ATTACHMENT 04_GEOTECHNICAL ENGINEERING REPORT Project No. XGFG139001 dated 08 Nov 2019.pdf

GEOTECHNICAL ENGINEERING REPORT

Air National Guard Medical Readiness Building

Truax Field

Madison, Wisconsin

GESTRA Project No.: M19073-10

November 8, 2019

Prepared For:

AECOM

277 West Nationwide Blvd.

Columbus, OH 43215

Geotechnical Engineering Report

Air National Guard Medical Readiness Building

GESTRA Project No. M19073-10

November 8, 2019

Prepared For:

AECOM

277 W. Nationwide Blvd.

Columbus, OH 43215

Prepared By:

GESTRA Engineering, Inc.

191 W. Edgerton Avenue

Milwaukee, WI 53207

(414) 933-7444

Table of Contents

1.0 INTRODUCTION

1.1 PROJECT INFORMATION

2.0 SCOPE OF WORK

3.0 EXPLORATION RESULTS

3.1 SITE CONDITIONS

3.2 SUBSURFACE SOIL PROFILE

3.3 GROUNDWATER OBSERVATIONS

4.0 ANALYSIS AND RECOMMENDATIONS

4.1 GEOTECHNICAL CONSIDERATIONS

4.2 SITE PREPARATION

4.3 FOUNDATION RECOMMENDATIONS

4.3.1 SHALLOW FOUNDATIONS

4.3.2 COMPACTED AGGREGATE PIER RECOMMENDATIONS

4.4 FLOOR SLAB RECOMMENDATIONS

4.5 SEISMIC SITE CLASSIFICATION

4.6 PAVEMENT RECOMMENDATIONS

4.7 CONSTRUCTION CONSIDERATIONS

5.0 EXPLORATION AND TESTING PROCEDURES

5.1 LAYOUT AND ELEVATION PROCEDURES

5.2 FIELD TESTING PROCEDURES

5.3 LABORATORY TESTING PROCEDURES

STANDARD OF CARE

APPENDIX I SITE LOCATION MAP, BOREHOLE LOCATION MAP, TEST BORING LOGS,

GENERAL NOTES AND SOILS CLASSIFICATION

APPENDIX II LABORATORY TEST RESULTS

© GESTRA Engineering, Inc. 2019

Page 1 M19073-10

Geotechnical Engineering Report

Air National Guard Medical Readiness Building

1.0 INTRODUCTION

GESTRA Engineering, Inc. (GESTRA) was authorized by AECOM Technical Services, Inc.

(AECOM) to complete a subsurface exploration and geotechnical engineering report for the Air

National Guard (ANG) Medical Readiness Building located at Truax Field in Madison, Wisconsin.

This report presents the results from the subsurface soil exploration and describes the field exploration, laboratory test results, and provides recommendations pertaining to the design and construction of the proposed building and drive lanes.

The engineering recommendations and analysis contained within this report are based on the following project information which is a projection of GESTRA’s understanding of the project. If for any reason the actual project information differs from what is reported below, GESTRA should be contacted so that we can review our recommendations in light of any new information.

1.1 PROJECT INFORMATION

The existing site is a landscaped lot located northeast of the intersection of Pearson Street and

Becker Street at Truax Field in Madison, Wisconsin. The project will include the construction of a new two-story slab on grade building. The new building will be approximately 13,000 square feet. The finish floor elevation of the building is planned to be near the same elevation of the

Communication Building (Building 505, Elevation 100 feet). Based on existing site grade provided, the building area is approximately 2 feet to 6 feet below the planned first floor elevation.

Maximum column and walls loads will be 150 kips and 4 kips per linear foot, respectively.

In addition, a concrete drive will be constructed from Becker Street which will run north through the western portion of the building to the existing parking lot north of the site and an asphalt drive will be constructed along the east side of the building.

2.0 SCOPE OF WORK

GESTRA has performed the following services for the project:

Contacted Diggers Hotline to locate public utilities at the site.

Staked borehole locations in the field measured from existing site features. Elevations of the ground surface at the borehole locations were obtained using a survey level and rod, and referencing a site benchmark assigned by GESTRA.

