H8408 01D Final Geotechnical Design...

FINAL GEOTECHNICAL REPORT US 93, Willow Beach – White Hills Rd TRACS No. 093 MO 017 H8408 01C Federal Aid No. HSIP ‐ 093‐A (203) A

Prepared by:

Geotechnical Design Section Bridge Group

Arizona Department of Transportation

June 07, 2016

Willow Beach – White Hills Rd Page iUS 93, MP 17.5 093 MO 017 H8408 01C

TABLE OF CONTENTS

1. INTRODUCTION ........................................................................................................................ 1

2. GEOTECHNICAL INVESTIGATION .............................................................................................. 1

2.1. Field Investigation ........................................................................................................... 1

2.2. Laboratory Investigation ................................................................................................. 1

3. GEOTECHNICAL CONDITIONS .................................................................................................. 2

3.1. Subsurface Soil Conditions .............................................................................................. 2

3.2. Groundwater ................................................................................................................... 2

4. ROADWAY RECOMMENDATIONS ............................................................................................ 2

4.1. Pavement Design Information ........................................................................................ 2

4.2. Roadway Excavations ...................................................................................................... 4

4.3. Slopes and Earthwork Factors ......................................................................................... 4

4.4. Pipe Design Information ................................................................................................. 5

4.5. Water Requirements ....................................................................................................... 5

4.6. Aggregate Availability, Weight and Hauls ....................................................................... 6

5. TEST PIT LOG LIMITATIONS ...................................................................................................... 6

6. REFERENCES ............................................................................................................................. 7

TABLES

Table 1. Test Methods Applied to Representative Soil and Rock Samples ................................. 1

Table 2. Tested and Correlated R‐Values .................................................................................... 2

Table 3. Slopes and Earthwork Factors ....................................................................................... 5

Table 4. Soil Chemistry ................................................................................................................ 5

APPENDICES

APPENDIX A ‐ Field Investigation Geotechnical Exploration Plan

Subgrade Log APPENDIX B ‐ Laboratory Test Results

Willow Beach – White Hills Rd Page 1US 93, MP 17.5 093 MO 017 H8408 01C

1. INTRODUCTION This report presents the results of a geotechnical investigation and its findings of US 93 shoulder widening and pavement preservation improvements approximately from Willow Beach to White Hills Rd near Kingman, Arizona. The project is located on US 93 in Mohave County, in the Northwest District of Arizona Department of Transportation (ADOT), approximately 22 miles north of Kingman, Arizona. The proposed project limits begin at milepost (MP) 17.34 and ends at MP 28.10. The scope of work consists of five feet shoulder widening with associated drainage structure extensions, redesigning of turnout geometrics, sign relocations, and earthwork for the south bound (SB) only. In addition, the proposed work also includes north bound (NB) and south bound (SB) pavement preservation.

2. GEOTECHNICAL INVESTIGATION

2.1. Field Investigation The roadway field investigation included seventy (70) backhoe test pits (TP1‐ TP70), and three (3) hand auger sample (HS1‐HS3) sampled at potential locations for drainage / box culverts. Since test pit T39 is located at a rock cut, backhoe could not be utilized for excavation; therefore, a rock block sample was collected for unconfined compressive strength testing. The test pits were advanced by a field crew from ADOT Geotechnical Operations Section using a Caterpillar 420E rubber tired backhoe. The test pits were advanced to a depth of 6 feet below grade and were logged and sampled by ADOT personnel at selected intervals. Field moisture and in‐situ density were measured at selected locations using a nuclear moisture‐density gauge. Detailed soil descriptions and test results for materials obtained from the test pits are presented in appendix A.

2.2. Laboratory Investigation The soil samples obtained during the field subsurface investigation from the test pits were collected by ADOT Geotechnical Operations Section and delivered to the ADOT Central Materials Laboratory in Phoenix to perform laboratory testing. Selected samples were tested in general conformance with the procedures listed in Table 1.

Table 1: Test Methods Applied to Representative Soil and Rock Samples

Geotechnical Test Test Procedure Sieve (Grain Size) Analysis ARIZ 201c Atterberg Limits (Plasticity) AASHTO T 89 and T 90 R‐Value (Subgrade Support) AASHTO T 190 Moisture Content of Soils AASHTO T265

Maximum Density and Optimum Moisture of Soils ARIZ 225a pH and Minimum Resistivity of Soils ARIZ 236b

Sulfate and Chloride in Soils ARIZ 736a and 733a Unconfined Compressive Strength of Rock ASTM D2166


3. GEOTECHNICAL CONDITIONS

3.1. Subsurface Soil Conditions The materials encountered in all test pit locations consisted of coarse grained material. The coarse grained material observed ranged from well graded sand with silt to well graded gravel. The sand and gravels contain varied degrees of cementation, and cobbles and boulders that range from 4 to 30 inches. Backhoe refusal was noted in the subgrade log. Detailed soil and rock descriptions and test results for materials obtained from the test pits are presented in Appendix A and Appendix B.

3.2. Groundwater No free groundwater was observed in any of the test pits at the time of the field investigation. The observed moisture conditions may vary considerably with time, according to the prevailing climate, rainfall or other factors.

4. ROADWAY RECOMMENDATIONS

4.1. Pavement Design Information The correlated and tested R‐values of the soil samples obtained from the test pits are presented in Table 2. Based on a statistical analysis using the procedure presented in Section 202.02(G) of the ADOT Preliminary Engineering and Design Manual (PE&D Manual, 1989), we recommend a Design and Construction Control R‐Value of 35 for this project.

Table 2: Tested and Correlated R‐Values Test Pit No.

