SUBSURFACE SOIL INVESTIGATION · excavations. Water that accumulates in excavations should be...

Architecture

Structural

Geotechnical

Materials Testing

Forensic

Civil/Planning

ROCKY MOUNTAIN GROUP

Southern Office: Colorado Springs, CO 80918 719.548.0600

Central Office: Englewood, CO 80112 303.688.9475

Northern Office: Evans, CO 80620 970.330.1071

Fort Collins: 970-616-4364 Monument: 719.488.2145 Woodland Park: 719.687.6077

www.rmgengineers.com

SUBSURFACE SOIL INVESTIGATION

The Overlook Subdivision – Phase 3 S1/2 Sec. 2 & SE 1/4 Sec. 3, T6N, R67W of the 6th P.M.

Severance, Colorado

PREPARED FOR:

Journey Homes, LLC 7251 W. 20th St., L-200

Greeley, CO 80634

JOB NO. 158289

May 1, 2018

Respectfully Submitted, RMG – Rocky Mountain Group

Reviewed by, RMG – Rocky Mountain Group

6/19/18

Justin Thompson, E.I. Geotechnical Staff Engineer

Thomas M. Cope, P.E. Sr. Geotechnical Project Manager

RMG – Rocky Mountain Group 2 RMG Job No. 158289

TABLE OF CONTENTS SUBSURFACE SOIL INVESTIGATION ................................................................................................ 1 PROJECT DESCRIPTION AND SCOPE .................................................................................................... 3

Project Location ............................................................................................................................... 3 Project Description ........................................................................................................................... 3 Scope of Work .................................................................................................................................. 3 Existing Site Conditions ................................................................................................................... 3

FIELD INVESTIGATION AND LABORATORY TESTING .................................................................... 4 Subsurface Investigation .................................................................................................................. 4 Laboratory Testing ........................................................................................................................... 4

SUBSURFACE CONDITIONS .................................................................................................................... 4 Soil and Bedrock Profile .................................................................................................................. 4 Groundwater ..................................................................................................................................... 5

CONCLUSIONS ........................................................................................................................................... 5 SITE DEVELOPMENT AND EARTHWORK ............................................................................................ 5

Site Preparation ................................................................................................................................ 5 Excavations ...................................................................................................................................... 6 Geotechnical Considerations ............................................................................................................ 6 Foundation Wall Backfill ................................................................................................................. 6 Structural Fill .................................................................................................................................... 7 Moisture-Conditioned Structural Fill ............................................................................................... 7

FOUNDATION OPTIONS ........................................................................................................................... 8 Anticipated Foundation Systems ...................................................................................................... 8 Open Excavation Observations ........................................................................................................ 8

INTERIOR FLOOR SYSTEMS ................................................................................................................... 8 Interior Floor Slabs ........................................................................................................................... 8 Interior Partitions .............................................................................................................................. 9

LATERAL EARTH PRESSURES ................................................................................................................ 9 SURFACE GRADING AND DRAINAGE .................................................................................................. 9

Grading and Irrigation ...................................................................................................................... 9 Perimeter Drain .............................................................................................................................. 10

CONCRETE ................................................................................................................................................ 10 CLOSING .................................................................................................................................................... 10

FIGURES Site Vicinity Map ............................................................................................................................. 1 Boring Location Plan ........................................................................................................................ 2 Test Boring Logs ........................................................................................................................ 3-43 Explanation of the Test Boring Logs .............................................................................................. 44 Summary of Laboratory Test Results Soil Classification Data ...................................................... 45 Soil Classification Data and Atterberg Limits Test Results..................................................... 46-48 Swell/Consolidation Test Results ............................................................................................. 49-57


PROJECT DESCRIPTION AND SCOPE

Project Location

The project lies in part of the southwest quarter of Section 2, Township 6 North, Range 67 West of the 6th P.M., Town of Severance, Colorado. The site is generally located to the southwest of the Town of Severance, Colorado. The site is located approximately north of Weld County Road 72 and east of WCR 21. The proposed Overlook Subdivision had been divided into four separate phases. Each phase will have an individual subsurface soils investigation completed. This subsurface soils investigation is for Phase 3. The approximate location of the proposed subdivision is shown in the Site Vicinity Map on Figure 1.

Project Description

The project is to consist of the development of a parcel of vacant, semi-developed property for residential use. It is our understanding that this portion of the development will be occupied by single family residences with no multifamily units planned at this time. The plat map indicates there are a total of 581 lots proposed at The Overlook Subdivision. Phase 3 will consist of the development of 165 residential lots located in the southwest corner of The Overlook Subdivision. Phase 3 consists of all lots located on Blocks 17 through 26.

