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GEl Consllitants, Il1C.

Addendum No.2 to Appendix A

Geotechnical Investigations Report of Alternative Borrow Sources on Private Property Downstream of the Lower Dam Site

Greybull VaHey DalD and Reservoir Project

Prepared For:

Water 1Jevefopment Commission Cheyenne, Wyoming

aI It) ~

It) _It) .....

T ~ ~ybull V~ey Irrigation District E: 0 lit, Wyommg -N _m

o m (If)

prepared by: GEl Consultants, Inc.

5660 Greenwood Plaza Blvd., Suite 202 Englewood, CO 80111 (303) 779-5565

PROPERTY OF Water Resources Data System Library Wyo Hall 230 307-766-6661

April 1992 Project 91239

T ABLE OF CONTENTS

1.0 INTRODUCTION 1.1 Purpose 1.2 Scope of Services 1.3 Authorization and Project Personnel

2.0 DATA COLLECI10N PROORAM 2.1 General 2.2 Field Exploration Program

2.2.1 Geological Reconnaissance and Mapping 2.2.2 Test Pit Excavations

2.3 Laboratory Testing Program

3.0 SUMMARY OF FINDINGS 3.1 Geology of Potential Borrow Sites 3.2 Test Pit Excavations 3.3 Laboratory Test Results 3.4 Borrow Evaluations

4.0 CONCLUSIONS AND RECOMMENDA nONS 4.1 Quantity and Suitability of Construction

Materials From Borrow Area No. 13 4.2 Additional Borrow Sources 4.3 Summary of Construction Material Evaluations

for Lower Dam Site

TABLES

FIGURES

ATTACHMENTS

PAGE NO.

A.-l A.-l A.-2 A.-2

A.-3 A.-3 A.-3 A.-3 A.-3 A.-4

A.-5 A.-5 A.-6 A.-7 A.-8

A.-IO A.-IO

A.-IO A.-II

LIST OF TABLES

1 - Summary of Laboratory Test Results 2 - Relative Proportions of Grain Size Fractions in Gravel Samples

LIST OF FIGURES

1 - Project Features Map 2 - Plan View of Study Area 3 - Revised Surficial Geology Map of Study Area 4 - Section 3A 5 - Section 3B 6 - Section 3C 7 - Section 3D 8 - Section 3E 9 - Section 3F 10 - Test Pit Soil Symbol Explanation 11 - Materials Distribution Chart - Lower Dam Site

LIST OF AITACHMENTS

1 - Test Pit Logs 2 - Photographs 3 - Laboratory Test Results

11

ADDENDUM No.2 to APPENDIX A

GEOTECHNICAL INVESTIGATIONS REPORT OF ALTERNATIVE BORROW SOURCES ON PRIVATE PROPERTY

DOWNSTREAM OF THE LOWER DAM SITE, GREYBULL VALLEY DAM AND RESERVOIR PROJECT

1.0 INTRODUCTION

1.1 Purpose

This addendum presents the results of additional geotechnical and geological field investigations and laboratory testing associated with the Greybull Valley Dam and Reservoir project Features of the project and location of the study area of this report are shown on Figure 1. Additional detail of the study area is shown on Figure 2.

The initial purpose of the additional borrow area investigations was to provide infonnation related to the availability and suitability of Zone 2 and Zone 3 (sand and gravel) borrow materials located on the Johnson Ranch downstream of the lower dam site. The approximate boundaries of the Johnson Ranch in this area are shown on Figure 2. Information from these borrow investigations was used to refine cost estimates for the lower dam site.

The study area of this report w-as not considered in the initial Phase I field investigation program because suitable materials had been located in Borrow Areas Nos. 5 and 12. The majority of these borrow areas are located on U.S. Bureau of Land Management (BLM) property. The concept of investigating additional borrow sources on the Johnson Ranch was proposed by the project sponsor, the Greybull Valley Irrigation District (GVID), in order to avoid the expense of BLM borrow fees. These fees are estimated to be as high as $0.35 per cubic yard (cy).

At the direction of the GVID, the study area was limited to areas of uncultivated farmland. Test pit excavations were limited to Sections No. 22 and No. 23 of Township 51 North, Range 98 West due to access limitations and to minimize haul distances to the lower dam site. Infonnation from local contractors indicates that there would be an additional cost of approximately $0.25 per mile for haul distances in excess of approximately one mile. Hence, there would be little economic advantage over borrow sites on BLM property if borrow materials are obtained from private property more than approximately one mile from the lower dam site.

A-I

1.2 Scope of Services

The scope of services is listed below.

a. Perfonn reconnaissance level geologic investigations in the study area to identify appropriate locations for the excavation of test pits.

b. Excavate, log, photograph, and sample materials from 20 test pits.

c. Perfonn laboratory testing on the samples to detennine the suitability of the materials for use as construction materials.

d. Prepare this report entitled, "Addendum No. 2 to Appendix A, Geotechnical Investigations Report of Alternative Borrow Sources on Private Property Downstream of the Lower Dam Site, Greybull Valley Dam and Reservoir Project". The report includes revised geological mapping, test pit logs, laboratory test results, photographs, and recommendations and conclusions.

1.3 Authorization and Project Personnel

Authorization for the scope of work perfonned by GEl was provided under Amendment No. 3 to Contract for Services No. 9-01064, Greybull Valley Dam Project - Level II, dated February 6, 1992.

The following GEl personnel were responsible for the work reported herein:

Project Manager Senior Engineering Geologist Project Engineer Geotechnical Engineer

Keith A. Ferguson, P.E. Michael W. Wes4 PhD., P.E., Steve Jamieson, P .E. John Ballegeer

Test pit excavation equipment and personnel were provided by the Greybull Valley Irrigation District. Survey work was provided by C.E. Spurlock Jr. and Associates of Lander, Wyoming.

A.-2

2.0 DATA COLLECTION PROGRAM

2.1 General

The data collection program included field investigations, geologic interpretations, and laboratory testing. Field investigations were perfonned by GEl during the period from February 18th through February 21, 1992. Due to the limited amount of uncultivated farmland available for investigation on the Johnson Ranch, permission was obtained to excavate additional test pits on lands adjacent to the Johnson Ranch. The location of all test pits are shown on Figure 2.

The budget and scope of the field investigation and laboratory testing program were sufficient to determine approximate quantities and the suitability of available borrow materials for emb.ankment construction. If the lower dam site is selected, additional fmal design investigations will be required to determine the depth and extent of the gravel deposits which were found. These types of programs are most efficiently conducted with a combination of borings and backhoe excavated test pits.

2.2 Field Exploration Program

The field investigations were initiated with a geologic site reconnaissance to interpret the site geology of the study area.

This information was used to establish locations for test pits and to prepare a revised, more detailed geologic map of the study area.

2.2.1 Geological Reconnaissance and Mapping

Available published geologic literature was reviewed by our senior engineering geologist prior to visiting the site. The geologic site reconnaissance was then perfonned to assess the availability and distribution of potential borrow materials for use in construction of the dam. Following the field investigations a revised, more detailed geologic map of the study area was prepared using stereographic, aerial photographs. This map was used as an aid in the interpretations of data collected during the field investigations. The geologic map was checked against observations made during the field investigations, published geologic maps, and the previous geologic site map prepared during the Phase I field investigations. The revised geologic mapping of the study area is shown on Figure 3.

2.2.2 T est Pit Excavations

Test pits were excavated using a John Deere 350B backhoe. The backhoe has a maximum reach of 15 feet. A total of 20 test pits were excavated. Each test pit was logged and photographed. Logs summarizing the subsurface stratigraphy at each test pit location are included as Attachment 1. Representative photographs of the test pits and excavated materials are included in Attachment 2. Representative material samples were obtained

A.-3

for laboratory testing with an emphasis on sand and gravel materials which would be suitable for placement in Zone 2 or Zone 3 of the embankment. All test pit locations were swveyed to detennine horizontal and vertical coordinates.

2.3 Laboratory Testing Program

The laboratory testing program was designed to identify a broad range of engineering characteristics of the potential borrow materials in the study area. Laboratory testing included index properties such as gradation analysis, Atterberg Limits, specific gravity, and natural moisture contents. The durability of the coarse-grained material was also tested by the Los Angeles Abrasion Test. Gradation analyses were evaluated to estimate the relative percentages of different types of construction materials that can be obtained from the gravel deposits. The laboratory test results are presented in Attachment 3 and summarized on Table 1.

A.-4

3.0 SUMMARY OF FINDINGS

3.1 Geology of Potential Borrow Sites

The regional geology for the proposed Greybull Valley Dam and ReselVoir is described in Appendix A of the Phase I report and is not discussed in this report.

The general geology of the study area consists of Quaternary alluvium, colluvium, and terrace deposits overlying the Eocene Willwood Formation. The surficial geology of the study area is shown on Figure 3.

The valley floor of the study area is covered by present day Greybull River alluvium (Qal-gb). In the west half of the study area the river alluvium is bounded on the south by the Willwood Formation (Tw) and the deposits of the Greybull terrace (Qtg). The slopes of the Willwood Formation and the terrace deposit rise steeply from the valley floor to form the terrace about 30-40 feet above the valley floor. The terrace deposit is covered by alluvial fan (Qat) and colluvial (Qc) deposits. The alluvial and colluvial deposits are derived from the Willwood Formation to the south.

