branch Division of Waste Management
SUBJECT:
MODIFICATIONS TO THE SALT LAKE CITY REMEDIAL ACTION PLAN This memorandum is in response to Technical Assistance Request #85058 regarding a review of proposed RAP modifications for the Salt Lake City UMTRAP site. The two modifications that have been requested for WMEG review are:
a) increasing the absorption specification for the rocks used in the Clive erosion barrier from 1.0 percent (reported in the RAP) to 2.0 percent; and b) eliminating the moisture requirement bounds for compacting the tailings and contaminated material.
Absorption Specification The absorption specification for the erosion barrier material was requested to be reviewed in coordination with Ted Johnson (WMGT). As per discussion with Dan Gillen, Ted Johnson will prepare the review for the erosion barrier portion
.of the modifications and respond ta that item of the Technical Assistance Request.
Moisture Control During Compaction The RAP specifies compacting the tailings and contaminated material to a minimum of 90 percent of the maximum dry density as determined by the ASTM D698 Method of Compaction at 0 to 3 percent below optimum moisture content. By letter dated June 6, 1985 (Michael W. Roshek, Utah Dept. of Transportation to Mark S. Day, State of Utah), the RAC has indicated that the restriction on the moisture content will increase the amount of required testing and will require additional compactive effort by the contractor. This additional work will result in an increased cost that was not initially considered in the estimated cost of the project. By eliminating the moisture requirement, a greater degree of freedom is allowed for choosing the moisture content at which the soil may be compacted to achieve 90 percent of the maximum dry density. However, g o2g g 850823 0FC :WMEG
- WMEG
- WMEG
~~I~~~~~~~~~~~
wn_4I PDR NAME :SSmykowski:jc MSNataraja :JTGreeves DATE :08/ /85
- 08/ /85
- 08/ /85
3 AUG 2 31985 WM-41/SS/85/8/21/0 1 compacting on the wet side of optimum rather than dry of optimum results in structural changes in the soil (dispersed vs. flocculated) which, in turn, may result in the following adverse conditions:
1.
The strength of soil com'pacted on the wet side of optimum will be generally less than that obtained from soil compacted dry of optimum and, as a result, the stability of the pile may be adversely affected [Ref 1.].
The DOE has neglected to address the effects on strength when the soil is compacted wet of optimum.
2.
The shrinkage of an expansive soil tends to increase with increases in the molding moisture content [Ref. 1].
In addition, a different compression d
behavior occurs for clays compacted wet of optimum rather than dry of optimum [Ref. 2]. Consequently, compacting wet of optimum may result in significant consolidation of the pile. Both phenomena, additional shrinkage and additional compressibility, may have an adverse effect on the integrity of the cover. The DOE has failed to address the effects of shrinkage and compressibility of the soil because of excessive moisture when the contaminated tailings are compacted wet of optimum.
At this time WMEG is unable to concur in this proposed modification. The staff cannot be reasonably assured that the EPA standards will be met without justification for the modifications and analyses of possible consequences and measures to mitigate these adverse effects resulting from the modification. Therefore, analyses providing justification for this modification should be presented before we can further consider this modification.
If additional justification is provided, WMEG will provide a review of the findings. Any questions regarding this review should be directed to Steve Smykowski of my staff.
ORIGINAL SIGNED BY John T. Greeves, Chief Engineering Branch Division of Waste Management
Enclosure:
As stated OFC :WMEG
- WMEG
__:_4_h..l_____:____________:____________:_____
NAME :SSmykows i:jc MSNa ara a :J.Greenes
_ _ _ _ _ : _ _ _ _ y_ _ _ _ : _ _ _ _ _ _ _ _ _ _ _ _ :...L________: ___________:____________: ___________:___________
DATE:08/p785 p85 08 @ 5
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AUG 2 31985 WM-41/SS/85/8/21/0 References 1.
Banks, D. C., " Embankment - Design Concepts: Water Content - Density
. Relations and Effects on Design Parameters," from Notes for Construction of Earth and Rock-Fill Dams Course, U.S. Army Engineer Waterways Experiment Station, Corps of Engineers, Vicksburg, Mississippi, 1980.
2.
Winterkorn, H.