Scope of Work

RMG was retained to assess the soil conditions and develop geotechnical engineering recommendations to support the residential land development for the proposed project. Our scope of services consisted of a field investigation, laboratory testing, engineering analysis, and report preparation. This report presents geotechnical engineering recommendations for the design of foundations for the single family residences located on the lots listed above. The recommendations in this report are also contingent upon completion of an Open Excavation Observation by RMG, prior to construction of the foundations in order to verify subsurface conditions for the specific excavated site. The following is excluded from the scope of this report including but not limited to geologic, natural and environmental hazards such as landslides, unstable slopes, seismicity, snow avalanches, water flooding, corrosive soils, erosion, radon, wild fire protection, hazardous waste and natural resources.

Existing Site Conditions

At the time of our field exploration this portion of the subdivision was undeveloped and the main sewer lines were being installed. Overlot grading had been completed at the time of the investigation. Curb and gutter had not been installed and the roads were not paved. Topography of the site generally sloped down from the northwest to the southeast portion of the site. Vegetation was not present at the site.


FIELD INVESTIGATION AND LABORATORY TESTING

The information included in this report has been compiled from field reconnaissance, exploratory soil borings and soil laboratory testing. Monitoring programs, which typically include instrumentation and/or observations for surface water flows, slope stability, subsidence, and similar conditions, are not known to exist and were not considered applicable for the scope of this report.

Subsurface Investigation

The subsurface conditions on the site were investigated by drilling 82 exploratory test borings; approximately one bore on every other lot. The approximate locations of the test borings are presented in the Boring Location Plan on Figure 2.

The test borings were advanced with a truck-mounted, continuous-flight auger drill rig to depths of about 20 feet below the existing ground surface (bgs). Soil samples were obtained from the test borings in general accordance with ASTM D-3550 utilizing a 2½-inch OD modified California sampler and ASTM D-1586 utilizing a 1½-inch Split-Barrel sampler. The approximate depth of groundwater was investigated in each of the test borings at the time of drilling. The static groundwater levels were measured following the completion of drilling. The Test Boring Logs are presented in Figures 3 through 44. An Explanation of Test Boring Logs is presented in Figure 45.

Laboratory Testing

The moisture content for the recovered samples was obtained in the laboratory. Grain-size analysis, Atterberg Limits, and swell/consolidation tests were performed on selected samples for purposes of classification and to develop pertinent engineering properties. A Summary of Laboratory Test Results is presented in Figure 45. Soil Classification and Atterberg Test Results are presented in Figures 46 through 48. Swell/Consolidation Test Results are presented in Figures 49 through 57.

SUBSURFACE CONDITIONS

Soil and Bedrock Profile

The subsurface materials encountered in the test borings generally consisted of an upper soil that consisted of very loose to medium dense clayey sand and loose to medium dense silty sand extending to varying depths ranging from 4.5 feet to 18 feet below ground surface (bgs). Medium stiff to stiff sandy lean clay was encountered on blocks B21 and B22 extending to varying depths ranging from 10 feet to 13 feet bgs. Underlying the upper soils in all test bores, weathered to very hard bedrock consisting of thinly interbedded siltstone and sandstone extended to the termination depth of the test bores at 20 feet. Claystone interbedded with the sandstone and siltstone was encountered in lots on blocks B17, B18, B19, B22, and B23 and extended to the 20 foot termination depth of the test bores. The subsurface materials encountered in the test borings were classified using the Unified Soils Classification System (USCS). Additional descriptions and the interpreted distribution (approximate depths) of the subsurface materials are presented on the Test Boring Logs. The classifications shown on the logs are based upon the engineer’s classification of the samples at the depths indicated.


Stratification lines shown on the logs represent the approximate boundaries between material types and the actual transitions may be gradual and vary with location. Groundwater

Groundwater was observed in 74 of the 82 test borings at the time of drilling. When checked following the completion of drilling, static groundwater levels were encountered in 71 of the 72 uncovered bores at depths ranging between 7.5 to 16.5 feet below existing grade. There were 17 lots where groundwater was encountered at depths 10 feet or less – located on blocks B18, B19, B20, and B23. Fluctuations in groundwater and subsurface moisture conditions may occur due to variations in rainfall and other factors not readily apparent at this time. Development of the property and adjacent properties may also affect groundwater levels.