In the east half of the study area the Greybull River alluvium is bounded on the south by alluvium (Qal-w) and alluvial fan (Qat) materials also derived from the Willwood Formation. The alluvium deposits slope gently to the north and are bounded on the south by the Willwood Formation. A higher terrace in the study area caps the Willwood Formation and is a deposit of the Pleistocene Sunshine terrace (Qts).

The alluvial deposits on the valley floor south of the present channel of the Greybull River consist of predominantly silts and clays derived from the Willwood Formation and/or from overbank deposits associated with periodic flooding of the river. The alluvial fan and colluvial deposits are derived from the Willwood Formation. Given the fine-grained nature of the Willwood Formation, these materials are also predominantly fme-grained. Some reworked gravels derived from erosion of high terrace deposits are present locally in the alluvial deposits, but may not constitute a significant or reliable source of borrow materials. The cutbank south of the river in the west half of the study area exposes a deposit of the Pleistocene Greybull terrace. This deposit is composed of river channel gravels up to 20 feet thick. The extent of the deposit to the south of the cutbank was not determined by data gathered within the scope of these investigations. This information can be obtained during the final design with a combination of borings and test pit excavations.

The higher and older Pleistocene terrace is also composed of a gravelly to cobbly channel deposit. The deposit appears to be 10-15 feet thick and is preselVed as an erosional remnant locally capping the Willwood Formation. The Willwood Formation was described in previous investigations as claystones and siltstones interbedded with sandstone layers and lenses.

A.-5

3.2 Test Pit Excavations

Test pits were located within the study area based on favorable geology and accessibility, but were limited to uncultivated lands in areas where pennission had been obtained to perfonn the testing. The locations of the test pits are shown on Figure 2.

The test pit locations were chosen primarily to investigate the sand and gravel deposits within the study area. Most of the test pits investigated the gravel materials of the Greybull terrace (Qtg) and the overlying alluvial and colluvial materials. The deposits of the Sunshine terrace (Qts) were not investigated within the scope of this investigation. Investigation of these higher terrace deposits is anticipated to be part of the final design investigations. Logs for individual test pits are presented in Attachment 1.

The alluvial deposits of the valley floor (Qal-gb) south of the present channel of the Greybull River are exposed in Test Pit TP-309. The materials excavated were predominantly lean clays and silty clays down to a depth of 7.5 feet where river channel gravels were encountered. This test pit is also the only test pit where the water table was encountered at a depth of approximately 11 feet or approximately elevation 4780. This test pit is shown in Photo No.1 in Attachment 2.

The alluvial fan (Qat) and colluvial materials (Qc) were encountered in most of the test pits excavated. These materials consisted mostly of fine-grained, clayey sands and silty sands with some lean clays encountered. Photo No.2 included in Attachment 2 illustrates the materials excavated from Test Pit No. 315 which are typical of the fine grained alluvial fan and colluvial materials. The thickness of these materials generally increases southward toward the Willwood Formation. The maximum thickness of these materials encountered in a test pit excavation was 15 feet in Test Pit TP-322. As shown on Figure 4, these materials may be several tens of feet thick near the base of the slopes of the Willwood Formation.

Reworked gravels, derived from high terrace deposits, were encountered in the Quaternary alluvium deposits. These gravels were exposed in Test Pit TP-310 shown in Photo No.3, Attachment 2. The test pit data indicated that these materials are limited in both vertical and lateral extent.

The Pleistocene Greybull terrace deposits (Qtg) were encountered in several test pits. The gravel terrace deposits are covered by the alluvial fan and colluvial deposits except where they are exposed by erosional gullies and the river cutbank as shown in Photo No.4 in Attachment 2. Gravels were encountered at depths ranging from 2 to 12 feet. The shallowest depth that Greybull gravel was encountered was 2 feet below the surface in Test Pit TP-325. The gravel deposit extended to the bottom of the test pit, 12 feet below the surface. The excavation of test pit TP-325 is shown in Photo No.5, Attachment 2.

The gravel deposits of the Greybull terrace appear to extend for a distance of approximately one mile along the terrace deposit parallel to the river. This gravel deposit is shown in Photo No. 6 in Attachment 2. However, the lateral extent perpendicular to the river cutbank was confmned only to a distance of 100-150 feet as illustrated on Figure 5. As shown on Figure No.7, Test

A.-6

Pit TP-311 may confmn a lateral extent of 500 feet perpendicular to the river cutbank at the widest part of the terrace. However, the gravel in this test pit was encountered at the reach of the backhoe and not enough of the material was obtained to detennine whether the material was the terrace deposit or a reworked gravel.

3.3 Laboratory Test Results

Results of laboratory testing are presented in Table 1 and in Attachment 3. The results are discussed below.

Gradation analyses were performed on 5 samples of gravel material and on 2 samples of finegrained alluvial material. Gradation curves are plotted for each sample in Attachment 3. The gradation analysis results indicate that the gravels are narrowly to widely graded with sand. The fine-grained alluvial materials tested classify as fine-grained silty sands.

The fine-grained colluvial materials are generally dry to slightly moist with moisture contents near seven percent Atterberg Limits were performed on four samples of the fine-grained colluvium material. These results are plotted on the Casagrande plasticity chart presented in Attachment 3. Liquid limits ranged from 23.5 to 26.5 percent and the plasticity index values ranged from 9.2 to 12.0 percent. Results of gradation analyses, Atterberg limits and visual observations indicate that the fine-grained colluvial materials range from lean clays to silty sands and clayey sands.

Specific gravity tests were performed on 3 samples of the gravel materials. Results of specific gravity tests are presented in Table 1. The apparent specific gravity of each sample was approximately 2.65.

Los Angeles (LA) Abrasion tests were perfonned on 2 samples of the gravel materials to test durability. The results of tests on samples of large and small size aggregates are presented in Table 1. The gravel materials in TP-314, described as Pleistocene terrace gravels indicated a maximum abrasion loss of 17.2 percent for the small size aggregate. The U.S. Bureau of Reclamation recommends that materials with a loss of more than 40 percent should be avoided. The gravel materials from TP-310 showed a 41.1 percent loss in the small size aggregate, which is considered marginal for construction materials. The large size aggregate for the same sample indicated a 16.3 percent loss which makes the abrasion loss for the small size aggregate some what suspect The materials from TP-310 are interpreted to be gravels from an older high terrace that were reworked and deposited in a younger alluvial fan. The additional reworking and weathering of these older gravels may account for the decreased abrasion resistance. Where the high abrasion loss for these materials can be confirmed the materials should be avoided or used in non-critical locations of the embankment.

The gravel materials were analyzed based on gradation testing to detennine the relative percentages of frnes, sands, gravels, and oversize materials. The relative percentages indicate the volume of materials available for construction of the various embankment zones including impermeable core, filter/drain, and embankment shell. The gravel materials were divided into 4 separate grain-size fractions and the percentage of each fraction relative to the total sample

A.-7

were calculated. The relative percentages based on a composite mixture of all 5 gradation samples are presented in Table 2. The gravels are composed of 22 percent plus 3 inch material; 49 percent 3 inch to No.4 material; 26 percent No.4 to No. 200 material; and 3 percent minus No. 200 material. In terms of embankment zone materials, approximately 75 percent of the gravel could be processed into Zone 2 material and the remaining 25 percent could be used as Zone 3 material.

3.4 Borrow Evaluations

Our previous conceptual design work has estimated the required quanttnes of various embankment zone materials. Applying a factor of safety of 2 to the estimated quantities, the following gross volumes of embankment materials are desired from potential borrow areas:

Zone 1: Zone 2: Zone 3:

Slope Protection: TOTAL:

1,244,000 cy 1,062,000 cy 5,416,000 cy

132,000 cy 7,854,000 cy

The Zone 1 material should consist mostly of lean clays, silts and fme silty or clayey sands. Phase II investigations indicate that there should be adequate amounts of these materials available in the lower reservoir area from Borrow Area No. 11. A BLM material fee will not be required for these materials if they are borrowed from below the normal high water line of the reservoir.

Zone 2 embankment materials would be processed futer/drain materials that would include fme, medium, and coarse grained sands and fine gravels. The Phase II investigations indicated that these materials would be available from Borrow Areas No.5 and No. 12. The BLM fee would be required to borrow the majority of these materials.

Zone 3 materials could include 1) processed oversized coarse gravels and cobbles screened and crushed from borrow excavated in areas No.5 and No. 12; 2) excavated Willwood Fonnation material; or 3) surplus Zone 1 materials. Zone 3 materials will also be subject to the BLM borrow fee if obtained from BLM lands above the reservoir normal high water line.

The economic advantages of delineating borrow areas on private property are realized for sources that would yield surplus Zone 1 material to be used in designated Zone 3 areas, Zone 2 materials, or Zone 3 materials. If these materials were borrowed on private land the BLM borrow fee could be reduced. One potential source of these materials would be gravel deposits on the Johnson, Whitish, and Zeller private property that could be processed to produce both filter/drain and oversized materials. This area is roughly bounded by Test Pit TP-308 on the east, Test Pit TP-323 on the west, the Greybull River on the north, and the Willwood Fonnation on the south as shown on Figure 2. This area will be referred to as Borrow Area No. 13 in the remainder of this report. Areas outside of Borrow Area No. 13 were eliminated from further consideration because they would either destroy productive farmland or would be greater than approximately one mile from the dam site.