F., and Fang, H.
Y., Foundation Engineering Handbook, Van Nostrand Reinhold Company, New York, 1975, pp. 253-256.
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- 08/ /85
- 08/ /85
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.' i B1 EMBANIOERT - DESIGN CONCEPTS:
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Water Content - Density Relations and Effects on Design Parameters Prepared by D. C. Banks Waterways Experiment Station Introduction The U. S. Army Corps of Engineers, among other agencies and owners, can point with pride to many successfully completed compacted earth and rockfill dams and embankments. Of course, examples can be cited where projects were completed only with extreme difficulties, incurring extra costs and efforts. With the exceptions of obvious catastropic collapse of dams, resulting in the loss of life and property, dams may experience difficulties or damages which may ultimately lead to the catastropic failure or at least require extensive and expensive remedial work. Among these factors are cracking, excessive settlements, excessive seepage, swelling, shrinkage and inadequate strengths leading to embankment slides.
In an optimized case we might conceive of a single individual who
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has a broad background of both theoretical and practical experience who could perform site selection studies, obtain and test materials, complete the design, supervise construction activities and operate and maintain the completed dam. Rare indeed is the single man who has such a back-ground and can be so totally committed to one project. Rather, the more common approach is a team effort with various responsibilities resting with various people. Thus it becomes incumbent upon the individuals composing the team to be more than vaguely aware of the data and infor-mation available to the various team members which have directed their thinking and conclusions and have resulted in design specifications.
Table 1 shows some approximate correlations between embankment pro-perties and soil classification groups based on the Unified Soil Classi-fication System. Next, from the standpoint of piping resistance, a rough empirical relationship is available for soil types and construction methods, table 2.
Again observations and correlations have identified the range in gradation of. soils suspected to be most critical from the 3
standpoint of cracking, fig. 1.
Finally, a staticical relationship between the occurrence of slides and average grain size of embankment
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B2 material from 65 old dams is shown in fig. 2.
The design of an earth dam
.or embankment is not based on such rough factors as shown in the preceding tables and figures but the infomation can be utilized to select suitable material for use in the embankment.
It is then up to the designer to obtain samples of the chosen construction material, perform laboratory tests and on the basis of the results, his experience and judgement and the purpose of the embankment to select design parameters.
If the embankment is constructed in such a vay so as to reproduce the properties of the laboratory tests, then in all probability the embankment can be completed with the minimum of difficulty and with adequate assurance of sustained, safe perfomance.
As resident engineers, it is your perfomance of duties, along with bringing your expertise to bear which assures the quality control and compaction control being exercised to assure that the design assumptions are realized. Two factors need to be remembered. The design properties were detemined from borrow material which in many cases can change radically with depth and distance. Thus, although a conscientious effort has been made to survey and sample the borrow area, substantial changes can occur by which poorer materials with undesirable properties can be incorporated into the embankment. This subject is one of quality control and has been covered previously under Soil Foundations - Field Operation, Borrow Area Oper'ations - Soils and Rock Production. The other factor is compaction control dealing with field compaction procedures and is covered under Embankment - Construction Operations.
The purpose of this talk is to review the water content-density relations and their effect on design parameters as detemined in the laboratory. These type data constitute the infomation from which the design engineer may establish construction specifications.
Corps of Engineers' specifications for embankment and foundations compaction specify for a given material (a) the compaction water content, (b) type and weight of compaction equipment, and (c) the number of passes by the equipment. What trends have been noted in the laboratory tests to lead to such specifications?
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Effects of Soil Types on Compaction Typical compaction curves By examining figure. 3 it can be seen that compaction characteristics vary considerably with the type of soil. For a uniform fine sand, the m imum dry density occurs at about zero water content. Subsequently, the dry density decreases and thenincreases with increasing moisture content.
The subject of compaction control will be discussed in a fol-lowing lecture, but suffice it to say here that it is not ve:y practical to keep a sand at zero water content. For a silt, usually a very sharp-peaked curve of dry density versus moisture content results.
Here again the water content control is very critical. For a lean clay, the curve is not quite as sharp as for the silt, and the water content control is not as critical. For fat clays, rather flat curves occur and control is not as critical 'as far as density is concerned.