CONCLUSIONS

The following discussion is based on the subsurface conditions encountered in the test borings and on the project characteristics previously described. If conditions are different from those described in this report or the project characteristics change, RMG should be retained to review our recommendations and adjust them, if necessary. The results of this investigation indicate that the site is suitable for the proposed project provided the recommendations presented herein are implemented. As previously discussed the site is underlain primarily by an upper materials comprised of very loose to medium dense silty sand, very loose to medium dense clayey sand, medium stiff to stiff sandy lean clay and firm to very hard interbedded siltstone, sandstone, and claystone bedrock. The silty sand samples tested consolidated up to 0.4% when wetted against surcharge pressures of 1,000 pounds per square foot (psf). The clayey sand samples tested exhibited consolidations up to 0.4% and the sandy lean clay samples tested exhibited swells up to 0.1% when wetted against surcharge pressures of 1,000 psf. The interbedded bedrock samples generally exhibited low swell potential less that 1.0% with one sample showing moderate swell at 3.5% and consolidations up to 0.1% when wetted against surcharge pressures of 1,000 psf. Geotechnical recommendations based on the field investigation and laboratory testing are presented below. It must be understood that these recommendations should be verified after the excavation on each individual lot is completed.

SITE DEVELOPMENT AND EARTHWORK

Site Preparation

Prior to construction the ground surface in proposed structure and improvement areas should be stripped of existing vegetation, debris, topsoil, undocumented fill, soft, loose, or disturbed native soils, and other deleterious material. Materials generated during clearing operations should be removed from the project site for disposal. Soft, loose, or yielding subgrade should be removed to a depth that exposes firm subgrade and replaced with structural fill. In areas to receive structural fill, the exposed subgrade should be scarified, moisture conditioned, and compacted per the recommendations set forth in this report.


Excavations

The on-site surface and near surface soils may generally be excavated with heavy-duty earthmoving or excavation equipment in good operating condition. The very hard bedrock encountered may require the use of heavier excavating equipment to break apart the sandstone. During wet weather, earthen berms, swales, or other methods should be used where necessary to route water away from excavations. Water that accumulates in excavations should be promptly pumped out or otherwise removed and the area allowed to dry before resuming construction. Geotechnical Considerations

The on-site sand and clay materials as well as the interbedded bedrock encountered are suitable for direct bearing of shallow foundations. Groundwater was found near the vicinity of anticipated foundation depths in lots on blocks B18, B19, B20, and B23. A minimum 3 foot separation is recommended between the bottom of the foundation components and the estimated seasonal high water table levels. A 2 foot layer of ¾” to 3” washed rock or crushed concrete with less than 5% passing the #200 sieve is recommended directly under the footings and slab if the groundwater is identified to be less than 3 feet from the bottom of the foundation or if saturated soft soils are encountered. Soft/Loose soils were encountered at anticipated foundation depths in lots on each block. If soft/loose soils are encountered at foundation bearing depths, the load bearing grade should be scarified to a depth of 6 inches, moisture conditioned to within ±2% of optimum moisture content, and compacted to minimum 95% maximum dry density as determined by the Standard Proctor ASTM D-698, in accordance with the Structural Fill section of this report. Isolated pockets of loose soils may be encountered in the excavations, even on lots where none are indicated on the test borings. If soft/loose soils are encountered, they may also require additional compaction and/or stabilization as previously mentioned to achieve the allowable bearing pressure indicated in this report. Low to moderate expansive bedrock was encountered at anticipated foundation depths on blocks B17, B18, B19, B22, and B23. If expansive bedrock is encountered within three feet of foundation depths, overexcavation and replacement to a depth resulting in two feet of separation between foundation components expansive bedrock is recommended for granular replacement fill or three feet for on-site moisture conditioned fill. Overexcavated soil should be replaced with granular non-expansive soil in accordance with the Structural Fill section of this report or replaced with onsite soils in accordance with the Moisture-Conditioned Structural Fill section of this report. Any replacement soils should be moisture-conditioned to -1% to +3% of optimum moisture content in and compacted to a minimum of 95% maximum dry density in accordance with the Standard Proctor test ASTM D-698.

Foundation Wall Backfill

Backfill should be placed in loose lifts not exceeding 8 to 12 inches with material no greater than 4 inches in diameter, moisture conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content) and compacted to 90 percent of the maximum dry density as determined by the Standard Proctor test, ASTM D-698 on exterior sides of walls in landscaped areas. In areas where backfill supports pavement and concrete flatwork, the materials should be moisture


conditioned to ± 2 percent optimum moisture content compacted to 95 percent of the maximum dry density as determined by the Standard Proctor test, ASTM D-698. Fill placed on slopes should be benched into the slope. Maximum bench heights should not exceed 4 feet, and bench widths should be wide enough to accommodate compaction equipment. The backfill should not be placed on frozen subgrade or allowed to freeze during moisture conditioning and placement. Backfill should be compacted by mechanical means, and foundation walls should be braced during backfilling and compaction. Structural Fill

Areas to receive structural fill should have topsoil, organic material, or debris removed. The upper 6 inches of the exposed surface soils should be scarified and moisture conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content) and compacted to a minimum of 95 percent of the maximum dry density as determined by the Standard Proctor test (ASTM D-698) or to a minimum of 92 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D-1557) prior to placing structural fill.