RDWY Direction

Station & Offset

Depth (ft) PI #200 Rc Rt

1/1 EXIST SB 1439+00,40L 0‐3 11.8 2 79 2/1 EXIST SB 1445+00,40L 0‐3 9.7 0 87

3/HS3 CL SB 1815+20,35L 0‐3 6.5 0 91 3/1 EXIST SB 1449+75,40L 0‐3 9.0 9 62 4/1 EXIST SB 1455+00,40L 0‐5 4.9 7 71 5/1 EXIST SB 1465+00,40L 0‐5 6.8 10 62 67 6/1 EXIST SB 1475+00,40L 0‐1 9.7 3 78 6/1 EXIST SB 1475+00,40L 0‐5 9.0 11 57 7/1 EXIST SB 1485+00,40L 0‐5 6.7 2 84 8/1 EXIST SB 1495+00,40L 0‐5 4.7 0 94 9/1 EXIST SB 1505+00,40L 0‐5 9.6 9 62 10/1 EXIST SB 1515+00,40L 0‐5 13.6 20 38 33 11/1 EXIST SB 1525+00,40L 0‐1 26.5 2 64 11/1 EXIST SB 1525+00,40L 0‐5 15.2 15 45


Table 2: Tested and Correlated R‐Values (cont.) Test Pit No.

RDWY Direction

Station & Offset


12/1 EXIST SB 1535+00,40L 0‐3 8.8 9 62 13/1 EXIST SB 1545+00,40L 0‐5 6.1 8 67 14/1 EXIST SB 1552+00,40L 0‐3 15.4 8 59 15/1 EXIST SB 1555+00,40L 0‐5 20.4 4 65 16/1 EXIST SB 1565+00,40L 0‐5 6.7 7 69 17/1 EXIST SB 1575+00,40L 0‐5 15.4 11 53 18/1 EXIST SB 1585+00,40L 0‐5 14.0 19 39 19/1 EXIST SB 1595+00,40L 0‐5 15.7 13 48 20/1 EXIST SB 1605+00,40L 0‐5 12.2 13 51 50 21/1 EXIST SB 1615+00,40L 0‐5 7.0 9 64 22/1 EXIST SB 1625+00,40L 0‐5 4.3 5 77 23/1 EXIST SB 1635+00,40L 0‐5 8.1 8 65 24/1 EXIST SB 1645+00,40L 0‐5 8.8 4 76 25/1 EXIST SB 1655+00,40L 0‐5 9.0 8 65 67 26/1 EXIST SB 1658+15,40L 0‐3 3.8 9 67 27/1 EXIST SB 1665+00,40L 0‐5 23.1 12 45 28/1 EXIST SB 1670+00,40L 0‐5 14.5 0 82 29/1 EXIST SB 1675+00,40L 0‐5 6.4 21 40 30/1 EXIST SB 1680+00,40L 0‐5 8.4 6 70 31/1 EXIST SB 1685+00,40L 0‐5 6.0 5 76 32/1 EXIST SB 1692+00,40L 0‐5 8.0 6 71 73 33/1 EXIST SB 1697+00,40L 0‐5 13.2 14 48 34/1 EXIST SB 1702+00,40L 0‐5 5.8 5 76 35/1 EXIST SB 1707+00,40L 0‐5 6.0 4 79 36/1 EXIST SB 1712+00,40L 0‐5 15.5 11 52 37/1 EXIST SB 1717+00,40L 0‐5 12.8 13 50 69 38/1 EXIST SB 1722+00,40L 0‐5 9.0 16 47 40/1 EXIST SB 1735+00,40L 0‐5 8.5 7 68 41/1 EXIST SB 1744+00,40L 0‐5 11.2 15 48 42/1 EXIST SB 1752+00,40L 0‐5 10.5 7 66 43/1 EXIST SB 1760+00,40L 0‐6 16.8 9 56 52 44/1 EXIST SB 1766+70,40L 0‐3 12.3 21 37 45/1 EXIST SB 1768+00,40L 0‐6 11.9 3 75 46/1 EXIST SB 1776+00,40L 0‐4 4.6 6 74 47/1 EXIST SB 1781+50,40L 0‐3 6.5 5 75 48/1 EXIST SB 1784+00,40L 0‐5 11.7 6 67 59 49/1 EXIST SB 1792+00,40L 0‐5 14.3 10 55

50/BKHO CL SB 1802+00,40L 0‐5 7.9 12 56 51/BKHO CL SB 1810+00,40L 0‐5 3.9 0 95 52/BKHO CL SB 1818+00,40L 0‐5 4.5 0 94 53/BKHO CL SB 1826+00,40L 0‐5 6.5 0 91 77


Table 2: Tested and Correlated R‐Values (cont.) Test Pit No.

RDWY Direction

Station & Offset


54/BKHO CL SB 1834+00,40L 0‐5 8.1 0 89 55/BKHO CL SB 1842+00,40L 0‐5 10.8 2 80 56/BKHO CL SB 1851+00,40L 0‐5 5.2 3 83 57/BKHO CL SB 1862+50,40L 0‐5 6.4 2 85 58/BKHO CL SB 1870+00,40L 0‐5 3.6 0 95 59/BKHO CL SB 1880+00,40L 0‐5 4.7 2 87 78 60/BKHO CL SB 1888+00,40L 0‐5 5.5 5 76 61/BKHO CL SB 1897+00,45L 0‐5 8.0 7 68 62/BKHO CL SB 1907+00,40L 0‐3 7.4 0 90 63/BKHO CL SB 1918+50,40L 0‐5 4.2 7 72 64/BKHO CL SB 1928+00,40L 0‐5 21.3 4 64 72 65/BKHO CL SB 1941+00,40L 0‐5 6.3 3 82 66/BKHO CL SB 1952+00,40L 0‐5 4.7 6 74 67/BKHO CL SB 1961+00,40L 0‐5 11.0 4 73 68/BKHO CL SB 1971+00,40L 0‐5 11.3 4 73 69/BKHO CL SB 1982+00,40L 0‐6 14.0 4 70 77 70/BKHO CL SB 11992+00,40L 0‐5 11.1 3 76 71/HS2 EXIST SB 1694+20,35L 0‐3 5.3 0 93 72/HS‐1 EXIST SB 1637+20,35L 0‐3 8.3 7 67