A.-8

Geologic cross sections were developed to estimate the quantity of materials in the area based on test pit excavations and cutbank observations. These cross sections are shown on Figure Nos. 4, 5, 6, 7, 8. and 9. Based on the material thicknesses shown on the cross sections and the lateral extent of the materials in plan view. it appears that there may be a total of up to five million cubic yards of material available in Borrow Area No. 13. The thickness and lateral extent of the gravel deposit could not be confmned with backhoe excavated test pits and would need to be further refined as part of the final design investigations.

Laboratory gradation results indicate that approximately 75 percent of the gravel deposits could be processed into Zone 2 filter/drain materials and that 25 percent are oversized materials or fme-grained materials that would be suitable for Zone 3 embankment fill. Conservative estimates indicate that approximately 1 ~2 million cubic yards of Zone 2 filter/drafu material could be obtained from borrow area No. 13. The remaining materials contain an estimated 1.5 million cubic yards of fme-grained Zone 1 material and 2.3 million cubic yards of random. fmegrained and oversized materials that would be suitable for Zone 3 embankment fill. These quantities are summarized below:

Zone 1 : Zone 2 : Zone 3 : TOTAL:

1.5 million cubic yards 1.2 million cubic yards 2.3 million cubic yards 5.0 million cubic yards

The estimated volumes of materials available from each of the borrow areas around the Lower Dam Site and from proposed construction excavations are presented on the materials distribution chart in Figure 11. Although this chart is a preliminary estimate, it allows the visualization of the required material volumes. logical borrow sources for these materials. and a preliminary sequencing for the construction of the embankment

A.-9

4.0 CONCLUSIONS AND RECOMMENDATIONS

4.1 Quantity and Suitability of Construction Materials From Borrow Area No. 13

The field investigations and laboratory testing program indicates that there is a source of satisfactory borrow materials available on private property near the lower dam site. Data from backhoe excavated test pits and laboratory testing indicates that this material is durable and of a gradation that would allow for processing of the material into suitable surplus Zone 1, Zone 2 and Zone 3 embankment fill. Additional final design investigations are required to more accurately delineate the depth and lateral extent of the gravel deposits in Borrow Area No. 13; however the following conclusions can be made:

1) The Zone 2 embankment requirements can be provided by materials obtained from Borrow Area No. 13.

2) Borrow Area No. 13 can provide approximately half of the requirements for Zone 3 oversized materials. Surplus Zone 1 materials obtained from Borrow Area No. 13 may also provide additional supplements of Zone 3 materials. The use of Borrow Area No. 13 materials for Zone 3 will significantly reduce BLM borrow fee requirements.

3) Borrow Area No. 13 can also supply additional Zone 1 material if necessary. One of the goals of the final design field investigations would be to determine the locations of the best Zone 1 materials in Borrow Area Nos. 11 and 13.

4) Use of gravel materials in Borrow Area No. 13 will require excavations that could be well in excess of 20 feet deep in some areas. Careful final design borrow plans in this area will be required to avoid or minimize the environmental impacts associated with deep excavations in the close proximity to the Greybull River channel and the steep slopes of the Willwood Formation.

4.2 Additional Borrow Sources

Two additional borrow sources that could yield suitable Zone 2 and Zone 3 materials were identified during the geological reconnaissance of the study area. These sources could not be investigated due to access or environmental concerns, but may be worth considering during final design investigations. These additional borrow sources include 1) the Greybull River alluvium located in the southwest portion of the study area, in Section 28 and 2) the current Greybull River channel. Both of these potential sources are designated as Qal-gb on Figure 2. Plans for development of borrow sources in these areas must consider the potential environmental impacts, landowner concerns, and the economics of additional haul distances.

A.-IO

4.3 Summary of Construction Material Evaluations for Lower Dam Site

Our borrow material investigations have resulted in the delineation of Borrow Area No. 13. The materials encountered in this area are suitable for construction of the lower dam site and could result in construction cost savings. A detailed final design field investigation and laboratory testing program should be included as part of the Level ill fmal design studies. These investigations should included a combination of backhoe excavated test pits and borings that would further defmed the thickness and lateral extent of materials in borrow areas Nos. 5, 11, 12, and 13.

A.-It

~BLE 1 - SUMMARY OF LABORATORY TEST RESULTS Greybull Valley Dam and Reservoir Phase III Additional Borrow Investigations Wyoming Water Development Commission

Page 1 of 1

Natural Water Atterberg Umits Los Angeles Abrasion Grainsize

Test Pit No} Depth USCS Content Specific Curve Sample No. (ft) Classification (%) LL PL PI Gravity Small Size Large Size (Figure)

TP-306/BLK 1 3.5-8.0 CL 23.5 14.4 8.3

TP-307I13LK 3 10-13.5 GP 2.64 Fig. 3-1

TP-308/BLK 6 6.5-8.5 GW Fig. 3-2

TP-3081BLK 7 10.0-11.0 GP Fig. 3-3

TP-3101BLK 12 1.5-4.0 GP 2.65 41.1 16.3 Fig. 3-4

TP-311/BLK 15 0.5-5.0 CL 26.1 15.8 10.3

TP-3121BLK 18 1.5-3.0 SM Fig. 3-5

TP-3141BLK 20 2.5-8.0 GP 2.65 17.2 15.1 Fig. 3-6

TP-315/BLK 21 1.0-5.0 SM 7.3 Fig. 3-7

TP-315/BLK 22 12.0-13.0 SC-SM 26.3 17.1 9.2

TP-323/BLK 24 1.5-5.0 SC 26.5 14.5 12.0

TABLE 2 - RELATIVE PROPORTIONS OF GRAIN SIZE FRACTIONS IN GRAVEL SAMPLES Greybull Valley Dam and Reservoir Phase III Additional Borrow Investigations Wyoming Water Development Commission

Page 1 of 1

Proportion of Total Sample

Oversize Gravel Sand Fines Test Pit No.1 +3 inch ..a inch, + No. 4 -No.4, + No.200 -No. 200 Sample No. (Percent) (Percent) (Percent) (Percent)

TP-307/BLK3 26 52 19 3

TP-308/BLK6 17 41 37 5

TP-308/BLK7 5 67 27 1

TP-310/BLK12 28 42 25 5

TP-314/BLKL20 35 44 19 2

Composite 22 49 26 3

30

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._._.-.l

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PRIVATE PROPERTY

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WYOMING WATER DEVELOPMEN T COMMISSION

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LEGEND

APPROXIMA IT GREYBULL RIVER CHANNEL

----- STUDY AREA

SECTlON LINES

PROPERTY BOUNDARIES

PROJECT FEA TURES

LIMITS OF PREVIOUSLY DEFINED BORROW AREAS (11 INDICATES BORROW AREA DESIGNA nON

NUMBER)

1\:·~;@i;:.FI L1MI TS OF BORROW AREA 13. DELINEATED DURING THE PHASE III INVESTIGA nON

L1MI TS OF UPPER RESERVOIR

LIMITS OF LOWER RESERVOIR

J L lr

o 2000 4000 8000 12000

SCALE It~ FEET

PROJECT FEATURES MAP

GREYBULL VALLEY DAM AND

RESERVOIR I't\ GEl Consultants ,Inc. t-------------+-------,-------I \II ENGLEWOOD • COLORADO PROJECT ~~O. 91239 APRIL 1992 FIGURE 1

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LEGEND

INDICA TES SECTION NO. :<$1 INDICA TES FIGURE NO. ON _ 4 WHICH SEC nON IS SHOWN

APPROXIMA TE PROPERTY BOU~DARY BASED ON COUNTY ASSESSOR S RECORDS AS OF JUNE, 1990

TEST PIT LOCATION AND NUMBER

LIMITS OF BORROW AREA 13

CROSS SECTION LOCATION


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GREYBULL VALLEY DAM AND

RESERVOIR

PLAN VIEW OF STUDY AREA

~ ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 FIGURE 2

Qal-gb

-----'-cJ---~~~.- ..... - -.. _. ----.---;. ___ =r-~__H_------.

Qat

Qal-gb

o 500 1000 2000

S CA. L E ! ~ J 1= E E T

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laal-gbl IOal-w I I aaf I

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GRE(BULL RIVER ALLUVIUM

WILLWOOD ALLUVIUM

ALLU'/IAL FM~. DERIVED FROM Tw

COLLUVIUM FROM Tw

LEGEND

DEPOSITS OF GREYBULL TERRACE

._-- Qal-gb

:Qaf

PHOTOGEOLOGIC CONTACT, D,PPROXIMA TEL Y LOCA TED

PHOTOGEOLOGIC co~n AC T, INFERRED

DEPOSI'S OF OLDER, HIGHER LEVEL SUNSHINE TERRACE

Wii... .. woor:; cORMA nON

'NYOMI~~G WA TER OEVELOPMGJ T COMMISSION REVISED SURFICIAL GEOLOGY

MAP OF STUDY AREA

GREYBULL \j6,LLE ( OtM 41'JO

RE~TR\jOIR

t1'\ GEl Consul tan ts,In c ....... -------------1~-----"T""-----_1 'V ENGLEWOOD • COLORADO PROJEC' NO. 91239 APRIL 1992 FIGURE 3

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4880

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4820

4800

TP-323

TP-321

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NOTES

1) SEE FIGURE 3 FOR EXPLANATION OF GEOLOGICAL SYMBOLS.

2) SEE FIGURE 10 FOR EXPLANA nON OF SOIL SYMBOLS.