Structural fill placed on slopes should be benched into the slope. Maximum bench heights should not exceed 4 feet, and bench widths should be wide enough to accommodate compaction equipment.

Structural fill shall consist of granular, non-expansive material, and it should be placed in loose lifts not exceeding 8 to 12 inches, moisture conditioned to facilitate compaction (usually within 2 percent of the optimum moisture content) and compacted to a minimum of 95 percent of the maximum dry density as determined by the Standard Proctor test, ASTM D-698. The materials should be compacted by mechanical means.

Materials used for structural fill should be approved by RMG prior to use. Structural fill should not be placed on frozen subgrade or allowed to freeze during moisture conditioning and placement.

To verify the condition of the compacted soils, density tests should be performed during placement. The first density tests should be conducted when 24 inches of fill have been placed. Moisture-Conditioned Structural Fill

Areas to receive moisture-conditioned structural fill should have topsoil, organic material, or debris removed. The upper 6 inches of the exposed surface soils should be scarified and moisture conditioned to within ±2% optimum moisture content and compacted to a minimum of 95 percent of the maximum dry density as determined by the Standard Proctor test (ASTM D-698) or to a minimum of 92 percent of the maximum dry density as determined by the Modified Proctor test (ASTM D-1557) prior to placing structural fill.

Moisture-conditioned structural fill placed on slopes should be benched into the slope. Maximum bench heights should not exceed 4 feet, and bench widths should be wide enough to accommodate compaction equipment.

Moisture conditioned structural fill shall consist of a moisture-conditioned, on-site cohesive fill material. The fill material shall be moisture conditioned and replaced as follows:


• Fill shall be free of deleterious material and shall not contain rocks or cobbles greater than 6

inches in diameter. • The moisture-conditioned materials should be placed in maximum 6" compacted lifts. These

materials should be moisture conditioned to -1% to +3% of optimum moisture and compacted to a minimum of 95 percent of the maximum dry density as determined by the Standard Proctor test (ASTM D-698). Material not meeting the above requirements shall be reprocessed.

Materials used for moisture-conditioned structural fill should be approved by RMG prior to use. Moisture-conditioned structural fill should not be placed on frozen subgrade or allowed to freeze during moisture conditioning and placement.

To verify the condition of the compacted soils, density tests should be performed during placement. The first density tests should be conducted when 24 inches of fill have been placed.

FOUNDATION OPTIONS

Anticipated Foundation Systems

A spread footing foundation system may be utilized for all lots included in this investigation. A maximum allowable bearing pressure of 1,500 psf with no minimum dead load requirement may be used for design purposes.

Foundation components must be below all organic material and should extend 30 inches or more below the lowest exterior finished grade for frost protection. The foundation design should be prepared by a qualified Colorado Registered Professional Engineer using the recommendations presented in this report. This foundation system should be designed to span a minimum of 10 feet under the design loads. Open Excavation Observations

During construction, foundation excavations should be observed by RMG prior to placing structural fill, forms or concrete to verify the foundation bearing conditions for each structure.

INTERIOR FLOOR SYSTEMS

Interior Floor Slabs

Vertical slab movement of one to two inches is considered possible for slabs bearing on all soil types. In some cases, vertical movement may exceed this range. If movement and associated damage to floors and finishes cannot be tolerated, a structural floor system can be used. Floor slabs should be separated from structural components to allow for vertical movement. Control and construction joints should be placed in accordance with the latest guidelines and standards published by the American Concrete Institute (ACI) and applicable local Building Code requirements.


Interior Partitions

Interior non-bearing partitions and attached furnishings do not require isolation from load bearing elements of foundation system.

LATERAL EARTH PRESSURES

Foundation walls should be designed to resist lateral earth pressures. For the varying on-site upper sand and clay materials encountered at the site, we recommend an equivalent fluid pressure of 45 pcf. The lateral pressure applies to level, drained backfill conditions. These values assume the backfill will not become saturated during the life of the structure, therefore positive surface drainage must be maintained. It is also assumed that compaction within approximately 5 feet of the walls will be accomplished with relatively light compaction equipment. Equivalent Fluid Pressures for sloping/undrained conditions should be determined on an individual basis.

SURFACE GRADING AND DRAINAGE

Grading and Irrigation

The ground surface should be sloped from the building with a minimum gradient of 10 percent for the first 10 feet. This is equivalent to 12 inches of fall across this 10-foot zone. If a 10-foot zone is not possible on the upslope side of the structure, then a well-defined swale should be created a minimum 5 feet from the foundation and sloped parallel with the wall with a minimum slope of 2 percent to intercept the surface water and transport it around and away from the structure. Roof drains should extend across backfill zones and landscaped areas to a region that is graded to direct flow away from the structure. Homeowners should maintain the surface grading and drainage recommended in this report to help prevent water from being directed toward and/or ponding near the foundations.