Effect of large aggregate Large aggregate, say gravels larger tlian 3/4 in., affect compression f I tests mainly by making trimming of the test specimen difficult and intro-ducing errors in the results. By carefully processing a clay gravel material to yield specimens with increasing amounts of coarser material, the effect of the larger aggregate can be investigated (fig. 4). For a given mold and compaction procedure, the large aggregate causes an increase in the maximum density and a decrease in the optimum water content.
The Civil Aeronautics Administration has developed a formula that pemits the computation of large aggregate density by use of the material passing the 3/4 in. sieve. WES experience with the equation has been limited but the equation gave slightly higher (3 to 3-1/2 percent) computed density than measured. Due to the limited use of the equation, WES has been reluctant f
to judge the workability of the equation.
Basic kisture. Density. and Strength Relations Relation between compaction ef-fort. density. and moisture content In the laboratory compaction te.st, which was discussed previously,
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,l it was seen in fig. 3 that for a given compaction effort (weight times distance times number of blows) generally the soils show an increase in dry density, y, with the addition of moisture up to a point, after which d
the density decreases as water is added (fig. 5). The material is a lean clay (CL) with a LL = 38, and PI = 13 The shape of this curve may be briefly explained:
at low water contents, there vill be forces provided by the water which tend to prohibit compaction.
In addition, the clay particles vill have small vater layers and will not move easily. By in-creasing the water content, the grains will be held farther apart, thereby reducing the water forces and weak <!ning any cementing agents, and thus yielding a-higher dry density for a given compaction effort.
For water contents above optimum, there is just too much water to allow the soil to densify properly. The peak point on the curve is called the maximum density and the corresponding water content is called the optimum water content.
It should be noted that if the effort is increased, the density increases for any water content and the value of the optimum vater content decreases. Notice also that the ' increase in density is proportionally less on the vet side of optimum.
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Stress-strain character-istics of compacted soils In the nomal conduct of laboratory triaxial tests the stress-strain curves are develo' ped for the compacted soils. Usually such data is plotted in report of the data, but the main use of the data in the past has been t,s determine the maximum stress difference achieved for use in assessing the strength of the soil. The stress-strain data are now being used to predict stress distribution, deformations, and pore pressure existing within embankments during construction. Such computations are beyond the scope of this lecture, but it has been observed that there existed a difference in the stress-strain behavior for samples compacted dry of optimum and vet of optimum, fig. 6.
The data in fig. 6 indicate that while the strength of the soil co_mpacted,ve_t_.pf_optimm may not be as high as that obtained from soil compacted dry of optimum, theJnateriaL-strah much more before fQng. This trend has consistently been noted and utilized in specifi-cations for the placing of core materials. The core should not break and g.,,,, _
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a crack but rather yield in response to loads. Thus the specification,s yill
. typically call for the core material to.be placed at or slightly wet of optimum.
Strength variation with density and water content Many people think that the higher the density of a soil, the higher the strength, but this is not alwsys true. The strength of cohesive soils depends on the proper water content and density, and both must be consid-ered in all. cases. Figure 7 shows the same compaction curves as fig. 5 with the corresponding strength curves for the materials in the as-compacted or as-placed condition.
In this plate, CBR (California Bearing Ratio) is used as a measure of strength.
It will be noted that for the lower water contents, the strength increases rapidly with density. However, as the water content increases past optimum, a sharp decline in strength occurs.
Soils compacted with higher compaction efforts at higher water contents show less strength than soils compacted at lower efforts e.* the same water content. This observation emphasized the importance df controlling the
' degree of compaction since it is sometimes quite possible to overcompact i.'
a soil for its water content and thereby obtain a lower strength than intended.
The effect of water content and density on the strength of a cohesive soil may be moge readily understood by plotting density with a contant water content versus strength (fig. 8). This figure shows that for this soil compacted at a water content of 15 percent and below, there is in-creasing strength with increasing density; however, above a water content of 15 percent, the strength increases up to a point and then shows a sharp decline. Further increases in the density only serve to decrease the strength more.
Comparison of labora-tory and field data At this point it is instructive to indicate the comparison of field data to those detemined in the laboratory. Figure 9 shows that water content, density, and strength relations determined from tests conducted on the test fill duplicate the behavior that was indicated in the 1aboratory.