4.2. Roadway Excavations Rock cut is exposed from stations 1726+00 to 1730+00 on southbound (SB) US 93 near MP 22.4. The unconfined compression and unit weight test results of the block rock samples collected within this location (1726+00 to 1730+00) are ranging from 6,290 psi to 12,030 psi and 138 pcf to 159 pcf, respectively. It is the contractor’s responsibility to determine the type of equipment to be used for excavation, including the need for blasting. According to Arizona Geological Map the major rock units’ encountered consisted variable volcanic rocks including basalt, andesite, dacite, and rhyolite. The test pit subgrade logs indicate presence of cobbles, boulders, and backhoe refusal. Due to these conditions, the contractor should anticipate hard drilling and excavation difficulties for roadway excavation including drainage structures, drilled shaft pole / sign post foundations, and any directional drilling within project limits. And, it is the contractor’s responsibility to determine the type of equipment to be used for excavation.

4.3. Slopes and Earthwork Factors Recommendations for maximum cut and fill slope ratios and Earthwork Factors are presented in Table 3. For design purpose, a Ground Compaction Factor of 0.1 feet should be used for the embankment sections outside the existing roadway prism to compensate the ground loss within project limits


The Ground Compaction Factor indicates the amount of ground loss that could be expected to occur during the cleaning and grubbing process and the compaction of the exposed subgrade soils and construction of the pavement section or embankment fill. Excavation factor indicate the volumetric changes when excavated materials are used in the engineered fills. Potential bidders should assess these factors in preparing the estimates and are encouraged to review all available data and make their own conclusions regarding excavation conditions.

Table 3: Slopes and Earthwork Factors

Station Excavation Factors Allowable Maximum

Slopes

Ground Compaction

Factor Shrink Swell Cut Fill

0.1 feet 1427+00 to 1726+00 5 % ‐‐‐‐‐ ‐‐‐‐ 2H:1V 1726+00 to 1729+00 ‐‐‐‐‐‐ 10% 1H:1V 2H:1V 1729+00 to 1955+50 5 % ‐‐‐‐‐‐ ‐‐‐‐‐‐ 2H:1V

4.4. Pipe Design Information The following tabulation presents a summary of pH, sulfate, chloride, and Resistivity test results on soils sampled at the potential location for drainage / box culverts. The selection of coating and type of pipe should be based on ADOT Pipe Selection Guidelines and Procedures (1996).

Table 4: Soil Chemistry Test Hole

Station & offset

Depth (feet)

pH Resistivity (ohm‐cm)

Sulfate (ppm)

Chloride (ppm)

1 1439+00,40 0‐3 ‐‐‐‐ ‐‐‐‐ 40 20 2 1445+00,40 0‐3 ‐‐‐‐ ‐‐‐‐ 40 40 3 1149+75,35 0‐3 ‐‐‐‐ ‐‐‐‐ 30 50

3/HS3 1815+20,35L 0‐ 3 6.9 4,026 30 30 12/1 1535+00,40L 0‐ 3 7.3 6,509 ‐‐‐‐ ‐‐‐‐ 14 1552+00,40 0‐3 ‐‐‐‐ ‐‐‐‐ 60 10 26 1681+15,40 0‐3 ‐‐‐‐ ‐‐‐‐ 110 10 44 1766+70,40 0‐3 ‐‐‐‐ ‐‐‐‐ 30 10 47/1 1781+50,40L 0‐ 3 7.6 5,368 40 30

61/BKHO 1897+00,45L 0‐ 5 7.5 2,684 ‐‐‐‐ ‐‐‐‐ 71/HS2 1694+20,35L 0‐ 3 6.1 5,435 ‐‐‐‐ ‐‐‐‐ 72/HS‐1 1637+20,35L 0‐ 3 7.9 3,758 ‐‐‐‐ ‐‐‐‐

4.5. Water Requirements Approximately 90 gallons of water per cubic yard may be estimated for compaction of base and subgrade materials. This is considerably higher than the amount calculated based on the difference between in‐situ and optimum compaction moisture content and includes a conservative overrun for losses due to seepage, evaporation, inadequate mixing, spillage, etc. Precipitation before and/or during construction may also reduce the required amount of water significantly.


4.6. Aggregate Availability, Weight and Hauls No source of aggregate material will be designated. A Materials Pavement Design Memorandum will be prepared under separate cover for this project that contains estimated haul distances, unit weights and asphalt content for asphaltic concrete materials that can be used for estimating purposes. This (memorandum) will be published by ADOT Pavement Design Section, Roadway Group.

5. TEST PIT LOG LIMITATIONS 1. General soil and rock (where encountered) strata descriptions and indicated boundaries are based on engineering interpretation of available subsurface information by the geotechnical engineer and may not reflect actual variation in subsurface conditions between borings/test pits and samples. The locations of contacts between strata shown on the logs are generally approximate, and changes between material types may be gradual rather than abrupt. Classification of soil materials is in general accordance with ASTM D2488 and is based on field observation unless accompanied by mechanical analysis. 2. The observed water levels and/or moisture conditions indicated on the logs are as recorded at the time of exploration. These water levels and/or moisture conditions may vary considerably, with time, according to the prevailing climate, rainfall or other factors and are otherwise dependent upon the duration of and methods used in the exploration program. 3. Sound engineering judgment was exercised in preparing the subsurface information presented on the boring and subgrade logs. This information was prepared and is intended for design and preliminary quantity estimate purposes. Its presentation on the plans or elsewhere is for the purpose of providing intended users with access to the same information as the State and its designers. This subsurface information interpretation is presented in good faith and is not intended as a substitute for personal Investigation, independent interpretations or judgment of the contractor or other users of this report.