. Tw

GREYBULL

RIVER~

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4880

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4800

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.A.ND RESERVOIR

I't\ GEl Consu ltan ts, I nc. '------------t------r::-:-:---:-:--:-1 M? ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 FIGURE 4

4900

4880

,.-.. ~

~ 4860 u...

z o i= « > ~ 4840 w

4820

4800

NOTES

TP-317

TP-318

,'. SC B.O.T.P.

12' ----?----GP

B.O.T.P. 12.5'


2) SEE FIGURE 10 FOR EXPLANATION OF SOIL SYMBOLS.

TP-316

GP

Qtg GREYBULL RIVER FLOOD PLAIN

4900

4880

-------~ 4860 tj

u...

z o i= « >

4840 ~ w

?----------------- 4820 ~

\ .... , Qal-gb

"-...... ,? Tw

WYOMING WATER DEVELOPMENT COMMISSION

4800

SECTION 38 GREYBULL VALLEY DAM

AND RESERVOIR

if"'\ GEl Consul tan tS,Inc. ~-----------+------r:==::___:~ \Il ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 FIGURE 5

4880 r-

4860 I-

E' 4840 f-

w LL

z o f= <{

> ~ 4820-w

4800 I-

4780~

TP-315 - 4880

TP-314 - 4860

V'i"'1~ ~ ~ SM

f,<¢: sc u. Qc B.O.T.P.

13' ?-----------------____ ~~ ~: I-

------I-- 4840 w ~ LL

NOTES



Qtg GP 'i§ oil ?-------

• B.O.T.P. 11.5'

Tw ~ GREYBULL RIVER~

z o f= <{

> - 4820 ~

w

\\ - ~ \ - 4800 "-

' ... ? Qal-gb


- 4780

SECTION 3C GREYBULL VALLEY OAM

Mm RESERVOIR

tT\ GEl Con suI tan ts, Inc .1------------t------r:~_:_:::___::_1 \I.l ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 I FIGURE 6

4820 r------I-W

Qaf W u... "---'

z 0 4800 l-f=: « > w ...J W

4780 '-

TP-311

//

CL / /

I ~~ B.O.T.P.

13'

NOTES

1) SEE FIGURE 3 FOR EXPLANA nON OF GEOLOGICAL SYMBOLS.


TP-313 TP-312 J

- 4820

,,--.. IW W lJ... CL

Qaf ~.~ CL SM" .~ Z

?----------------I~~--------G:~ GREYBULL RIVER - 4800 ~ B.O. T.P. \ FLOOD PLAIN ~

1" Qtg B.O.T.P. \ ----_____ ...J

12' " - w

o i

50


, , " .... ? .

100

Qal-gb

200

SCALE IN FEET

- 4780

300 !

SECTION 3D GREYBULL VALLEY DAM

AND RESERVOIR

ih.:< GEl Consul tan ts. Inc .I------------t------r-I ___ -:-:---:::--t 'V ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 FIGURE 7

4820 -

,,--.. f-w w LL '-'"

z 4800 0 f-

i= <{

> w -.J w

4 780 '-

Qaf

TP-310

~~ CL-ML I GW SW-SM GP

.. SW-SM

B.O.T.P. 12.5'

I

1 . ~I

Qaf

l TP-J08

o' ~lr,------------,~4.~. __ o! Oaf ~SM

I . I i~ .0 1m 'en 10 I .... 'U,I

I~ ..... IJ: '0 I .... . « pE . I

TP-309

GREYBULL RIVER FLOOD PLAIN .... 1 ?-----------___ ~ ~~__ \

~i ; GP ----~\------------------,~~~~----O--l-----------------------..... 8'73' :.P. "--_______ ? _____ ;~ CL a -w ? 5! Qtg . ;---m ~--------- . .... 1 -..., • B.a. T.P. Otg ..... 12' 21 .

NOTES

1) SEE FIGURE .3 FOR EXPLANA nON OF GEOLOGICAL SYMBOLS.


o , 50


100 200

SCALE IN FEE T

300 !

- 4820

"""" f-W W LL

- 4800 6 i= <{

- 4780

> W -.J W

SECTION 3E GREYBULL VALLEY DAM

AND RESERVOIR

i"t'\ GEl Consu 1 tan ts J I nc. I-------~----t----__:_:_r:":":":=:____:~ \V ENGLEWOOD • COLORADO PROJECT NO. 912.39 APRIL 1992 1 FIGURE 8

4800,

..--. f-W W lL. '--'"

z 0 ~ 4: > W -.J w

4780

4760

I · I · ~I o· all ct· o~ "-1 W· ~I ..J.

xl U' ..-1 ct· ~I ·

r-

TP-306

/ / CL ML b7

/ / CL / /

~ SM SM-ML . , ,.

B.O.T.P. 1.3'

Oaf

NOTES



Oaf

~ 0 ..J W aI

0 ..-W I~ • ..J

Ix 'U 1..-·ct I~ . I

TP-307

// CL

Oaf ~ ?----_____ ~ SM 0

. -----------~ GP------; B.O.T.P.

Otg 13.5'

o 50 100 200 300 ~~iiiiiiiiiiIil~~~iiiiiiiiiiiiiii ___ ! .=

WYOMING WA TER DEVELOPMEN T COMMISSION

SCALE If\! FEET

- 4780

..--. fW W lL.

- 4760 6 \ Oal-gb i=

\ ~ ' ...... ? Ij

. w

- 4740

SECTION 3F GREYBULL VALLEY DAM

AND RESERVOIR

tT\ ..• GEl Consultants,Inc. '------------t------,---___ -::-1 M!: ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 1 FIGURE 9

TEST PIT LEGEND

I II,' I]

.,...,...; //

// // // //

~

?--------

GRAVEL. WITH VARYING AMOUNTS OF COBBLES. SAND AND SILT. LOOSE TO MEDIUM DENSE. BROWN TO BROWN-GREY. (GP. GW)

SILTY SAND. NARROWLY TO WIDELY GRADED. VARYING AMOUNTS OF GRAVEL, LOOSE TO MEDIUM DENSE, TAN TO BROWN. (SM,SW-SM)

CLA YEY SAND AND CLAYEY SAND WITH GRAVEL. LOOSE TO MEDIUM DENSE. BROWN. (SC)

CLAY, SILTY CLAY, CLA YEY SILT, SANDY CLAY, CLAY WITH SAND AND SILT. STIFF, BROWN. RED-BROWN. (CL, CL-ML, CL-CH)

INDICATES WA TER LEVEL A T THE COMPLETION OF THE TEST PIT. TEST PITS WERE BACKFILLED AND NO ADDITIONAL MEASUREMENTS WERE TAKEN.

INFERRED CONTACT BETWEEN SOIL TYPES OR GEOLOGICAL FORMATIONS

NOTES

1. TEST PITS WERE EXCAVATED ON FEBRUARY 18 THROUGH 21, 1992 WITH A JD-350 B BACKHOE.

2. TEST PIT ELEVATIONS AND LOCATIONS WERE SURVEYED BY C.E. SPURLOCK AND ASSOCIATES ON FEBRUARY 21, 1992.

3. TEST PIT LOGS IN THIS REPORT ARE SUBJECT TO LIMITATIONS, EXPLANATIONS AND CONCLUSIONS OF THIS REPORT.

4. SUBSURFACE PROFILES ARE KNOWN ONLY A T THE LOCATIONS OF THE TEST PITS AND MAY DIFFER AT OTHER LOCATIONS.

5. SEE TEST PIT LOGS FOR ADDITIONAL SOIL DESCRIPTIONS.

WYOMING WATER DEVELOPMENT COMMISSION

GREYBULL VALLEY DAM AND TEST PIT SOIL

SYMBOL EXPLANATION

cD RESERVOIR

'" .,'::. GEl Cons~ltants,Inc. ~~~~~~~~~~~~~~~~~~~~~~~ ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 I FIGURE 10

FOUNDATION EXCAVATION SPILLWAY EXCAVATION

GROSS VOLUME AVAILABLE: 149,000 cy GROSS VOLUME AVAILABLE: 649,000 cy

AVAILABLE ZONE 1: AVAILABLE ZONE 1: A VAILABLE ZONE 2: AVAILABLE ZONE 2:

AVAILA8L£ ZONE 3: 149,000 cy AVAILABLE ZONE 3: 649,000 cy

SLOPE PROTECTION: SLOPE PROTECTION:

NORMAL HIG~ WA TER L.!!iE . .sz...

SLOPE PROTECTION (SOIL CEMENT)

BORROW AREA NO. 11

GROSS VOLUME AVAILABLE: 2,447,000 cy

AVAILABLE ZONE 1: 2,247,000 ty

AVAILABLE ZONE 2:

AVAILABLE ZONE 3: SLOPE PROTECTION: 200,000 cy

BORROW AREA NO. 13 BORROW AREA NO. 5 BORROW AREA NO. 12

GROSS VOLUME AVAILABLE: 5,000,000 cy GROSS VOLUME AVAILABLE: 8,067,000 cy GROSS VOLUME AVAILABLE: 1,484,000 cy

AVAILABLE ZONE 1: 1,300,000 cy AVAILABLE ZONE 1: AVAILABLE ZONE 1:

AVAILABLE ZONE 2: 1,200,000 cy AVAILABLE ZONE 2: 2,521,000 cy AVAILABLE ZONE 2:

AVAILABLE ZONE 3: 2,300,000 cy AVAILABLE ZONE 3: 4,537,000 cy AVAILABLE ZONE 3: 1,484,000 cy

SLOPE PRO TECTlON: 200,000 cy SLOPE PROTECTION: 1,009,000 cy SLOPE PROTECTION:

ESTIMATED EMBANKMEN T MATERIAL BORROW MATERIAL AVAILABLE BORROW

AVAILABLE BORROW

NOTES

ZONE 1

ZONE 2 ZONE 3

SLOPE PROTECTION

1) MATERIAL QUANTITIES ARE BASED ON PRELIMINARY DESIGf'J.