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Strength variation of com-pacted soil with normal load The variation of undrained strength with normal pressure is shown in fig.10 for a soil compacted at optimum water content and at 3 percent vet and 3 percent dry of optimum. The results were from undrained tests on partially saturated material and show that the soil compacted dry of optimum is the strongest. Such information is used in stability analyses by the designer'and results from compacting given soil at a specified effort and water content.
Effect of wetting compacted soils There is still another important consideration in the water content-density-strength relations of compacted soils. That is the effect of wetting on compacted soils. So far, only the strength immediately after compaction, i.e., in the as-molded or as-placed condition has been con-sidered.
In an embankment soil subjected to vetting by such events as rainia, etc., there will be an immediate increase in the water content.
In fig.11, results are shown from an unconsolidated, undrained (UU) test on a compacted soil at the molding water content, and from a con-solidated, undrained (CU) test en a soil which is saturated under con-solidated loading. These tests show typical marked reduction of strength by saturation of specimens compacted dry of optimum water content and little or no chan'ge for specimens at optimum and wet of optimum.
The soil compacted dry of optimum can take on more water which will decrease the strength of the soil, while the soil compacted wet of optimum cannot take on much more water and the strength will remain about the same. Up
'o this point, it wuld have appeared that if a soil were compacted dry of optimum, higher strengths would have been achieved, but the test results pointed out in this figure emphasize the need for compacting at optimum water content to ensure design strength after the material becomes saturated.
Discussion of Other Properties Influenced by Compaction Effect of compaction on pore pressure
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Fore pressure is the term used to describe the water pressure in
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the soil.
In. fig.12 the pore pressures were measured in consolidated, 9
undrained (CU) triaxial tests with the density approximately constant.
Looking at this plate, we make the following statement: the pore pressure for any given load increases as the molding water content increases.
Effect of compaction on consolidation A study by the Bureau of Reclamation indicated consolidation was a minimum when the material was compacted slightly dry of optimum water content for a lean clay (fig. 13). From this figure, large consolidations occur on both the wet and dry sides of optimum water content; however, the larger of the two occurs for the wet condition. 2st consolidation occurred after wetting of the sample for the sample compacted on the dry side. The wetting had little or no effect on optimum water content on vet specimens.
Effect of compaction on shrinkage and swelling The shrinkage increases as water content increases (fig. lb). Stud-ies were made by Seed and Chan (University of California) on lean clay g [ ',
through the use of a theory advanced by Lambe. The theory states that in i
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order to have samples compacted to a common density with different water -
contents, the samples must vary in structure. These structures are of two types, flocculated or dispersed (sometimes called cardhouse and par-allel). The cardhouse does not tend to shrink easily, while the parallel vill. The specimens were saturated at a constant volume after compaction.
Then the shrinkage measurements were made. And, as shown here, the shrinkagc increased with increases in the molding water content.
To distinguish the amount of water taken up by compacted clay re-quired to fill the voids to a saturated condition and the amount absorbed during the swelling process, all specimens, cardhouse and parallel struc-tures, were saturated under constant volume. The additional increase shown in this figure represents the amount absorbed due to the swelling characteristic of the soil. We see that the ovelling decreases as the water content increases. Swelling pressures are surprisingly high. At about 12 percent molding water content, the soil was exerting a pressure of about 5760 psf (40 psi, 2.83 tons /sq ft).
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i B8 Effect of compaction on permeability Permeability decreases with increasing water content. Results of studies by the Bureau of Reclamation on lean clays are shown in fig. 15 These results show a sharp decrease in pemeability with increasing
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water content. Pemeability of specimens compacted with equal water content but different compaction efforts shows a decrease with increasing density. The results of increasing the density is a decreasing of the voids and therefore a decreasing of the permeability.
Rock-Fill Properties Versus Compacted Soil Proterties The constructio'n of rock-fill embankment sections are well suited to modern excavating and hauling equipment. Many recently completed dams are earth-rock dans which vary in composition from earth embankments with small quantities of rock in toe sections to rock embankments with earth used only in thin impervious cores.