6. REFERENCES Arizona Department of Transportation (ADOT), 2011, Materials Testing Manual,

Sampling and Testing Procedures. Phoenix, AZ. http://www.azdot.gov/Highways/Materials/QA/QA_Manuals/index.asp

Arizona Department of Transportation (ADOT), 2008, Standard Specifications for Road

and Bridge Construction. Phoenix, AZ. Arizona Department of Transportation (ADOT), 1989, Materials Testing Manual,

Preliminary Engineering and Design Manual. Phoenix, AZ. http://www.azdot.gov/Highways/Materials/QA/QA_Manuals/index.asp

Arizona Department of Transportation (ADOT), Roadway Engineering Group, Pipe Selection Guidelines and Procedures (1996). Arizona’s Statewide Geologic Map. http://www.azgs.az.gov/services_azgeomap.shtml Parsons Brinckerhoff, 2015, Initial Project Assessment US 93 MP 17; Willow Beach ‐

White Hills Rd, Arizona.

APPENDIX A Field Investigation

Arizona Department of Transportation CONSTRUCTION and MATERIALS GROUP

SUBGRADE LOGS

Sampled By: ADOT (Victor D. Arnold)Mode: Backhoe

1/1 EXIST‐SB 1439+00,40L 0‐3 02/03/2016

2/1 EXIST‐SB 1445+00,40L 0‐3 02/03/2016

3/1 EXIST‐SB 1449+75,40L 0‐3 02/03/2016

3/HS3 CL‐SB 1815+20,35L 0‐3 09/30/2015

4/1 EXIST‐SB 1455+00,40L 0‐5 02/03/2016

5/1 EXIST‐SB 1465+00,40L 0‐5 02/03/2016

6/1 EXIST‐SB 1475+00,40L 0‐1 02/03/2016

6/1 EXIST‐SB 1475+00,40L 0‐5 02/03/2016

7/1 EXIST‐SB 1485+00,40L 0‐5 02/02/2016

8/1 EXIST‐SB 1495+00,40L 0‐5 02/02/2016

9/1 EXIST‐SB 1505+00,40L 0‐5 02/02/2016

10/1 EXIST‐SB 1515+00,40L 0‐5 02/02/2016

11/1 EXIST‐SB 1525+00,40L 0‐1 02/02/2016

Tracs No: H8408 01CFedaral Aid No: HSIP ‐ 093‐A (203) AProject Name: US 93, Willow Beach – White Hills Road

Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.

Date Sampled

Material Description

Poorly Graded Sand with Silt and Gravel (SP‐SM) , Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Poorly Graded Sand with Silt and Gravel (SP‐SM) , Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.

Test Hole No.Roadway Direction

STATION & OFFSETS

DEPTH From ‐To

(ft)

Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Well‐Graded Gravel with Silt and Sand (GW‐GM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, and Light Brownish Brown.

Well‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Well‐Graded Sand withGravel (SW), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Well‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.

Silt Sand with Gravel (SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, and Light Brownish Brown.

Well‐Graded Gravel with Sand (GW), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, and Light Brownish.Well‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Silt Sand with Gravel (SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, and Light Brownish Brown.

Date Sampled

Material DescriptionTest Hole No.Roadway Direction

STATION & OFFSETS

DEPTH From ‐To

(ft)

11/1 EXIST‐SB 1525+00,40L 0‐5 02/02/2016

12/1 EXIST‐SB 1535+00,40L 0‐3 02/02/2016

13/1 EXIST‐SB 1545+00,40L 0‐5 12/02/2015

14/1 EXIST‐SB 1552+00,40L 0‐3 12/02/2015

15/1 EXIST‐SB 1555+00,40L 0‐5 12/02/2015

16/1 EXIST‐SB 1565+00,40L 0‐5 12/02/2015

17/1 EXIST‐SB 1575+00,40L 0‐5 12/02/2015

18/1 EXIST‐SB 1585+00,40L 0‐5 12/02/2015

19/1 EXIST‐SB 1595+00,40L 0‐5 12/01/2015

20/1 EXIST‐SB 1605+00,40L 0‐5 12/01/2015

21/1 EXIST‐SB 1615+00,40L 0‐5 12/01/2015

22/1 EXIST‐SB 1625+00,40L 0‐5 12/01/2015

23/1 EXIST‐SB 1635+00,40L 0‐5 11/18/2015

24/1 EXIST‐SB 1645+00,40L 0‐5 11/18/2015

25/1 EXIST‐SB 1655+00,40L 0‐5 11/18/2015

26/1 EXIST‐SB 1658+15,40L 0‐3 11/18/2015

27/1 EXIST‐SB 1665+00,40L 0‐5 11/17/2015

28/1 EXIST‐SB 1670+00,40L 0‐5 11/17/2015

29/1 EXIST‐SB 1675+00,40L 0‐5 11/17/2015

Clayey Gravel with Sand (GC), Considerable Gravel, Some Cobbles, Non‐Cemented, Medium Dense, Damp, Non‐Plastic, and Medium Brownish Brown.Well‐Graded Gravel with Clay and Sand (GW‐GC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, Light Brownish Brown.

Well Graded Gravel with Silt and Sand (GW‐GM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown.Clayey Gravel with Sand (GC), Considerable Gravel, Some Cobbles, Non‐Cemented, Medium Dense, Damp, Non‐Plastic, and Medium Brownish Brown.Clayey Sand with Gravel (SC), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown.

Well‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Trace Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown, 100% RIP CALCARIOUSSilt Sand with Gravel (SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, and Light Brownish Brown.Silty, Clayey Sand with Garvel (SC‐SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown,.

Well‐Graded Gravel with Sand (GW), Considerable Gravel, Some Cobbles, Non‐Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown.Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown.Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown, 100% RIP

Clayey Gravel with Sand (GC), Considerable Gravel, Some Cobbles, Non‐Cemented, Medium Dense, Damp, Non‐Plastic, and Medium Brownish Brown.Clayey Sand with Gravel (SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Medium Dense, Damp, Non‐Plastic, and Medium Brownish Brown.Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown.

Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown, 100% RIPWell‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.

Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown.Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown, 100% RIP BOX IN GOOD Clayey Sand with Gravel (SC), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, Medium Brownish Brown.

Date Sampled


STATION & OFFSETS

DEPTH From ‐To

(ft)

30/1 EXIST‐SB 1680+00,40L 0‐5 11/17/2015

31/1 EXIST‐SB 1685+00,40L 0‐5 11/17/2015

32/1 EXIST‐SB 1692+00,40L 0‐5 11/04/2015

33/1 EXIST‐SB 1697+00,40L 0‐5 11/04/2015

34/1 EXIST‐SB 1702+00,40L 0‐5 11/04/2015

35/1 EXIST‐SB 1707+00,40L 0‐5 11/04/2015

36/1 EXIST‐SB 1712+00,40L 0‐5 11/03/2015

37/1 EXIST‐SB 1717+00,40L 0‐5 11/03/2015

38/1 EXIST‐SB 1722+00,40L 0‐5 11/03/2015

39/1 EXIST‐SB 1727+00,40L ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 11/03/2015

40/1 EXIST‐SB 1735+00,40L 0‐5 11/03/2015

41/1 EXIST‐SB 1744+00,40L 0‐5 10/21/2015

42/1 EXIST‐SB 1752+00,40L 0‐5 10/21/2015

43/1 EXIST‐SB 1760+00,40L 0‐6 10/21/2015

44/1 EXIST‐SB 1766+70,40L 0‐3 10/21/2015

45/1 EXIST‐SB 1768+00,40L 0‐6 10/21/2015

46/1 EXIST‐SB 1776+00,40L 0‐4 10/20/2015

47/1 EXIST‐SB 1781+50,40L 0‐3 10/20/2015

48/1 EXIST‐SB 1784+00,40L 0‐5 10/20/2015

Well‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.

Well‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Well‐Graded Gravel with Silt and Sand (GW‐GM), Considerable Gravel, Some Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown, 100% RIPClayey Gravel with Sand (GC), Considerable Gravel, Some Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown.

Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown, PROCTOR TAKEN AT 0.0 ‐1.0' Poorly Graded Sand with Silt and Gravel (SP‐SM) , Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Clayey Sand with Gravel (SC), Considerable Gravel, Trace Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown.

Well Graded Gravel with Silt and Sand (GW‐GM), Considerable Gravel, Some Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown.Poorly Graded Gravel with Silt and Sand (GP‐GM), Considerable Gravel, Some Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown.Well Graded Gravel with Silt and Sand (GW‐GM), Considerable Gravel, Some Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown.

Silt Sand with Gravel (SM), Considerable Gravel, Some Cobbles, Weakly Cemented, Medium Dense, Damp, Non‐Plastic, and Light Brownish Brown.Poorly Graded Gravel with Silt and Sand (GP‐GM), Considerable Gravel, Some Cobbles, Weakly Lime Cemented, Medium Dense, Damp, Non‐Plastic, Light Brownish Brown.

Basalt rock cut approximately 300' in length covered by

Date Sampled


STATION & OFFSETS

DEPTH From ‐To

(ft)

49/1 EXIST‐SB 1792+00,40L 0‐5 10/20/2015

50/BKHO CL‐SB 1802+00,40L 0‐5 09/30/2015

51/BKHO CL‐SB 1810+00,40L 0‐5 09/30/2015

52/BKHO CL‐SB 1818+00,40L 0‐5 09/29/2015

53/BKHO CL‐SB 1826+00,40L 0‐5 09/29/2015

54/BKHO CL‐SB 1834+00,40L 0‐5 09/29/2015

55/BKHO CL‐SB 1842+00,40L 0‐5 09/29/2015

56/BKHO CL‐SB 1851+00,40L 0‐5 09/23/2015

57/BKHO CL‐SB 1862+50,40L 0‐5 09/23/2015

58/BKHO CL‐SB 1870+00,40L 0‐5 09/23/2015

59/BKHO CL‐SB 1880+00,40L 0‐5 09/23/2015

60/BKHO CL‐SB 1888+00,40L 0‐5 09/22/2015

61/BKHO CL‐SB 1897+00,45L 0‐5 09/22/2015

62/BKHO CL‐SB 1907+00,40L 0‐3 09/22/2015

63/BKHO CL‐SB 1918+50,40L 0‐5 09/22/2015

64/BKHO CL‐SB 1928+00,40L 0‐5 09/16/2015

65/BKHO CL‐SB 1941+00,40L 0‐5 09/16/2015

66/BKHO CL‐SB 1952+00,40L 0‐5 09/16/2015

67/BKHO CL‐SB 1961+00,40L 0‐5 09/16/2015

Poorly‐Graded Sand with Silt and Gravel (SP‐SM), Some Clay, Trace Cobbles, Weakly Cemented, Medium Dense, Dry, Low Plasticity, Light TanWell‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Trace Cobbles, Weakly Cemented, Medium Dense, Dry, Low Plasticity, Light TanWell‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Trace Cobbles, Weakly Cemented, Medium Dense, Dry, Low Plasticity, Light Tan

Well‐Graded Sand with Silt and Gravel (SW‐SM), Some Gravel, Some Cobbles, Weakly Lime Cemented, Loose, Damp, Non‐Plastic, Medium Brownish Brown, CALCARIOUS 100% RIP, In‐situ Moisture Content Poorly‐Graded Sand with Silt and Gravel (SP‐SM), Some Clay, Trace Cobbles, Weakly Cemented, Medium Dense, Dry, Low Plasticity, TanPoorly‐Graded Sand with Silt and Gravel (SP‐SM), Some Clay, Some Cobbles, Weakly Cemented, Medium Dense, Dry, Low Plasticity, Light Tan