Completed a total of six (6) standard penetration test (SPT) soil borings varying in depth from 26 to 51 feet. At the completion of drilling, the boreholes were abandoned per WDNR requirements.

Installed one (1), 2-inch diameter groundwater monitoring well to a depth of 20 feet adjacent to boring B-2.

ANG Medical Readiness Building - Truax Field November 8, 2019

Page 2 M19073-10

Performed laboratory soil testing to assign classification and engineering properties to the soils encountered. Laboratory testing included hand penetrometer, moisture content, Atterberg limits, percent passing the number 200 sieve, and unconfined compression test.

Prepared this geotechnical engineering report presenting the results of the field and laboratory testing as well as providing the following recommendations:

a. Building: shallow foundations, allowable soil bearing capacity, estimates of settlement, floor slab recommendations, recommendations for rammed aggregate piers, seismic site classification, site preparation/ soil correction and construction considerations.

b. Pavement: soil parameters for the pavement design consisting of an estimated CBR value, asphalt and base course thickness for the drives based on anticipated traffic.

3.0 EXPLORATION RESULTS

3.1 SITE CONDITIONS

The existing site is currently a vacant lot with a few scattered trees. Based on historical aerial photographs available on the Dane County Land Information Office website, the site used to be farm fields in 1937. By 1955, the site was developed and the air field around the project site was constructed. The project site was then occupied by what appeared to be pavement strips. By 1968, the pavement strips were removed and the site was re-landscaped. Between 1968 and today, the site has not changed significantly. The existing grade of the site slopes gently downward from the east to the west with elevations at the borehole locations varying between 94 feet and 98 feet.

3.2 SUBSURFACE SOIL PROFILE

Between 4 to 8 inches of topsoil was encountered at the surface at the boring locations. Underlying the surficial topsoil, fill was encountered in borings B-2, B-3 and B-6. The fill material typically consisted of clay soils with a few sand layers near the surface. The fill material at the boring locations varied in depth from 2 to 5 feet. The fill was observed to be the deepest in borings B-2 and B-3 on the east side of the property. The moisture content of the clay fill material varied between 13% and 24%.

The generalize native soil profile consisted of a layer of medium stiff to stiff clay overlying very loose to loose sand, which became more dense with depth. The medium stiff to stiff clay soils typically extend to an elevation of 89 feet, had hand penetrometer values between 0.5 to 1.5 tons per square foot (tsf), and moisture contents between 18% and 29%. The very loose to loose native sand soils typically had N-values between 4 and 9 blows per foot (bpf) and extended to an elevation of 75 feet. Below an elevation of 75 feet, the sand soils where observed to be more dense with N-values typically between 10 and 25 bpf. The medium dense sand soils were observed to extend to a depth of 51 feet, termination depth of borings B-4 and B-6.

Results of the field and laboratory tests and observations are depicted on the individual boring logs included in Appendix I. Soils were grouped together based on similar observed properties. The stratification lines were estimated by the reviewing engineer based on available data and experience. The actual in-situ changes between layers may differ slightly and may be more gradual than depicted on the boring logs. Subsurface and groundwater conditions can vary between borehole locations and in areas not explored.

Page 3 M19073-10

It is important to note that the soil observations, fill depths and topsoil thickness estimates were made in small diameter boreholes. Therefore, it should be understood that thicker or thinner deposits of the individual strata are likely to be encountered within other portions of the project.

Furthermore, the estimation of strata thickness at a particular location can differ from person to person due to a sometimes indistinct transition between the soils encountered. Additionally, it must be recognized that in the absence of foreign substances and/or debris within the soil samples obtained, it is sometimes difficult to distinguish between natural soils and clean soil fill.

3.3 GROUNDWATER OBSERVATIONS

Groundwater observations were made during and at the completion of drilling operations.

Groundwater was observed to vary between elevation 86 and 89 feet (approximately 7 to 10 feet below existing grades). Accurate water level readings could not be made at the completion of drilling in borings B-4 and B-6, due to the driller using mud rotary drilling techniques and introducing drilling fluid into the borehole.