Rock-fill sections can be constructed of almost any kind of rock in the range between uniform large, hard rocks j
vhich make very pervious embankments, and soft sedimentary rocks in which the individual fragments are broken up by heavy equipment and tightly compacted like soil. The construction methods for sections of hard rock have varied videly. For example, cranes have been used to place large rocks and to fill' the voids with increasingly smaller ones; layers of rock varying from 2 to 6 ft thick, have been placed and compacted by the travel of hauling equipment alone or with vibrating rollers; sections have been built by dumping in high, sluiced lifts.
The performance of any dam quite obviously depends upon the behavior of its constituent parts. The properties are influenced by (a) the method of c6nstruction-hei ht of lift, compaction, amount of water, and method d
of sluicing, (b) the character of the rock-strength, shape, and size, and (c) the quantity and characteristics of the small rock and fines incorporated into the rock fill.
Because of the limitations of the size of laboratory equipment avail-able for testing, little reliable information is available from direct measurements of the properties of rock fill. More commonly, an assessment
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of the strength, compressibility, and pemeability of rock till is deter-
-9 mined from observation of the behavior of existing rock fills or by tests conducted on test fills as discussed under Embankment - Construction Operations : Earth and Rock Test Fills.
From what has been the experience, the following general statements can be made:
Strength It is probable that when loosely dumped, embankments of rock have an angle of internal friction between h0 and h5 dess. 7 a placed in thin layers and compacted by hauling equipment or vibratory rollers in such a way that smaller rocks are wedged into the voids, larger friction angles may be possible. For the same material, an increase in the angularity may cause larger strengths; however, the presence of fines may indiaste softer materials and thus cause a reduction in strength.
Compressibility If the rock fill has been built without sluicing or wetting of any kind, settlement will occur during construction, and probably more impor-tantly, 'following construction. Rain and seepa6e causes a softening of I
the fines separating the larger rocks and possibly reducing the com-pressive strengths of the rock itself at the small contact points.
It can be assumed that the post-construction settlement of a well-constructed, vetted rock fill placed in ' ayers will be in the sargy { order as that of a l
well-constructed rolled earth fill, i.e., between 01 and 0.4 percent of the height. Figure 16 indicates that settlements of dams have been observed to be in excess of 1 percent of the height, and, furthermore, that settlement has been observed for extended periods after construction.
Permeability Consideration of the large void spaces in the rock till would lead to th' e assumption that in comparison of the impervious core sections, the rock fill may be considered completely pervious. There is little expe-rience available to indicate how much leakage can be allowed to pass throu6h a rock till without danger.
It is probable, however, that an embankment of large, hard rock on a sound rock foundation would be stable under any conceivable damage which might occur within the core.
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Summary For a given soil and a given number of blows (work or compaction effort) by varying the water content, a bell-shaped curve is produced which indicates that a particular water content (optimum water content) the maximum density is achieved. The effect of large aggregate is to increase the density and decrease the optimum water content.
By increasing the compaction effort, the maximum density will increase (more 'n the dry side of optimum water content) and the optimum o
water content will decrease.
For dry strength, the soil is stronger with higher density on the dry r' !e of optimum water content, while it is stronger for the lower density on the wet side.
For saturated strength, the' dry side shows a marked reduction in strength, while soil compacted wet of optimum remains practically unchanged.
The pore pressure increases as the water content increases.
The minimum amount of consolidation occurs slightly dry of optimum with a large amount of consolidation on both dry and wet sides of optimum; proportionally greater occurs on the wet side. The shrinkage of soils increases as the water content increases, while the swelling decreases as the water content increases.
The pemeability decreases with increasing water content.
Data concerning rock till characteristics are usually determined from' field performance of existing rock fills.
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EPPECT OP STONE 10N OPfimum 20llTURE AND DEN $1TT SIZE m0LD TESTED IN 6.lN. DI Am 1.4-IN. DI Am 12.IN. DI Am AA1NO AAtHO AALHO JQalY __.1TDmIf MAX MAX MAX BAX A
ifD _
m0D iTD _
SOIL SOIL OPT 7J OPT 74 OPT 74 OPT 7d OPT 7d OPT 7d NO.