Poorly‐Graded Sand with Silt and Gravel (SP‐SM), Some Clay, Trace Cobbles, Moderately Cemented, Dense, Dry, Low Plasticity, Light TanPoorly‐Graded Sand with Silt and Gravel (SP‐SM), Some Clay, Trace Cobbles, Moderately Cemented, Medium Dense, Dry, Low Plasticity, Light Tan, Earthwork = 0.15"/Ft ‐ 0.20"/Ft CompactionWell‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Trace Cobbles, Weakly Cemented, Medium Dense, Dry, Low Plasticity, Light Whitish Tan

Well‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Trace Cobbles, Moderately Cemented, Dense, Dry, Low Plasticity, Light Tan.Poorly‐Graded Sand with Silt and Gravel (SP‐SM), Some Clay, , Moderately Cemented, Medium Dense, Dry, Low Plasticity, TanWell‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Trace Cobbles, Weakly Cemented, Medium Dense, Dry, Low Plasticity, Tan

Silt Sand with Gravel (SM), Some Clay, Trace Cobbles, Strongly Cemented, Dense, Dry, Low Plasticity, Light Whitish TanSilty Clayey Sand (SC‐SM), Some Clay, Trace Cobbles, Moderately Cemented, Dense, Dry, Low Plasticity, Light Whitish TanSilty Clayey Sand (SC‐SM), Some Clay, Trace Cobbles, Moderately Cemented, Dense, Dry, Non‐Plastic, Light Whitish Tan

Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Sand, Considerable Gravel, Weakly Cemented, Loose, Low Plasticity, Light Tan.Well‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Some Cobbles, Moderately Cemented, Dense, Dry, Low Plasticity, Light Whitish Tan.Silty Clayey Sand (SC‐SM), Some Sand, Trace Cobbles, Moderately Cemented, Dense, Dry, Low Plasticity, Light Whitish Tan

Well‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Some Gravel, Moderately Cemented, Dense, Dry, Low Plasticity, Light Whitish Tan.

Date Sampled


STATION & OFFSETS

DEPTH From ‐To

(ft)

68/BKHO CL‐SB 1971+00,40L 0‐5 09/15/2015

69/BKHO CL‐SB 1982+00,40L 0‐6 09/15/2015

70/BKHO CL‐SB 11992+00,40L 0‐5 09/15/2015

71/HS2 EXIST‐SB 1694+20,35L 0‐3 11/04/2015

72/HS‐1 EXIST‐SB 1637+20,35L 0‐3 11/18/2015

Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Well‐Graded Sand with Silt and Gravel (SW‐SM), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.Well‐Graded Sand with Clayand Gravel (SW‐SC), Considerable Gravel, Some Cobbles, Non‐Cemented, Loose, Damp, Non‐Plastic, and Light Brownish Brown.

Well‐Graded Sand with Silt and Gravel (SW‐SM), Some Clay, Some Gravel, Moderately Cemented, Dense, Dry, Low Plasticity, Light Whitish Tan.Silt Sand with Gravel (SM), Considerable Sand, Considerable Gravel, Moderately Cemented, Dense, Dry, Low Plasticity, Light Tan

APPENDIX B Laboratory Test Results

Report Number: 5/17/2016


MATERIALS GROUP

LABORATORY TEST RESULTS

MECHANICAL PROPERTIES

TRACS NO.:

PROJECT NAME:

H840801D

US 93, Willow Beach to White Hills Rd. (WILLOW BEACH RD TO W

604

U093 -MO-17PROJECT NO.:

HOLE/

PHASE

PERCENT PASSING

UNIFIED

SOIL

CLASS

Max

Dry

Density

( PCF )

Opt

Moist

Cont

( % )

PI3" 1-1/2" 3/4" #4 #8 #40 #200 LL

OTHER

TESTS

RV-C RV-T

In

Situ

Moist

( % )

In

Situ

Density

( PCF )

RDWY

STATION &

OFFSET MP

DEPTH

From / To

( feet )

100 100 97 73 59 31 11.82 21 SP-SM 79

1439+00,40LEXIST SB 0.0 3.0-1/1

100 97 90 63 55 33 9.7NP SP-SM 87

1445+00,40LEXIST SB 0.0 3.0-2/1

100 97 90 58 43 18 6.5NP SW-SM pH: 6.9 Min Res: 4026.0 91

1815+20,35LCL SB 0.0 3.0-3/HS3

100 99 95 69 51 24 9.09 30 SW-SC 62

1449+75,40LEXIST SB 0.0 3.0-3/1

100 97 94 77 58 16 4.97 26 SW 71

1455+00,40LEXIST SB 0.0 5.0-4/1

100 98 92 62 44 19 6.810 30 SW-SC 67 62

1465+00,40LEXIST SB 0.0 5.0-5/1

100 98 91 58 43 21 9.73 24 SW-SM 130.7 9.3 78 4.6 118.1

1475+00,40LEXIST SB 0.0 1.0-6/1

100 93 84 57 42 23 9.011 36 SW-SM 57

1475+00,40LEXIST SB 0.0 5.0-6/1

100 91 73 48 36 16 6.72 21 GW-GM 84

1485+00,40LEXIST SB 0.0 5.0-7/1

100 94 82 47 33 15 4.7NP GW 94

1495+00,40LEXIST SB 0.0 5.0-8/1

100 96 86 55 43 22 9.69 32 SW-SC 62

1505+00,40LEXIST SB 0.0 5.0-9/1

98 97 92 69 51 28 13.620 48 SM 33 38

1515+00,40LEXIST SB 0.0 5.0-10/1

Page 1 of 7



MATERIALS GROUP



TRACS NO.:

PROJECT NAME:

H840801D


604


HOLE/

PHASE

PERCENT PASSING

UNIFIED

SOIL

CLASS

Max

Dry

Density

( PCF )