Landscaping should be selected to reduce irrigation requirements. Plants used close to foundation walls should be limited to those with low moisture requirements and irrigated grass should not be located within 5 feet of the foundation. To help control weed growth, geotextiles should be used below landscaped areas adjacent to foundations. Impervious plastic membranes are not recommended.

Irrigation devices should not be placed within 5 feet of the foundation. Irrigation should be limited to the amount sufficient to maintain vegetation. Application of more water will increase the likelihood of slab and foundation movements.

The recommendations listed in this report are intended to address normal surface drainage conditions, assuming the presence of groundcover (established vegetation, paved surfaces, and/or structures) throughout the regions upslope from this structure. However, groundcover may not be present due to a variety of factors (ongoing construction/development, wildfires, etc.). During periods when groundcover is not present in the "upslope" regions, higher than normal surface drainage conditions may occur, resulting in perched water tables, excess runoff, flash floods, etc. In these cases, the surface drainage recommendations presented herein (even if properly maintained) may not mitigate all groundwater problems or moisture intrusion into the structure. We recommend


that the site plan be prepared with consideration of increased runoff during periods when groundcover is not present on the upslope areas.

Perimeter Drain

A subsurface perimeter drain is recommended around portions of the structure which will have habitable or storage space located below the finished ground surface. This includes crawlspace areas but not the walkout trench, if applicable.

The perimeter drain can be installed as an interior (if a minimum of six inches of free draining aggregate is placed beneath the slab) or exterior perimeter drain system. The perforated drainage pipe should be installed so the top of the pipe is not above the top of the footing and should be surrounded by material to reduce the infiltration of silt into the drainage pipe. The pipe should be installed in one of the following manners:

1) The pipe may be installed as level as possible as long as the pipe is placed in a minimum of six inches of gravel or crushed stone and exits into a sump pit with mechanical means to remove the water. Or

2) The pipe may be installed as a gravity system with a minimum 1/8 inch fall per 1 foot length surrounded by a minimum six inches of gravel or crushed stone that either daylights to allow free flow drainage or exits into a sump pit with mechanical means to remove the water.

A subsurface perimeter drain is designed to intercept some types of subsurface moisture and not others. Therefore, the drain could operate properly and not mitigate all moisture problems relating to foundation performance or moisture intrusion into the basement area.

CONCRETE

Type I/II cement is recommended for concrete in contact with the subsurface materials. Calcium chloride should be used with caution for soils with high sulfate contents. The concrete should not be placed on frozen ground. If placed during periods of cold temperatures, the concrete should be kept from freezing. This may require covering the concrete with insulated blankets and heating. Concrete work should be completed in accordance with the latest applicable guidelines and standards published by ACI. Recommendations for exterior concrete slabs, such as patios, driveways, and sidewalks, are not included in this report.

CLOSING

This report has been prepared for the exclusive purpose of providing geotechnical engineering information and recommendations for development described in this report. RMG should be retained to review the final construction documents prior to construction to verify our findings, conclusions and recommendations have been appropriately implemented.


This report has been prepared for the exclusive use by Journey Homes for application as an aid in the design and construction of the proposed development in accordance with generally accepted geotechnical engineering practices. The analyses and recommendations in this report are based in part upon data obtained from test borings and site observations. The nature and extent of variations may not become evident until construction. If variations then become evident, RMG should be retained to review the recommendations presented in this report considering the varied condition, and either verify or modify them in writing. Our professional services were performed using that degree of care and skill ordinarily exercised, under similar circumstances, by geotechnical engineers practicing in this or similar localities. RMG does not warrant the work of regulatory agencies or other third parties supplying information which may have been used during the preparation of this report. No warranty, express or implied is made by the preparation of this report. Third parties reviewing this report should draw their own conclusions regarding site conditions and specific construction techniques to be used on this project. The scope of services for this project does not include, either specifically or by implication, environmental assessment of the site or identification of contaminated or hazardous materials or conditions. Development of recommendations for the mitigation of environmentally related conditions, including but not limited to biological or toxicological issues, are beyond the scope of this report. If the Client desires investigation into the potential for such contamination or conditions, other studies should be undertaken. If we can be of further assistance in discussing the contents of this report or analysis of the proposed development, from a geotechnical engineering point-of-view, please feel free to contact us.