TYPE GRADAfl0H M PCP d f_qg d Pql d f_qE M PGg d Eqt, e
2 CLAT MATERIAL 4.7 133.T 8.1 122.5 6.1 132.6 GRAVEL PA55tNG 84 NE5N 1.'4..
. gigyg -.
2 MATERIAL 5.2 135.0 1.0 121.3 S.4 133 0 1.2 126.5 5.0 136.2 1.0 127.0 PAlllNG 3/4IN.
2 PROCE11ED' $.2 135.0 8.0 120.0 5.8 134.2 T.S 120 0 5.0 137.5 1.0 130 0
- ATERIAL 2
NATURAL 3.0 134.6 S.2 139.4 6.5 132.5 NATERIAL
- ALL PARTICLES l'ARCER THAN 3/4 IN. rem 0VED AND REPLACED WITH AN EQUAL PERCENTAGE OP MATERIAL DETWEEN 3/4 IN. AND O.14 IN, CAA PORauLA P
DeuAX Yd 0F TOTAL SAMPLE, Op e WAX 7g OP 3/4.IN.
O e y, a Dr + P, a Dr WHERE:
g
- PORTION, Og e SULK SPECIPlc GRAVITT OP +1/4.IN. MATERIAL = 42.4, P, e PERCENT PAlllNG 3/4.IN. $CREEN, P, a PERCENT RETAINED ON 3/4.lN. SCREEN.
FIO 4
1 I
B n
120 115
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7 o
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100 y
3
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(
90 10 15 20 25 WATER CONTENT, % DRY WEIGHT LEGEND 7
7 55 BLOWS / LAYER - 32.5 FT LB/CU IN.
C O
26 BLOWS / LAYER - 15.3 FT LB/tu IN.
C D
12 BLOWSA AYER -
7.0 FT LB/CU IN.
A A
6 BLOWS / LAYER -
3.5 FT LB/CU IN.
NOTE: 10-LB HAMMER,18" DROP.
MOLDING WATER CONTENT VS DENSITY LABORATORY DYNAMIC COMPACTION i
!i
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A Xl A L STRAIN, PERCENT STRESS-STRAIN CURVES FOR A COMPACTED SILTY CLAY F10 6
,..,., -. - - - - - - - --- -,--+-.~--- -- ----.
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95 10-15 20 25 WATER CONTENT, % DRY WEIGHT LEGEND
?
? 55 BLOWS / LAYER C
0 26 BLOWS / LAYER C
3 12 BLOWS / LAYER t.
A 6 BLOWS / LAYER NOTE: lo-LB HAMMER,18" DROP.
MOLDING WATER CONTENT VS DENSITY AND CBR LABORATORY DYNAMIC COMPACTION U *'
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MOLDING. WATER CONTENT.
EFFECT OF COMPACTION ON CBR L ABOR ATORY COMPACTION
)
UNSOAKED
'1 FIG 8 i
B 30 35
@ 20 30
$ 10
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MOLDED DRY DENSITY, PCF ion DENSITY VS CBR 10 15 20 25 WATER CONTENT, % DRY WEIGHT LEGEND MOLDING WATER CONTENT
,lhglES A8
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VS' DENSITY AND CBR 24 PASSES NOTE: FIGURE BESIDE CURVE IS MOLDING WATER CONTENT.
FIELD COMPACTION CBR, DENSITY, AND WATER CONTENT DATA 250-PSI SHEEPSFOOT ROLLER 7-SQ-IN. FOOT AREA i
FIG 0
m 5
5 8000 MgM h-TI M
OP of
~
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i FA/ LURE 0
3*E
^7ga CONTENT ENVELOPES j
z U
TlY l
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< 2000
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M OO 2000 4000 6000 8000 10,000 12,000 14,000 TOTAL. NORMAL STRESS, PSF UNDRAINED TESTS ON PARTIALLY SATURATED IMPERVIOUS COMPACTED SOIL I
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[5 40 NOTE: FIGURES BY CURVES ARE O
COMPACTIVE EFFORTS IN BLOWS.