REQUIRED (cy)

622,000 ------531,000

2,708,000

66,000

2) STRIPPING, BASE COURSE, AND CONCRETE AGGREGATE VOLUMES ARE NOT INCLUDED.

3) SHRINKAGE FACTORS HAVE NOT BEEN APPLIED.

CONTINGENCY REQUIRED MATERIAL FACTOR (cy) (cy)

AREAS

2 1,244,000 3,547,000 11, 13 .-

2 1,062,000 3,721,000 5, 13 ----

2 5,416,000 9,119,000 5, 12, 13, FOUNDATION EXC., SPILLWA Y EXC. ---~-

2 132,000 1,409,000 5, SPILLWAY EXC.

SUMMARY OF MATERIAL BORROW SOURCES

WYOMING WA TER DEVELOPMEN T COMMISSION

GREYBULL VALLEY DAM MATERIAL DISTRIBUTION AND CHART

RESERVOIR LOWER DAM SITE rh GEl Consultants ,Inc. t------------~t__-----_r-----__t MI: ENGLEWOOD • COLORADO PROJECT NO. 91239 APRIL 1992 FIGURE 11

ATTACHMENT 1

Test Pit Logs

T EST PIT LOG TP-306

PROJECT: Greybull Phase III LOCATION: Lower Dam site CLIENT: WWDC/GVID CONTRACTOR: GVID

PROJECT NO: 91239 LOCATION: N 1352242 E 540760

EQUIPMENT: JD 350 B OBSERVED BY: J. Ballegeer DATE: 2/19/92

GROUND EL: 4785.1 DATUM: NGVD

DEPTH BELOW GROUND SURFACE

~ 1

~ 2

~ 3

- 4

- 5

- 6

- 7

~ ...

~ 9

~10

~11

-12

SAMPLE DEPTH

ft.

0-3.5

(BLK1 3.5-8)

3.5-8

8-13

SOIL DESCRIPTION

CLAYEY SILT. Homogeneous, firm, dry to sli. moist, tan-brn,. (CL-ML)

SILTY CLAY. Layered, med. plastic, 30-40% nonplastic fines, some fine sand, high dry strength, calcareous in places (sli. reaction w/HCL), layering lighter and darker color possibly w/change in silt content. (CL)

SILTY SAND. Homogeneous, mostly fine sand, 30-50% nonplastic fines, firm, sli. moist, tan to brown. (SM, SM-ML)

-13 ------~------~NO WATER BOTP

-14

~15

-16

-17

REMARKS: PIT DIMENSIONS (FT) LENGTH: 10' WIDTH: 2-1/2' DEPTH: 13'

I I




EQUIPMENT: JD 350 B GROUND EL: 4759.9 DATUM: NGVD OBSERVED BY: J. Ballegeer DATE: 2/19/92


I--- 1

I--- 2

.." -I--- 4

I--- 5

- 6

- 7

- 8

- 9

~10

I--- 11

I--- 12

I--- 13

~14

I--- 15

I--- 16

~17

SAMPLE DEPTH

ft.

0-3

(BLK2 7-10)

3-10

(BLK3 10-13.5)

10-13.5

BOTP

SOIL DESCRIPTION

LEAN CLAY. Homogeneous, med.plastic, <10% nonplastic fines, high dry strength or frozen, very stiff, sli. moist, reddish brown, hard to excavate. (CL)

SILTY SAND. Layered to homogeneous, mostly fine sand, <10% nonplastic fines, no reaction w/HCL, sli. moist, grey-brown. (SM)

7. 0' - More easily excavated (not frozen?)

NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly subrounded gravel, -25% cobbles to 9", -20% fine to medium sand, trace nonplastic fines, gravel and cobbles are hard volcanics, grey brown. (GP)

REMARKS: PIT DIMENSIONS (FT) LENGTH: 13' WIDTH: 3' DEPTH: 13.5'

I I


PROJECT: Greybull Phase III LOCATION: Lower Dam Site CLIENT: WWDC/GVID CONTRACTOR: GVID





- 1

- 2

~ 3

~ 4

r--- 5

r--- 6

r--- 7

r--- 8

I--- 9

~10

I--- 11

-12

-13

-14

-15

r--- 16

r--- 17

SAMPLE DEPTH

ft.

(BLK4)

0-4.5

(BLK5)

4.5-6.5

(BLK6 6.5-8.5)

6.5-10

(BLK7 10-11)

10-13

BOTP

SOIL DESCRIPTION

SILTY SAND. Homogeneous, mostly fine sand, 20-30% non-plastic fines, <5% gravel, firm, -slightly moist, tan, easy to excavate. (SM)

SILTY SAND WITH GRAVEL. Similar to 0-4.5', -30% gravel, up to 3" max size, weak reaction to HCL. (SM)

GRAVEL WITH SILT AND SAND. Homogeneous, mostly fine to coarse gravel, 30-40% fine to coarse sand, 20% cobbles to 16", trace nonplastic fines, slightly moist, brown, moderate ease of excavation. (GW)

GRAVEL WITH SAND AND COBBLES. Homogeneous, mostly fine to coarse gravel, sub rounded , 20-40% fine to coarse 'sand, some cobbles, trace fines, grey, no reaction with HCL. (GP)

REMARKS: PIT DIMENSIONS (FT) LENGTH: 10' WIDTH: 3' DEPTH: 13'

I I






SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1~----------~------~0.5' TOPSOIL. Slightly moist, grey-brown. - 1

"\ .. I-- 3

JI ~

- 5

- 6

- 7

- S

- 9

~10

I-- 11

t--12

~13

-14

-15

-16

-17

(BLKS) SILTY CLAY-CLAYEY SILT WITH FINE SAND. 0.5-2 Homogeneous, mostly medium plastic fines, up to

------~------~50% nonplastic fines, some fine sand, firm, (BLK9) slightly moist, tan-brown. (CL-ML)

LEAN CLAY. Homogeneous, medium plastic, medium 2.0-5.5 dry strength, 5-15% silt and fine sand,

------+----------4calcareous streaks, firm, moist, brown. (CL)

(BLK10 LEAN CLAY. Upper 6" similar to BLK 9, darker 5.5-6.5) color posibly due to increase in moisture. 5.5-7.5 Lower 6" of silty clay. (CL)

(BLK11) GRAVEL. Homogeneous, mostly gravel up to 3", cobbles up to 13" (volcanic), cobbles size and number increasing w/depth, 0-5% nonplastic fines, wet, dark grey-brown. (GP)

WATER AT 11. 0' 7.5-12

BOTP

REMARKS: PIT DIMENSIONS (FT) LENGTH: 10' WIDTH: 3' DEPTH: 12'

I I






SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1~----------~------~0-0.25' TOPSOIL .25-1.5 CLAYEY SILT. Homogeneous, mostly nonplastic

I~----------~------~fines, 30-40% medium plastic clay, slightly ~ 1

- 2

~ 3

~ 4

~ 5

I!: "I

(BLK12 moist, tan-brown, fining upward. (CL-ML) 1.5-4 GRAVEL AND COBBLES WITH SAND. Mostly gravel

1.5-6

and cobbles to 5", 20-30% fine-med. sand, 0-5% nonplastic fines. l' thick calcareous layer at top of gravel (reacts w/HCL), dense cobbles increase in size and amount with depth. (GW)

1~--------~(BLK13 WIDELY GRADED SAND W/SILT AND GRAVEL. 6" lense, mostly sand, 10-15% gravel, 5-10% nonplastic fines, slightly moist, grey-brown.

~ 7

- 8

~ 9

~10

~11

-12

6-6.5)

6.5-10.5

(SW-SM) GRAVEL WITH SAND. Homogeneous, similar to BLK12 above with less cobbles (GP).

(BU<14 WIDELY GRADED SAND W/SILT AND GRAVEL. 10.5-11) Homogeneous, mostly sand, 10-15% gravel, 10.5- approx. 10% nonplastic fines, few cobbles to

1~----------~12.5 5", slightly moist, tan-brown. (SW-SM) -13

~14

~15

~16

~17

REMARKS:

BOTP

NO WATER

PIT DIMENSIONS (FT) LENGTH: 16' WIDTH: 3' DEPTH: 12-1/2'

T EST PIT LOG II TP-311





SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1~----------~------~0-0.5' TOPSOIL I--- 1

r--- 2

- 3

- 4

- 5

~ .....

- 7

I--- 8

r--- 9

r--- 10

-11

-12

-13

-14

-15

-16

I--- 17

(BLK15 0.5-5.0) LEAN CLAY WITH SAND AND SILT. Homogeneous,

med. plastic, approx. 30% fine sand, slightly moist, sli. reaction w/HCL, red brown, alluvial fan material from willwood Formation. (CL) Lower 6", as above, increased reaction with HCL, harder excavation.