FIGURES

Sand, clayeybrown to tan, medium grain,loose to medium dense, moist towet

Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,medium hard to hard, wet

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TEST BORING: B17 L01DATE DRILLED: 2/21/18ELEVATION (FT):GROUNDWATER @ 11.5 ' 2/28/18

TEST BORING

LOGS

JOB No. 158289

FIGURE No. 3

DATE 5/25/18Colorado Springs: (Corporate Office)2910 Austin Bluffs ParkwayColorado Spings, CO 80918

(719) 548-0600SOUTHERN COLORADO, DENVER METRO, NORTHERN COLORADO


GeotechnicalMaterials Testing

Civil, Planning

ArchitecturalStructuralForensics

Sand, clayeybrown to tan, medium grain,loose, moist

Sand, siltybrown, coarse grained, loose,moist

Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,medium hard, wet

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Sand, clayeybrown to tan, fine to coarsegrain, loose, moist

Sand, siltybrown, fine to coarse grain,loose, moist

Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, very hard, moist to wet

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TEST BORING

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JOB No. 158289

FIGURE No. 4





Civil, Planning



Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, medium hard to very hard,moist to wet

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Sand, clayeybrown to tan, fine to coarsegrain, loose, moist to wet

Sandstone, siltstone andclaystonegray to mottled brown/tan, fine tocoarse grain, hard to very hard,wet

8

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TEST BORING

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JOB No. 158289

FIGURE No. 5





Civil, Planning




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Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, hard to very hard, wet

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JOB No. 158289

FIGURE No. 6





Civil, Planning



Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, firm to hard, wet

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Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, firm to very hard, wet

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TEST BORING

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JOB No. 158289

FIGURE No. 7





Civil, Planning



Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, firm to medium hard, wet

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Sand, clayeybrown to tan, fine to coarsegrain, loose to medium dense,moist to wet

Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, very hard, wet

**Auger refusal at a depth of 17feet**

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JOB No. 158289

FIGURE No. 8





Civil, Planning


Sand, clayeydark brown to tan, fine tomedium grain, loose, moist towet

Siltstone and sandstonemottled brown/tan/orange,weathered to medium hard,moist to wet

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20

TEST BORING: B17 L23DATE DRILLED: 3/7/18ELEVATION (FT):NO GROUNDWATER ON 3/8/18

Sand, clayeydark brown to tan, fine tomedium grain, very loose, moistto wet

Siltstonemottled brown/tan, medium hardto hard, moist to wet

6

6

50/7

50/11

19.9

19.3

25.1

23.3

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 9





Civil, Planning


Sand, clayeydark brown, fine to mediumgrain, very loose to loose, moistto wet

Siltstonemottled brown/gray/orange, firm,moist to wet

6

7

40

45

19.7

19.7

21.6

28.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeydark brown to tan, fine tomedium grain, very loose, moistto wet

Siltstonemottled brown/tan, medium hardto hard, moist to wet

4

6

50/7

50/10

18.5

19.9

25.5

27.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 10





Civil, Planning


Sand, clayeydark brown to tan, fine tomedium grain, loose, moist towet

Siltstonemottled brown/tan, firm tomedium hard, moist to wet

10

7

35

50/12

15.5

22.9

23.9

27.6

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown to tan, fine to mediumgrain, very loose to loose, moistto wet

Siltstonemottled brown/tan, medium hard,moist

10

6

11

50/8

17.0

13.1

25.3

26.1

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 11





Civil, Planning


Sand, clayeybrown, fine to medium grain, veryloose to loose, moist to wet

Siltstonemottled brown/tan, medium hard,moist to wet

8

5

50/8

50/10

18.2

21.9

25.6

27.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown, fine to medium grain,loose, moist

Siltstonemottled brown/tan, medium hardto hard, moist

9

8

50/9

50/6

16.4

18.0

21.4

27.7

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 12





Civil, Planning


Sand, clayeymottled brown/tan, fine tomedium grain, loose, moist towet

Siltstonemottled brown/tan/white, veryhard, moist

8

9

11

505/3

13.3

13.4

12.7

7.7

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20

TEST BORING: B17 L39DATE DRILLED: 3/7/18ELEVATION (FT):GROUNDWATER @ Buried ' 3/8/18

Sand, clayeybrown to tan, fine to mediumgrain, loose, moist

Siltstone and sandstonemottled brown/tan/white,weathered to very hard, moist

7

15

50/2

50/9

16.3

20.9

9.8

26.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 13





Civil, Planning



Siltstone and sandstonemottled brown/tan, weathered tovery hard, moist

7

50/12

50/8

50/6

10.9

22.9

27.5

28.8

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20




10

19

50/6

50/5

7.5

27.0

21.9

29.4

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 14





Civil, Planning


Sand, clayeybrown to tan, fine to mediumgrain, very loose, moist to wet


5

26

30

50/6

6.7

22.8

15.0

25.1

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown to reddish brown, fine tocoarse grain, loose, moist

Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, medium hard to hard, wet

9

10

50/8

50/12

13.3

18.4

24.6

23.5

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 15





Civil, Planning



Sandstone, siltstone andclaystonemottled brown/tan/gray, fine tocoarse grain, medium hard tohard, wet

8

10

50/10

50/10

18.8

18.9

22.6

26.1

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown, fine to coarse grain,loose, moist

Sand, siltybrown, fine to coarse grain,loose, moist to wet

Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, firm to very hard, wet

8

13

47

50/7

7.4

19.2

20.6

21.2

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 16





Civil, Planning




10

11

50/9

50/5

18.5

19.1

22.2

19.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown to tan, fine to coarsegrain, very loose to loose, moistto wet

Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, medium hard, wet

9

6

50/9

50/12

18.8

25.9

26.6

22.5

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 17





Civil, Planning





10

50/9

50/10

11.3

24.4

19.3

--

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15



Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, medium hard to very hard,wet

13

14

49

50/5

10.7

20.1

12.5

21.4

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 18





Civil, Planning



Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, medium hard to hard,moist to wet

13

50/8

50/7

50/6

14.5

24.3

25.7

22.4

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20




7

3

50/8

50/5

19.2

--

24.8

28.8

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 19





Civil, Planning




14

8

50/7

50/10

18.0

21.7

23.0

25.3

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeydark brown to brown, fine tomedium grain, very loose, moistto wet


5

50/8

50/8

50/1

15.2

24.9

24.9

16.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 20





Civil, Planning


Sand, siltydark brown to brown, fine tocoarse grain, medium dense,moist

Sandstone, siltstone andclaystonemottled brown/tan/gray, fine tocoarse grain, medium hard tovery hard, moist to wet

22

50/1

50/9

50/4

24.0

7.4

21.8

24.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown, fine to coarse grain, veryloose, moist to wet


3

50/12

50/3

50/5

22.8

19.6

28.3

26.2

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 21





Civil, Planning


Sand, clayeybrown, fine to coarse grain, veryloose, moist to wet


5

50/8

50/6

35

22.0

25.9

23.9

19.7

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown, fine to coarse grain,loose, moist to wet

Siltstone, sandstone, andclaystonemottled brown/tan/orange, hardto very hard, moist

10

8

50/5

50/12

15.2

16.0

19.9

21.7

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 22





Civil, Planning


Sand, clayeydark brown to brown, fine tocoarse grain, very loose, moist

Sand, siltybrown to tan, fine to coarsegrain, very loose, moist

Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, medium hard to hard,moist to wet

6

50/11

50/8

50/11

17.6

24.3

19.9

19.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


(Fill) Sand, clayeydark brown, fine to coarse grain,loose, moist

Sand, siltybrown to tan, fine to coarsegrain, loose, moist


8

50/11

50/6

45

24.4

24.4

22.2

19.5

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 23





Civil, Planning


Sand, clayeybrown, fine to coarse grain, veryloose, moist

Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, firm to very hard, moist towet

11

50/11

50/6

27

20.0

15.5

25.4

21.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20



Sandstone, siltstone andclaystonemottled brown/tan/gray, fine tocoarse grain, medium hard tohard, moist to wet

9

50/9

50/6

50/11

7.3

21.7

20.1

25.7

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 24





Civil, Planning


Sand, clayeybrown, fine to coarse grain, veryloose, moist

Siltstonemottled brown/tan, hard to firm,moist

6

50/12

50/6

40

15.9

21.7

29.3

17.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20



Siltstonemottled brown/tan, firm to hard,moist

7

50/8

45

50/7

14.7

22.6

15.8

26.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 25





Civil, Planning


Sand, clayeybrown to tan, fine to coarsegrain, very loose, moist to wet

Siltstonemottled brown/tan/gray,weathered to hard, moist

5

20

50/7

50/7

19.2

22.4

24.9

25.8

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, clayeybrown, fine to medium grain, veryloose, moist to wet

Siltstonemottled brown/tan/gray, mediumhard to hard, moist to wet

5

50/10

50/7

50/7

18.7

21.6

26.6

26.7

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 26





Civil, Planning



Sandstone, siltstone andclaystonemottled brown/tan/gray, fine tocoarse grain, hard to very hard,wet

7

8

50/6

50/6

16.6

28.3

25.1

26.2

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20



Sandstone, siltstone andclaystonemottled brown/tan/gray, fine tocoarse grain, very hard, wet

7

9

50/6

50/7

8.5

20.2

15.7

27.2

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 27





Civil, Planning


Sand, clayeybrown to tan, fine to coarsegrain, very loose to mediumdense, moist to wet

Sandstone, siltstone andclaystonemottled brown/tan/gray, fine tocoarse grain, very hard, wet