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=
I MOISTURE CONTENT OF STD OPT MOISTURE CONTENT OF STD OPT h:
1 UNCONSOLIDATED-UNDRAINED CONSOLIDATED-UNDRAINED l;
TRIAX1AL COMPRESSION TESTS TRIAXIAL COMPRESSION TESTS l:
EFFECT OF COMPACTIVE EFFORT OR i
s DENSITY AND MOISTURE CONTENT ON l
l SHEAR STRENGTH OF CLAY SAND j
l
h B
e t
DATE OF l
l l
l l
l l TEST f/
T$ST COMP w; wf 1 E NO.
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u 12MAY DYN 13.6 13.7 107.9 1.0
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8 10 12 14 le CHAME}ER PRESS. IN TONS PER SQ FT PORE PRESSURE VS CONFINING PRESSURE WITH VARIOUS MOISTURE CONTENTS FIG 12
B i e..
ky
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O i
i i FT F/LL LOAD 7
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l IEIO 12 14 16 18 20 22 24 MOISTURE CONTENT AS PLACED IN PER CENT DRY WEIGHT 1
EFFECT OF PLACEMENT MOISTURE CONTENT AND FILL LOAD ON CONSO! IDATION
?
1.
! (.-
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4 FIG 13 9
......,y..,.--
a y
a l
28 6
l SHRINKAGEAFTER FINAL V :
SOAN/NG AT AFTER w
CONSTANT VOLUME b~ 2ASWELLING l1..:i:R
.O FOR 7DAYSm 9
.::..:.;: :.3 UE TO
- lA SHRINKAGE Y
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AT CONSTANT 4
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VOLUME R
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?
O DUE TO I20 2
SATURATION DEGREE OF vs I
u.
SATURATION /00 %
/l, D 116 y' ll2 y
a.
a t-h\\
b M 108 o 10 4
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y SHRINKAGE Ai'TER:
m e COMPACTION I
o INCREAS/NG INCREASING O
O SOAKING AT l
y
+
x FLOCCULATION DISPERSION CON.STANT VOLUME o 10 0 96 6
10 14 18 22 12 16 20 24 MOLDING MOISTURE CONTENT, %
EFFECT OF SHRINKAGE AND SWELLING 4
4 m
N 3
?
50 Q\\
m
\\
20
\\
OPTIMUM MOISTURE AS DETERMINED BY LABOR _
10 tr ATORY COMPACTION Z
i s
s i
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12 14 16 18 20 22 24 26 28 30 32 PLACEMENT MOISTURE CONTENT IN FIR CENT DRY WElGHT EFFECT OF PLACEMENT MOISTURE CONTENT ON PERMEABILITY
,J (STANDARD COMPACTION AND CONSOLIDATING LOAD EQUIVALENT TO 20 FEET OF FILL) s
(..'
FIG 15
)
... ~. -. _.-.
a y,
a e
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EN i
NW\\
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NamefaNALA 255 PT.
SC GearwACRE h
3 CEDA8 CLIFF 16$
SC SCHIST w
3 gEAeCREEE 2,0 SC SCMIST
,, 1.0 a
woLp CREEE 165 BC Schist j
i g
g 5
E AST PCes 135 SC SCMt 3T 6
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7 NOTTELY 184 CC QUAR TZITE 8
watauGA 310 CC OUA R TZtT E
[
9 60UTM MOLSTON 23 9 CC
$ANDSTONE II3 " 10 SALT SP81'eG1 32s 50 GRANITE 11 LowtR SE AG NO.1 220 50 GaANO Dica TE 13 Olt river 279 50 limes 70 set I3 13 LEsts SantTM 319
$C
$ANOSTONE 14 EENNEY
$2
$C S A$ ALT t
I I I I
i i
i 1
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NOTEa SCe BLOPfMG Coet. CCe CENTRAL CORE, AND 50e SLOPueG DECE TYPE 107 OAm5 4
l 1
1 I
I I
I B
3 4
4 8
to 3D 40 40 00 100 300 a00 Taast IN NONTNS FRces naf0DLE OF COMETRUCTION PERl00 Poa GOCE PILLING e
s OBSERVED SETTLEMENT OF ROCKFILL DAMS AFTER COMPLETION OF CONSTRUCTION FIG 16
i
)
^
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[
TABLE 1
[
APPROXlMATE CORRELATION BETWEEN EMBANKMENT PROPERTIES AND S0ll CLASSIFICATION GROUPS j
EMBANKMENT PROPERTIESI RELATIVE WORKA-PROBABLE RELATIVE RELATlVE.