0.5-6.0

(BLK16 SILTY SAND. Homogeneous, mostly fine sand, 6.0-6.5) subangular, 20-40% nonplastic fines, slight

reaction w/HCL, sli. moist, It. brown. (SM)

6.0-10.5

10.5-12.5

SILTY SAND as above, occasional gravel <2" dia.

12.5-13. GRAVEL AND COBBLES. Recovered cobbles up to ------+---------49", could not get sample. (GP)

BOTP


T EST PIT LOG

PROJECT: Greybull Phase III LOCATION: Lower Dam site CLIENT: WWDC/GVID CONTRACTOR: GVID EQUIPMENT: JD 350 B OBSERVED BY: J. Ballegeer DATE: 2/20/92

DEPTH SAMPLE

TP-312

PROJECT NO: 91239 LOCATION: N 1352145 E 535809 GROUND EL: 4806.1 DATUM: NGVD

BELOW DEPTH SOIL DESCRIPTION GROUND SURFACE ft.

1~----------~------~0-0.5' TOPSOIL. Red-brn. ~ 1 BLK17 0.5-1.5 LEAN CLAY W/SAND AND SILT. Homogeneous, medium I~----------~------~plastic, 20-30% fine sand, subangular, slightly - 2 BLK18 ** moist, red brown, roots. (CL)

1.5-3.0 a ------~------~SILTY SAND. Homogeneous, mostly fine sand,

- 4

- 5

~ 6

~ 7

~ 8

~ 9

~10

~11

(BLK19 subangular, 20-40% nonplastic fines, slightly 8.0-8.5) moist, light brown. (SM)

3.0-12.0

NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly gravel, cobbles up to 6", 30-40% fine to medium sand, subangular, 0-5% nonplastic fines, slightly moist, grey-brown. (GP)

---12------~------~NO WATER

-13

-14

-15

~16

~17

REMARKS: drainage

BOTP

** Contact between red brown clay and light brown sand Sloping. Clay was used to fill in a gulley in working farmland.

PIT DIMENSIONS (FT) LENGTH: 10' WIDTH: 2-1/2' DEPTH: 12'







- 1

- 2

- 3

A .. I--- 5

~ 6

"'7

- 8

- 9

-10

SAMPLE DEPTH

ft.

0-4

4-7

7-11

SOIL DESCRIPTION

LEAN CLAY W/SAND AND SILT. Homogeneous, medium plastic, 20-30% fine sand, slightly moist, redbrown. Lightly cemented with calcium carbonate harder to excavate. (CL)

SILTY SAND. Homogeneous, mostly fine sand, 20-40% nonplastic fines, slightly moist, lightly cemented with calcium carbonate. (SM)

NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly gravel, cobbles up to 10", 30-40% fine to medium sand, trace nonplastic fines, slightly moist. Material loose and caving, could not excavate past 11' due to caving soils. Cobbles are volcanic. (GP)

-11 ------~------~NO WATER BOTP

-12

-13

~14

I--- 15

~16

~17

REMARKS: No samples collected

PIT DIMENSIONS (FT) LENGTH: 14' WIDTH: 2-1/2' DEPTH: 11'






"I -- 2

- 3

r--- 4

~ 5

~ 6

~ 7

~ 8

- 9

-10

-11

SAMPLE DEPTH

ft.

SOIL DESCRIPTION

0-1 TOP SOIL, brown, roots.

1.0-2.5

(BLK20 2.5-8.0)

2.5-11.5

SILTY SAND, slightly moist. (SM)

NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly gravel, cobbles up to 13", volcanic, subrounded, -30% fine to coarse sand, subangular, 0-5% nonplastic fines, sli. moist, grey brown, loose and caving. Greybull river alluvium. (GP)

'~----------~------~NO WATER ~12

r--- 13

-14

-15

-16

r--- 17

REMARKS:

BOTP

PIT DIMENSIONS (FT) LENGTH: 14' WIDTH: 3' DEPTH: 11.5'

T EST PIT LOG TP-31S






SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1~----------~------~0-0.5' TOPSOIL ~ 1

~ 2

~ 3

~ 4

~ 5

i-- 6

i-- 7

i-- 8

~ 9

~10

~11

12

-13

~14

i-- 15

i-- 16

~17

(BLK21 1-5)

0.5-7.5

(BLK22 12-13)

7.5-13

BOTP

SILTY SAND. Homogeneous, mostly fine sand, -20% nonplastic fines, dry to slightly moist, light brown, weak calcareous cement in upper 2'. (SM)

CLAYEY SAND. Homogeneous (some lamination visible from 12-13'), 20-30% nonplastic to low plastic fines, slightly moist, calcareous and weakly cemented lower few feet. (SC)

NO WATER

REMARKS: PIT DIMENSIONS (FT) LENGTH: 16'

No gravel WIDTH: 2-1/2' DEPTH: 13'

I I







SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1~----------~------~0-0.5' TOPSOIL - 1

- 2

~ 3

~ 4

~ 5

~ 6

- 7

- 8

- 9

~10

~11

~12

~13

-14

-15

~16

~17

0.5-5.5

5.5-12

NARROWLY GRADED SILTY SAND. Homogeneous, mostly fine sand, subangular, approx. 10% nonplastic fines, dry to slightly moist, light brown. (SM)

NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly gravel w/cobbles up to 15", 20-30% fine to coarse sand, subangular, 0-5% nonplastic fines, loose, (less caving), slightly moist, slight reaction w/HCL, grey brown. Greybull River Alluvium. (GP)

------~------~NO WATER BOTP


No samples collected. WIDTH: 2-1/2' DEPTH: 12'

I I

T EST PIT LOG

PROJECT: Greybull Phase III LOCATION: Lower Dam site CLIENT: WWDC/GVID CONTRACTOR: GVID EQUIPMENT: JD 350 B OBSERVED BY: J. Ballegeer DATE: 2/20/92

TP-317

PROJECT NO: 91239 LOCATION: N 1351380 E 533663 GROUND EL: 4857.9 DATUM: NGVD


SAMPLE DEPTH SOIL DESCRIPTION

ft.

1~----------~------~0-0.5' TOPSOIL ~ 1

~ --I-- 3

I-- 4

I-- 5

- 6

- 7

- 8

- 9

-10

~11

~12

~13

I-- 14

I-- 15

~16

~17

0.5-2.0 SANDY CLAY. Homogeneous, med. plastic, 30-40% ------~------~fine sand, subangular, dry to slightly moist,

slight reaction w/HCL, red brown. (CL)

2.0-10.0

SILTY SAND. Homogeneous, mostly fine sand, -10% nonplastic fines, dry to slightly moist, light brown, very easy excavation. (SM)

------~------~CLAYEY SAND. Laminated with -1 cm. partings, 20-30% low plastic fines, reacts w/HCL, white calcareous filaments. (SC)

10-12.0 ------~------~NO WATER

BOTP


No samples collected. No gravel.

T EST PIT LOG I TP-318

PROJECT: Greybull Phase III LOCATION: Lower Dam Site CLIENT: WWDC/GVID CONTRACTOR: GVID




... ...

- 2

i--- 3

~ 4

~ 5

i--- 6

i--- 7

- 8

- 9

-10

-11

-12

-13

i--- 14

i--- 15

i--- 16

-17

REMARKS:

SAMPLE DEPTH

ft.

0-1.0

1.0-5.5

SOIL DESCRIPTION

TOPSOIL

SILTY SAND. (SM)

CLAYEY SAND. Laminated, 20-30% low plastic fines, reacts with HCL, red-brown. (SC)

NARROWLY GRADED GRAVEL W/SAND. Homogeneous, mostly gravel with cobbles up to 4", 20-30% fine to coarse sand, <5% nonplastic fines,

5.5-12.0 grey-brown. Greybull River Alluvium. (GP)

BOTP NO WATER

PIT DIMENSIONS (FT) LENGTH: 15' WIDTH: 2-1/2' DEPTH: 12.5'




EQUIPMENT: JD 350 B GROUND EL: 4851.0 DATUM: NGVD OBSERVED BY: J. Ballegeer DATE:2/20/92


" -~ 2

- 3

- 4

- 5

- 6

i-- 7

~ 8

n --10

-11

-12

-13

r-- 14

~15

-16

-17

SAMPLE DEPTH

ft.

0-1.0

1.0-9.0

SOIL DESCRIPTION

TOPSOIL

CLAYEY SAND. Homogeneous, mostly fine sand, subangular, 20-30% medium plastic fines, sli. moist, red brown. (SC)

9.0-10.0 NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly gravel, 20-30% fine to coarse sand,

BOTP subangular, <5% nonplastic fines, slightly moist, slight reaction with HCL, grey-brown. Greybull River Alluvium. (GP)

NO WATER

REMARKS: PIT DIMENSIONS (FT) LENGTH: 14' WIDTH: 2-1/2'

No samples collected. DEPTH: 10'

I I






"' ....

~ 2

!-- 3

A .

- 5

- 6

- 7

!-- 8

!-- 9

!-- 10

!-- 11

SAMPLE DEPTH

ft.