6

26

50/7

50/1

13.5

21.1

27.4

18.6

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20



Sandstone, siltstone andclaystonemottled brown/tan/gray, fine tocoarse grain, medium hard tovery hard, wet

12

7

50/9

50/7

12.3

24.1

25.2

26.5

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 28





Civil, Planning


lean Clay, sandybrown to tan, medium stiff to stiff,moist to wet

weathered Sandstone, siltstoneand claystonemottled brown/reddish brown,fine to coarse grain, mediumhard to hard, wet

10

9

50/7

50/11

19.8

21.3

25.4

--

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20




10

6

50/10

50/6

18.8

21.1

28.0

30.8

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 29





Civil, Planning



Sandstone, siltstone andclaystonemottled brown/tan, fine to coarsegrain, hard to very hard, wet

8

11

50/7

50/6

17.5

20.5

23.9

25.2

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


lean Clay, sandybrown to tan, medium stiff, moistto wet

Sandstone, siltstone andclaystonemottled brown/tan/gray , fine tocoarse grain, medium hard, wet


7

8

50/9

16.6

19.9

23.4

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 30





Civil, Planning


lean Clay, sandybrown to tan, medium stiff to stiff,moist

Sandstone, siltstone andclaystonebrown to reddish brown, fine tocoarse grain, medium hard tohard, moist to wet

8

10

50/8

50/8

15.0

19.3

23.5

26.5

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20



Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,medium hard, moist

8

13

50/9

46

7.1

10.7

22.7

17.4

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 31





Civil, Planning



Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,hard, moist

7

9

14

50/9

13.5

12.7

23.2

24.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, siltybrown to tan, fine to mediumgrain, loose, moist

weathered Sandstone, siltstoneand claystonemottled brown/tan/gray , fine tocoarse grain, weathered to hard,moist to wet

10

7

36

50/6

12.5

10.2

13.8

25.8

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 32





Civil, Planning


lean Clay, sandybrown to tan, medium stiff to stiff,moist

Sandstone, siltstone andclaystonemottled brown/tan , fine tocoarse grain, medium hard tohard, moist to wet

16

8

50/9

50/8

18.2

16.8

24.5

21.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


lean Clay, sandybrown, stiff, moist to wet

Sandstone, siltstone andclaystonemottled brown/tan/gray , fine tocoarse grain, medium hard tohard, wet

10

11

50/12

50/12

18.7

18.2

21.3

24.4

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 33





Civil, Planning


Sand, clayeybrown to tan, fine to mediumgrain, loose, moist


9

50/7

50/9

50/10

10.8

21.6

24.9

21.3

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20




9

50/9

50/10

50/9

5.3

22.4

22.3

24.4

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 34





Civil, Planning




12

50/8

50/10

50/10

11.3

22.2

20.8

22.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


lean Clay, sandybrown to tan, medium stiff to verystiff, moist

Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,firm to hard, moist

6

30

50/6

41

18.1

22.7

27.6

30.9

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 35





Civil, Planning



Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,firm to medium hard, moist

7

47

50/8

50/7

16.4

23.2

21.4

19.1

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, siltybrown, medium grain, loose,moist to wet

Sandstone, siltstone andclaystonebrown, fine to coarse grain,medium hard to very hard, wet

8

11

50/11

50/6

16.3

20.2

22.0

25.0

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 36





Civil, Planning


Sand, siltybrown to tan, medium grain,loose, moist

Sandstone, siltstone andclaystonebrown, fine to coarse grain, firmto hard, moist

6

12

49

50/11

12.8

17.9

23.2

20.1

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


Sand, siltybrown, fine to coarse grain,loose, moist

Sand, clayeytan, medium grain, loose, moist

Sandstone, siltstone andclaystonetan, fine to coarse grain, firm tohard, moist

11

14

45

50/10

10.5

17.4

24.2

24.3

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 37





Civil, Planning


Sand, clayeybrown to tan, medium grain,loose, moist

Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,medium hard to very hard, moist

9

50/9

50/5

50/8

11.3

26.6

24.3

24.5

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20



Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,hard to very hard, moist

12

50/6

50/5

50/6

8.4

24.0

22.9

23.5

WA

TE

R C

ON

TE

NT

%

SY

MB

OL

SA

MP

LES

BLO

WS

PE

R F

T.

DE

PT

H (

FT

)

5

10

15

20


TEST BORING

LOGS

JOB No. 158289

FIGURE No. 38





Civil, Planning



Sandstone, siltstone andclaystonebrown/tan, fine to coarse grain,medium hard to very hard, moist


12

50/8

50/9

10.6

22.0

26.4

--

WA

TE

R C

SUBSURFACE SOIL INVESTIGATION · excavations. Water that accumulates in excavations should be...

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