ABILITY (EASE OF GROUP RELATIVE RANGE OF X PIPING SHEAR MOISTURE-DENSITY l
SYMBOL PERMEABILITY (FT/YR)
RESISTANCE STRENGTH CONTROL)
E PERVIOUS 1,000 TO 100,000 HIGH VERY HIGH VERY GOOD t
GW
{}
GP PERVIOUS TO 5,000 TO HIGH TO MEDIUM HIGH VERY GOOD VERY PERVIOUS 10,000,000
. 's GM SEMIPERVIOUS 0.1 TO 100 HIGH TO MEDIUM HIGH VERY GOOD l
GC IMPERVIOUS 0.01 TO 10 VERY'HIGH HIGH VERY GOOD SW PERVIOUS 500 TO 50,000 HIGH TO MED UM VERY HIGH VERY GOOD SP PERVIOUS TO 50 TO 500,000 LOW TO VERY HIGH GOOD TO FAIR SEMIPERVIOUS LOW SM SEMIPERVIOUS TO 0.1 TO 500 MEDIUM TO LOW HIGH GOOD TO FAIR
- 1 IMPERVIOUS.
SC IMPERVIOUS -
0.01 TO $0 HIGH HIGH GOOD TO FAIR ML IMPERVIOUS 0.01 TO 50 LOW TO VERY MEDIUM TO LOW FAIR TO VERY POOR
),
CL IMPERVIOUS '
O.01 TO 1.0 HIGH MEDIUM GOOD TO FAIR OL IMPERVIOUS 0.01 TO 10 MEDIUM LOW FAIR TO POOR MH VERY IMPERVIOUS 0.001 TO 0.1 MEDIUM TO HIGH LOW' POOR TO VERY POOR CH VERY lMPERVIOUS 0.0001 TO 0.01 VERY HIGH LOW TO MEDIUM VERY POOR I
WHEN PLACED AS WELL-CONSTRUCTED ROLLED-EARTH EMBANKMENT WITH MOISTURE-DENSITY CONTROL.
FROM: EARTH AND EARTH-ROCK DAMS, SHERARD, WOODWORD, GlZIENSKE, AND CLEVENGER.
i e
l
)
9 i
TABLE 2 ROUGH EMPIRICAL RELATIONSHIP OBSERVED BETWEEN PIPING RESISTANCE IN.
EARTH DAM EMBANKMENTS AND 50ll TYPES AND CONSTRUCTION METHODS (IN ORDER OF DECREASING PIPING RESISTANCE) i GREATEST PIPING
- 1. CLAY OF HIGH PLASTICITY (P.I. GREATER THAN 15%). WELL
'OMPACTED.'
II RESISTANCE C
- 2. CLAY OF HIGH PLASTICITY (P.I. GREATER THAN 15. POORLY COMPACTED.
INTERMEDIATE
- 3. WELL-GRADED C0hRSE SAND OR SAND-GR VEL MIXTURES 1
PlPING
-l WITH BINDER'0F CLAY OF MEDIUM. PLASTICITY (P.I. GREATER RESISTANCE THAN 6). WELL COMPACTED.
- 4. WELL-GRADED COARSE SAND OR SAND-GRAVEL MIXT'URES WITH BINDER OF CLAY OF MEDIUM PLASTICITY (P.l. GREATER THAN 6). POORLY COMPACTED.
~
- 5. WELL-GRADED COHESIONLESS GRAVEL-SAND-SILT MIXTURES (P.I. LESS THAN 6). WELL COMPACTED.
LEAST PIPING
- 6. 'WELL dRADED C0HESIONLESS GRdVEL-SAND-SILT MIXTURES RESISTANCE (P.I. LESS THAN 6h POORLY COMPACTED.
- 7. VERY UNIFORM FINE COHESIONLESS SAND. (P.I. LESS THAN 6). WELL COMPACTED.
- 8. VERY UNIFORM FINE C0HESIONLESS SAND. (P.I. LESS THAN 6). POORLY COMPACTED.
sp e
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