0-1.0

1.0-4.0

SOIL DESCRIPTION

TOPSOIL

CLAYEY SAND. Homogeneous, mo~tly fine sand, subangular, 20-30% medium plastic fines, sli. moist, red-brown. (SC)

(BLK23 CLAYEY SAND W/ GRAVEL. As above with 15-25% 4.0-6.0) gravel and cobbles up to 5", weakly cemented,

reacts w/ HCL, red-brown, harder to excavate. (SC)

CLAYEY SAND. Homogeneous, red brown. (SC)

4.0-12.0 -12 ------~------~NO WATER.

BOTP -13

!-- 14

!-- 15

!-- 16

-17


No Greybull Alluvium. WIDTH: 2-1/2' DEPTH: 12'

I I






SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1~----------~------~0-0.5' TOPSOIL -I--

I--

I--

I--

---

1

2

3

4

5

6

7

8

0.5-6.5

CLAYEY SAND. Homogeneous to interbedded with thin (-1") layers of gravel and calcium carbonate, mostly fine sand, subangular, 20-30% low plastic fines, dry to slightly moist, red brown. (SC)

SILTY SAND. Homogeneous, mostly fine sand, subangular, 10-15% nonplastic fines, medium

6.5-8.5 dilatancy, dry to slightly moist, light brown, I~----------~------~weak reaction w/HCL. (SM) - 9

-10

I-- 11

~12

I-- 13

-14

-15

I-- 16

I-- 17

8.5-12.0

BOTP

NARROWLY GRADED GRAVEL W/SAND. Homogeneous, mostly gravel, cobbles up to 8", 20-30% fine sand, subangular, 0-5% nonplastic fines, weak reaction w/HCL, dry to slightly moist, grey brown. (GP)

NO WATER


No samples collected. DEPTH: 12'

I I






SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1r-----------~------~0-0.5' TOPSOIL ~ 1

.. ") ... ~ -

- 4

- 5

- 6

I--- 7

~ 8

~ 9

-10

-11

-12

-13

~14

~15

~16

~17

CLAYEY SAND. Homogeneous, mostly fine sand, 0.5-2.0 subangular, 20-30% low to medium plastic fines,

------~------~weak reaction w/HCL, dry to slightly moist, 2.0-3.0 red brown. (SC)

------~------~SILTY SAND. Mostly fine sand, subangular, 10-20% nonplastic fines, medium dilatancy, some gravel up to 3", strong reaction w/HCL, light brown. (SM) SILTY SAND. Homogeneous, mostly fine sand, subrounded to subangular, 10-15% nonplastic fines, dry to slightly moist, reaction w/HCL, red brown. Cobbly layer from 6.0-6.5', cobbles up to 4". ( SM)

3.0-15.0 NO WATER

BOTP


No samples collected. No Greybull Alluvium.






SAMPLE DEPTH

ft.

SOIL DESCRIPTION

1~----------~------~0-0.5' TOPSOIL CLAYEY SAND. Homogeneous, mostly fine sand,

I~----------~------~subangular, 20-30% plastic fines, slightly 0.5-1.5 - 1

- 2

- 3

I--- 4

~ 5

~ 6

~ 7

- 8

- 9

-10

-11

-12

-13

~14

~15

-16

-17

(BLK24 1.5-5.0)

1.5-8.5

8.5-12.0

moist, red brown. (SC)

CLAYEY SAND. As above, more cemented, harder to excavate. (SC)

SILTY SAND. Homogeneous, mostly fine sand, subangular, 10-15% nonplastic fines, medium dilatancy, dry to slightly moist. Cobbly layer from 9.0-9.5', cobbles up to 4". (SM)

NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly gravel, 20-30% fine to coarse sand,

12.0-14. subangular, cobbles up to 6", <5% nonplastic fines, slightly moist, grey brown. Greybull

BOTP River Alluvium. (GP)

NO WATER


I I


PROJECT: Greybull Phase III LOCATION: Lower Dam site CLIENT: WWDCjGVID CONTRACTOR: GVID





-., -- 2

- 3

io- 4

c: -~ 6

~ 7

~ 8

~ 9

-10

SAMPLE DEPTH

ft.

0-1.0

1.0-5.0

5.0-8.5

8.5-11.0

SOIL DESCRIPTION

TOPSOIL

CLAY W/SAND. Homogeneous, medium to high plastic fines, high dry strength, 20-30% fine sand, subangular, stiff, slightly moist, redbrown. (CL, CL-CH)

SILTY SAND. Homogeneous, mostly fine sand, subangular, 10-15% nonplastic fines, slightly moist, light brown. (SM)

NARROWLY GRADED GRAVEL WITH SAND. Cobbles up to 8", Greybull River Alluvium. (GP)

-11 ------~------~NO WATER BOTP

-12

-13

io- 14

~15

~16

~17


No samples. DEPTH: 11'

I I






., -"" -

~ 3

- 4

- 5

- 6

~ . '-- 8

- 9

~10

~11

SAMPLE DEPTH

ft.

SOIL DESCRIPTION

0-1.0 TOPSOIL

1.0-2.0 TOPSOIL GRADING TO GRAVEL

2.0-7.0

NARROWLY GRADED GRAVEL WITH SAND. Homogeneous, mostly gravel, 20-30% fine to coarse sand, cobbles up to 13", <5% nonplastic fines, slightly moist, grey brown. Greybull River Alluvium. (GP)

BLK 25 NARROWLY GRADED GRAVEL WITH SAND. As above 8.0-12.0 with increase in sand at 7', easier excavating

from 7' down, pit held vertical walls, very little sloughing. Greybull River Alluvium. (GP)

7.0-12.0 ~12 ------~------~NO WATER

BOTP ~13

~14

~15

-16

-17

REMARKS:

No samples collected.

PIT DIMENSIONS (FT) LENGTH: 13' WIDTH: 2-1/2'4.0 top 2' DEPTH: 12'

ATIACHMENT 2

Photographs

PHOTO 2-

PHOTO 1 - Greybull River alluvium (Qal-gb) encountered in TP-309. Note fine grained material to a depth of 7.5 feet and ground water at 11 feet.

Typical fine-grained colluvial (Oc) material (SM-SC) excavated from TP-31S.

PHOTO 3-

PHOTO 4-

Typical reworked gravel (Qat) (GP) shown in TP-310.

Typical gravels (Qtg) (GP) of the lower terrace deposit exposed in cutbank of erosional gully.

PHOTO 5-

PHOTO 6-

Gravels of the lower terrace deposit (Qtg) (G P) encountered at a depth of two feet in TP-325.

Gravel deposit looking east along cutbank of Snyder Ditch. (Note: Excavation of TP-316 in colluvium (Qc) and Willwood Formation in background.)

ATIACHMENT 3

Laboratory Test Results

U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER

~ ~ ~ ~ ,1/2 : )14 1/2 )/a 3 ~ ~ ~IO 141~ 20 30 40 50 7.0 Iqo 140 2~0

100 I I I 0

'\ 11 f

. , . . I ! . I I I

I I

\ I ,

I I I I I I

I I I

90 )~

I I 10 · • I I

I I I I

~ I -- -.-.~

I ! I

• : 80 I 20 ~: ! I

I i

~ I : I t-

70 I I

I- ! 30 :x:: J: I: ~ I (!)

~ I W w .1 I ~ ~ I I

60 I

~ I

40 >->- • I

aJ CD I

I

a: ..... : • a: w ~ I W

~ 50 ,~ I 50 (I)

i a::

LL i <l

I- K I I ! 0 I (,)

Z I I

W 40-\ · 60 .... I

(,) I I: Z

a: 1 ~ b. il LIJ

w i " (,)

D- I I·

30 I a::

'a. I I 70 w

I I a.. . I 1

I ~ ... i. I I - 0. 20

... ~ - - ~ I

I : -N. I 80 I

I NI\ I · . I

: 1 I

" I I I I

10 Ii 1 I I

I! · I I "Q I 90 I I 1 I

I 1 I I'

I I : -... r..~ 0 Ii I : 100 500 100 50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001

GRAIN SIZE MILLIMETERS

COBBLES I GRAVEL SAND I r COARSE I' FINE I COARSE I MEDIUM I FINE 1 SILT OR CLAY

Greybull Valley Dam GRADATION TEST

I"·~~'" TP-307/BLK3 10-13.5' • GEl Consultants, Inc. .....

~~N4 OG...L\IW~ CD..DVJX) Project 91239 Figure 3-1

-

u.s. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER

~ J.. .. J 2 ,'/Z : 114 'Il )/, 3 1 ~ ~IO 1416 20 30 40 50 7.0 Iqo I~O 200 100 • I I • I 0

'\ 1 . I I f . I I ! . I , I I

l> , , I I , ,

i 90 , _. -- . 10 . I

\' , .- - --- -

~ ,

80 : I 20 ~ ! !

: I~ tl

I

~ , t-

70 I

l- . 30 :x: :z:: i'O-. I ~ ~ Ii IA - IoU W n\ · ~ ~ 60 40

:h )0-

r Dl CD

a: I , ... I a:

w 50 ... LLI

~ '~ 50 f/)

a: u. i <t

I- ~ ~ 0

z 40 (,)

LLJ , ...... 'a · 60 t-

o : z a:: l ""n

I.IJ w (,)

D- 30 i • a: T , ......... 70 IoU

: '().., I

Q.

I ~

'l'l I I I

20 80 : l ........ I t'o ,

I I I , . ,

" I:

Ii ,

I 10 I I

, I! : I I r-.~

90 ! I I

I ,

I I • I

0 i I : , 100

500 100 50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001


COBBLES GRAVEL SAND I

COARSE I FINE COARSE MEDIUM I FINE 1 SILT OR CLAY


I ...... ~ ... TP-308/BLK6 6.5-8.5' IGEI Consultants, Inc.