Opt

Moist

Cont

( % )

PI3" 1-1/2" 3/4" #4 #8 #40 #200 LL

OTHER

TESTS

RV-C RV-T

In

Situ

Moist

( % )

In

Situ

Density

( PCF )

RDWY

STATION &

OFFSET MP

DEPTH

From / To

( feet )

100 92 86 65 57 40 26.52 24 SM 124.5 10.1 64 7.6 118.2

1525+00,40LEXIST SB 0.0 1.0-11/1

100 93 82 53 41 25 15.215 40 GC 45

1525+00,40LEXIST SB 0.0 5.0-11/1

100 97 84 54 41 18 8.89 32 GW-GC pH: 7.3 Min Res: 6509.0 62

1535+00,40LEXIST SB 0.0 3.0-12/1

100 95 83 56 36 16 6.18 27 SW-SC 67

1545+00,40LEXIST SB 0.0 5.0-13/1

100 99 90 66 56 31 15.48 32 SM 59

1552+00,40LEXIST SB 0.0 3.0-14/1

100 96 87 62 52 36 20.44 25 SC-SM 65

1555+00,40LEXIST SB 0.0 5.0-15/1

100 97 83 49 34 16 6.77 30 GW-GM 69

1565+00,40LEXIST SB 0.0 5.0-16/1

100 95 84 53 45 26 15.411 33 GC 53

1575+00,40LEXIST SB 0.0 5.0-17/1

100 99 88 58 46 26 14.019 46 SC 39

1585+00,40LEXIST SB 0.0 5.0-18/1

100 95 81 54 45 28 15.713 34 GC 48

1595+00,40LEXIST SB 0.0 5.0-19/1

100 99 93 71 50 25 12.213 37 SC 50 51

1605+00,40LEXIST SB 0.0 5.0-20/1

100 98 87 58 40 16 7.09 35 SW-SM 64

1615+00,40LEXIST SB 0.0 5.0-21/1

Page 2 of 7



MATERIALS GROUP



TRACS NO.:

PROJECT NAME:

H840801D


604


HOLE/

PHASE

PERCENT PASSING

UNIFIED

SOIL

CLASS

Max

Dry

Density

( PCF )

Opt

Moist

Cont

( % )

PI3" 1-1/2" 3/4" #4 #8 #40 #200 LL

OTHER

TESTS

RV-C RV-T

In

Situ

Moist

( % )

In

Situ

Density

( PCF )

RDWY

STATION &

OFFSET MP

DEPTH

From / To

( feet )

100 96 76 41 31 12 4.35 26 GW 132.0 9.8 77 2.9 126.3

1625+00,40LEXIST SB 0.0 5.0-22/1

100 100 94 64 49 21 8.18 38 SW-SM 65

1635+00,40LEXIST SB 0.0 5.0-23/1

100 98 92 60 45 20 8.84 23 SW-SC 76

1645+00,40LEXIST SB 0.0 5.0-24/1

100 97 93 67 48 19 9.08 33 SW-SM 67 65

1655+00,40LEXIST SB 0.0 5.0-25/1

100 99 94 63 43 13 3.89 32 SW 67

1658+15,40LEXIST SB 0.0 3.0-26/1

100 97 87 63 52 35 23.112 34 SC 45

1665+00,40LEXIST SB 0.0 5.0-27/1

100 96 86 56 45 28 14.5NP GM 82

1670+00,40LEXIST SB 0.0 5.0-28/1

100 97 85 54 41 16 6.421 43 SW-SC 40

1675+00,40LEXIST SB 0.0 5.0-29/1

100 96 89 62 47 21 8.46 28 SW-SC 70

1680+00,40LEXIST SB 0.0 5.0-30/1

100 97 90 60 49 22 6.05 26 SP-SC 117.2 14.3 76 7.5 116.8

1685+00,40LEXIST SB 0.0 5.0-31/1

100 96 91 66 42 17 8.06 40 SP-SM 73 71

1692+00,40LEXIST SB 0.0 5.0-32/1

100 100 97 72 51 26 13.214 39 SC 48

1697+00,40LEXIST SB 0.0 5.0-33/1

Page 3 of 7



MATERIALS GROUP



TRACS NO.:

PROJECT NAME:

H840801D


604


HOLE/

PHASE

PERCENT PASSING

UNIFIED

SOIL

CLASS

Max

Dry

Density

( PCF )

Opt

Moist

Cont

( % )

PI3" 1-1/2" 3/4" #4 #8 #40 #200 LL

OTHER

TESTS

RV-C RV-T

In

Situ

Moist

( % )

In

Situ

Density

( PCF )

RDWY

STATION &

OFFSET MP

DEPTH

From / To

( feet )

100 99 94 67 53 17 5.85 25 SW-SC 76

1702+00,40LEXIST SB 0.0 5.0-34/1

100 98 89 53 35 15 6.04 26 GW-GM 79

1707+00,40LEXIST SB 0.0 5.0-35/1

100 87 74 53 43 27 15.511 34 GC 114.7 14.8 52 3.5 118.7

1712+00,40LEXIST SB 0.0 5.0-36/1

100 94 82 61 45 24 12.813 45 SM 69 50

1717+00,40LEXIST SB 0.0 5.0-37/1

100 93 78 46 34 18 9.016 51 GP-GM 47

1722+00,40LEXIST SB 0.0 5.0-38/1

100 93 77 47 35 18 8.57 43 GW-GM 68

1735+00,40LEXIST SB 0.0 5.0-40/1

100 91 72 43 33 20 11.215 42 GP-GM 118.2 11.2 48 6.9 113.6

1744+00,40LEXIST SB 0.0 5.0-41/1

100 96 80 48 37 20 10.57 43 GW-GM 66

1752+00,40LEXIST SB 0.0 5.0-42/1

100 90 78 51 43 27 16.89 40 GM 52 56

1760+00,40LEXIST SB 0.0 6.0-43/1

100 95 85 56 42 21 12.321 46 GC 37

1766+70,40LEXIST SB 0.0 3.0-44/1

100 95 83 58 44 24 11.93 28 SW-SM 75

1768+00,40LEXIST SB 0.0 6.0-45/1

96 77 60 33 23 10 4.66 46 GW 74

1776+00,40LEXIST SB 0.0 4.0-46/1

Page 4 of 7



MATERIALS GROUP



TRACS NO.:

PROJECT NAME:

H840801D


604


HOLE/

PHASE

PERCENT PASSING

UNIFIED

SOIL

CLASS

Max

Dry

Density

( PCF )

Opt

Moist

Cont

( % )

PI3" 1-1/2" 3/4" #4 #8 #40 #200 LL

OTHER

TESTS

RV-C RV-T

In

Situ

Moist

( % )

In

Situ

Density

( PCF )

RDWY

STATION &

OFFSET MP

DEPTH

From / To

( feet )

100 95 84 55 41 17 6.55 32 SW-SM pH: 7.6 Min Res: 5368.0 75

1781+50,40LEXIST SB 0.0 3.0-47/1

100 97 87 60 46 24 11.76 35 SW-SM 59 67

1784+00,40LEXIST SB 0.0 5.0-48/1

100 89 76 51 41 25 14.310 32 GC 116.5 11.8 55 4.2 118.3

1792+00,40LEXIST SB 0.0 5.0-49/1

100 95 85 52 36 15 7.912 30 GW-GC 56

1802+00,40LCL SB 0.0 5.0-50/BK

100 93 80 49 34 13 3.9NP GW 95

1810+00,40LCL SB 0.0 5.0-51/BK

100 100 96 69 49 17 4.5NP SW 94

1818+00,40LCL SB 0.0 5.0-52/BK

100 98 92 68 51 19 6.5NP SW-SM 77 91

1826+00,40LCL SB 0.0 5.0-53/BK

100 97 92 62 47 22 8.1NP SW-SM 89

1834+00,40LCL SB 0.0 5.0-54/BK

100 99 94 72 53 25 10.82 29 SW-SM 115.7 12.8 80 2.9 113.5

1842+00,40LCL SB 0.0 5.0-55/BK

100 95 86 52 35 14 5.23 25 GW-GM 83

1851+00,40LCL SB 0.0 5.0-56/BK

100 99 96 74 53 18 6.42 24 SW-SM 85

1862+50,40LCL SB 0.0 5.0-57/BK

100 98 89 57 39 13 3.6NP SW 95

1870+00,40LCL SB 0.0 5.0-58/BK

Page 5 of 7



MATERIALS GROUP



TRACS NO.:

PROJECT NAME:

H840801D


604


HOLE/

PHASE

PERCENT PASSING

UNIFIED

SOIL

CLASS

Max

Dry

Density

( PCF )

Opt

Moist

Cont

( % )

PI3" 1-1/2" 3/4" #4 #8 #40 #200 LL

OTHER

TESTS

RV-C RV-T

In

Situ

Moist

( % )

In

Situ

Density

( PCF )

RDWY

STATION &

OFFSET MP

DEPTH

From / To

( feet )

100 96 93 74 52 15 4.72 37 SW 78 87

1880+00,40LCL SB 0.0 5.0-59/BK

100 98 91 62 44 16 5.55 37 SW-SM 76

1888+00,40LCL SB 0.0 5.0-60/BK

100 100 94 63 47 20 8.07 34 SW-SM pH: 7.5 Min Res: 2684.0 68

1897+00,45LCL SB 0.0 5.0-61/BK

97 90 79 56 41 19 7.4NP SW-SM 104.0 18.3 90 5.2 106.6

1907+00,40LCL SB 0.0 3.0-62/BK

97 93 74 37 25 12 4.27 52 GP 72

1918+50,40LCL SB 0.0 5.0-63/BK

100 98 94 86 64 38 21.34 32 SM 72 64

1928+00,40LCL SB 0.0 5.0-64/BK

100 95 81 45 30 16 6.33 53 GP-GM 82

1941+00,40LCL SB 0.0 5.0-65/BK

100 96 86 51 35 15 4.76 49 GW 74

1952+00,40LCL SB 0.0 5.0-66/BK

100 97 88 64 52 25 11.04 28 SW-SM 73

1961+00,40LCL SB 0.0 5.0-67/BK

100 100 96 64 45 24 11.34 48 SW-SM 73 1.0

1971+00,40LCL SB 0.0 5.0-68/BK

100 97 94 78 53 29 14.04 41 SM 77 70

1982+00,40LCL SB 0.0 6.0-69/BK

98 95 87 70 48 25 11.13 35 SW-SM 112.8 13.4 76 5.4 113.6

11992+00,40LCL SB 17.3 0.0 5.0-70/BK

Page 6 of 7



MATERIALS GROUP



TRACS NO.:

PROJECT NAME:

H840801D


604


HOLE/

PHASE

PERCENT PASSING

UNIFIED

SOIL

CLASS

Max

Dry

Density

( PCF )

Opt

Moist

Cont

( % )

PI3" 1-1/2" 3/4" #4 #8 #40 #200 LL

OTHER

TESTS

RV-C RV-T

In

Situ

Moist

( % )

In

Situ

Density

( PCF )

RDWY

STATION &

OFFSET MP

DEPTH

From / To

( feet )

100 97 89 58 43 16 5.3NP SW-SM pH: 6.1 Min Res: 5435.0 93

1694+20,35LEXIST SB 0.0 3.0-71/HS2

100 97 93 62 45 20 9.67 28 SW-SC pH: 7.9 Min Res: 3758.0 67

1637+20,35LEXIST SB 0.0 3.0-72/HS-

Page 7 of 7

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