0CA..£\ImQ. CXJ.DW)O Project 91239 Figure 3-2 .....


6 ~ ~ 1 I III 1 114 III l/, ~ 1 ~ ~IO 1416 20 30 40 50 7.0 Iqo 110 200

100 I I I • I I • 0 J

~~~ I ,

II I I I ! . J 1

I I

~ I i .\ • 10 90 - ----- - I I I

i\ I I • I I

I (J -- .-I I

I : : 80 I l 20

\ ! .

I

• : i i

I , I T

I t-I- 70 ~ I 30 :I:

r\ · 'I J: I 52 ~ Ii I ; LaJ 1LI h · ~ I

~ i I

>-60

': 40 >-

CD en

0:: ~ 1 a::

1LI LaJ

~ 50 \ I 50 (j)

! a:

LL i « I- b. I 0 Z I 0

1LI 40 I

60 ... () ~ : z a: W 1LI ~ ! 0 0.. 30 i I a:

:fl.~ 70 LaJ

I Q. I

I! ~'n. I

i I

20 I 80 -o...~ I 1

I'~I\ I I I I

'Or-~ N~ I

10 Ii I

rr I \~ I 90 I;

I

""'" I

I I IT ~ ..,~ i

I

0 I

100 500 100 50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001


COBBLES GRAVEL SAND T

COARSE I FINE lCOARSET MEDIUM I FINE I SILT OR CLAY


I GEl Consultants, Inc. TP-308/BLK7 10.0-11.0'

0G.£\ItX)~ co..DtNXl Project 91239 Figure 3-3 .--


8 6 ~ ~ ~ ,lIz : 3

/4 lIz 3/ • 3 ~ ~ ~IO 141~ 20 30 40 50 7,0 K?O 140 2~0 100 ".... , , I I , 0

'1 i . !

. 1 T 1 , !

. T -, r I I

I . ,

I I I

I I

90 , ~ I 10 .- ~-- - - . I I I I

, I I I

I . I -, I I I : : I

80 I I 20 r I ( 0

, I

:J I l 0

~~ I : : I ..-

70 I I I

I- i\ i : 30 :J: :x:: I 52 ~ Ii r\. I I ,

lU W {t I I

I ~ I

~ i ~ I I I

60 ~~

I I I 40 >->- I m III : I

f-o- I I

0:: " : a: I

~ w 50 ~ I I

~ ~ I ! 50

r!l a:

~ i <t

I- ~ 0

z 40 V

[U ~ .. 60 ..-(.)

a: II Z

W ,~t ! w

0 0... 30 i a:

T "t" .......... 70 w

~ I a...

20 i ~ f'.~ ~ I 80

~ I I

! , '~ I

10 Ii I I

I! Ii -~

90 I I

I: I 1 I

r' i

I ~ 0 Ii : 100

500 100 50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001


COBBLES 1 GRAVEL SAND I I COARSE I FINE I COARSE MEDIUM I FINE 1 SILT OR CLAY


.... -...... TP-310/BLK12 1.5-4.0' _GEl Consultants, Inc.

0«:l...(\I0J~ co..LRII.IlO Project 91239 Figure 3-4 ; ...........

U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER

! 'i'i'Y~ : 90+-+-~~-----++n:~-r~~--~----rr~~~~--~----++~4-~:~~,\~4-----~~:r+~~~--~--~~~~-+-4--~----~IO

80+-+-~~~--~~iM4~-r-+--~+-'---+++~~4-~--~---444~~4!+-4-~\-----+~.~~~~--+-----~~~~~~~-----+20 ~~+--+-----rH~:r+~4--~--J~----I~H--~~-------------~t-+~:~-~-~~~---+++~;-r~-+--+-----rr~~~--~~----~

~ 70+-~~~~--~~~~-r-+--~~.---++++4~4-~--~---4444-~_'+-+--4-~~--+++!~-r~-+--+-----~~~~~~~----~30 ~ i i ~ i

~ 60~+-~~~---+~~~~-+--++----++++~~~r-~----~~-r~:+-+-~---~\++~~~~+--+----~~~~+-~--~--~40 ~ I I \ 0:: I I 1\ ~ I 1\ ~ 50T-+-~~-----+~~-+-r-+--~----rr~~~~---r----~~~~!r-+--1-----+~\~+-~~r--+----~~~~+-~--~--~50

§ 40+-+-4-~~--~+.i~~-r-+--~----++rr+-~~r-~----~~~~~+-4-~~---+++q~1 4-~~+--+----~~~4-4-~--~----+60 ~ I. I I

~ I: i : ~ 30~+-~~~---+~~~~-+--++-'---+rr~-~:1-~--r---~~~r+4,+-+-~-----+++:~~~-+--+-----~~~-4~~~----~70

: ~ : . l : I

20+-+-;-~-----+~~~~-+--++-I---+rr~~1-~--r----1~~r+,I+-+-~-----+++I~~~-+--+-----~~+4-4~~~----~80 : : ! I I I

I I I

: I 10+-+-~~-----+~:~~-r-+--+T-!---+rr~~,4-~--~--~~4-~-+~--4-----+++,~-r~-+--+-----~~~-+~~-r----~90 • ! I

~--r--r----~~~4-+-;-~H---~~4-~I~-+--+-----rr~~~'--~-r----~~'-~~--~-r----~~-r+-+-4---~--~ ! • : :

o~~~~-----+~~~~~ __ .4-i __ -+~~~'~~ __ ~ __ -4~~~~~ __ ~ ____ ~~I~~~~ __ ~ ____ ~~~~~~~----~~O 500 100 50 10 5 I 0.5 0.1 0'.05 0.01 0.005 0.001


I. SAND I GRAVEL COBBLES SILT OR CLAY I COARSE I FINE I COARSE MEDIUM I FINE I


TP-312/BLK18 1.5-3.0· I GEl Consultants, Inc. _ 0G...C\f00J),. CD..OAA.DO -- Figure 3-5 Project 91239


8 t • ~ 2 1 lIZ : 114 III 1,

3 1 ~ ~IO 1416 20 30 4.0 50 7.0 100 110 2~0 100 I • I

,I • 0

~ ~ "

! , r , . !

, I I T I

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I I

90 I I 10

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I I

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80 : 20

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I t-- ' ~ 30 :r: :x: ~ , ~ (!) "" I "" W ~~

, ~ · ~ · 60 I

40 >->- \.. : CD CD i a: "~ ': I' 0:

l&J , W

~ 50 I~

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kJ 'Q ! 60 t--0 Ii

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[T I """" • 70 l&J I I 0-

I I I! I ..... ~ ~ 20 :

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10 I

11 • 'l I , ~~

I 90 Ii I I · I I I I I : ""~ ~O

0 I i I : 100

500 100 50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001

GRAIN SIZE MILLfMETERS

COBBLES I GRAVEL SAND I r COARSE I FINE I COARSE 1 MEDIUM I FINE 1 SILT OR CLAY .


- TP-314/BLK20 2.5-8.0' _GEl Consultants, Inc.

DCl....[\I(I)I. co.J)W)O Project 91239 Figure 3-6 -

-U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER

~ ~ ~ 2 11/1 : 114 'II 1/ •

~ i ~ ~IO I~ I~ 20 30 40 50 7.0 Iqo 140 2?0 100 I I I 0

I' ~ . r

. r ' .. !.(\.. r .. I ~

{~ - , "

I ~ , I I 10 90 I l \.~ I I ,

~ 80 : i 20 ~ ! \ : i I \ ! I ~

10 • r- , I 30 :x: :x: I £l (!) Ii I ..... lij i

~ ~

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60 I \ 40 )0-

CD : I CD

a: 1 I'

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LLI · W

~ 50 '\

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tL. 30 i a: T 70 w

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10 I I

I! : 11 , 90 I: I I

I (! ;

i I

0 Ii i ,

100 500 100 50 10 5 I 0.5 0.1 0.05 0.01 0.005 0.001


COBBLES 1 GRAVEL r. SAND I J COARSE [ - FINE I COARSE MEDIUM I FINE I SILT OR CLAY


I GEl Consultants, Inc. TP-315/BLK21 1.0-5.0'

DC1...£\I(Il~ cn.JlfW)Q Project 91239 Figure 3-7 .-

0...

X w 0 z

>-t-u t-V)

<{

.J a..

40

30

20

10

o o

PI

u 50 60 70 80 90 , 300 V /VT

-70

L V ./v

V 200

LV V V

L V 60

V L 100

t:/' / U"'" L-V

0 V ..... V 0 100 200 300 -400 ~oo 50 ./

LL V V / ./

I I I I I I , V V

v U - LINE PI = 0.9 (LL - 8 ) L . . ...L .

I I I . . . I V V A - LINE PI = 0.73 ( L L - 20) / /'

LV / v

lL V / /'

/

/ L v

"V • TP-323 / A. TP-311 ~

VyP-306- I- TP-315 L L

L V ~v

10 20 30 40 50 60 70 80 so LIQUID LIMIT J LL

Greybull Valley Dam

Project 91239

100 110

/r' /'

./ V

/ A/

I

100 110

CASAGRANDE

Figure 3-8

120 70

60

50

40

30

20

10

o 120

I I

CHART J I