Groundwater level fluctuations may occur with time and seasonal changes due to variations in precipitation, evaporation, surface water runoff and local dewatering. Perched water pockets and a higher water table may also be encountered during wet weather periods, particularly in more permeable silt and sand seams or granular fill material overlying less permeable clays. Readings of the monitoring well installed on site will be performed by AECOM, but no water levels were available at the time of this report. Water level readings from the monitoring well should be provided to GESTRA for review and evaluation of the groundwater elevation.

4.0 ANALYSIS AND RECOMMENDATIONS

4.1 GEOTECHNICAL CONSIDERATIONS

Based on information provided, the existing grades are 2 to 6 feet lower than the planned first floor elevation. In the deeper fill areas, due to the presence of the compressible clayey soil layer, the loading from new fill combined with the building slab loads could result in excessive settlement for floor slabs and building foundations. If the building foundations bear in the upper clayey soils, the combined settlement due to the loading of the fill, floor slab and building is estimated to be beyond typical building tolerances. To mitigate the potential settlement of the building foundations, GESTRA is recommending either extending the foundation through the upper clay soils or performing ground improvement before foundation construction. The soil improvement method selected should extend a minimum of 5 feet beyond the building limits.

Based on the anticipated new fill depth and project slab on grade loading (maximum slab dead load 150 psf), we estimate the typical slab settlement at 1/3 inch or less with a maximum of 1/2 inch. The recommendations presented in this report assume these estimates are within the building tolerances. If these estimated settlements are beyond the project tolerances, the project may consider: additional exploration, testing and analysis to refine the settlement estimates; removal of the upper clay and replacement with granular material in areas with planned new fill of 3 feet or greater; or a ground improvement system under the slab on grade. To further evaluate slab on grade settlement, additional design details would be required. If an excavation and replacement option is considered, the project could also correct material for foundation support thereby limiting the potential for foundation over-excavation.

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4.2 SITE PREPARATION

Site preparation should start with removal of surficial topsoil, vegetation, debris or other deleterious material, if encountered. In addition, all unused utilities should be properly rerouted, removed or abandoned. Material removed from the project site should be disposed in accordance with all applicable federal, state, and local regulations. Soil should not be stockpiled near or adjacent to the excavations.

In the building slab on grade and pavement areas, after the initial site preparation described above, we recommend compacting the exposed material. Any areas of significant deflection during compaction may be disked, dried, and re-compacted if weather permits, or removed and replaced with engineered fill. After compaction and before base material is placed, a proof roll is recommended with a minimum 20 ton tri-axle dump truck, or like machinery imparting similar static loading on the soil and moving at no more than walking speed. A geotechnical engineer or their designated representative should be present during the proof roll in order to identify soft or unstable areas, if any, and subsequently recommend remediation procedures.

Based on the relatively high moisture contents (above 20%) observed in the clayey fill and native clay soil near the surface of 5 of the 6 borings, it is likely that majority of the site may show instability when exposed to construction traffic and proof rolls. If instability is observed, these areas could be disked, dried, and re-compacted if weather permits, or removed and replaced with engineered fill.

Site grading should direct runoff away from the planned building slab on grade and pavement areas, and should be maintained throughout construction so that the potential for softening of the subgrade soils is reduced. Equipment and working traffic should also be kept to a minimum on subgrade surfaces, especially during times of precipitation or following spring thaw. The contractor is responsible for maintaining completed earthwork areas. Consideration should be given to installing construction roads or utilizing the existing pavement for construction traffic to reduce disturbance to the subgrade soils.

As a general rule for new fill placement, the lift thickness should not exceed 12 inches for granular soils and 9 inches for cohesive soils and the maximum particle size should be limited to 25% of the lift thickness. Engineered fill placed within the building pad, below foundations or in the pavement subgrade/base course should be compacted to a minimum of 95% of the modified

Proctor dry density value. Structural soil fill should be placed a minimum of five feet beyond the edges of the new building and pavement areas, and an additional foot horizontally for each vertical foot of new fill to be placed to provide adequate lateral confinement. The inorganic site soils free of any construction debris that would be removed from excavations could be reused as structural fill; however, moisture conditioning of the material may be necessary.

The information presented in this report may be used to evaluate the site conditions for construction, but the contractor is responsible for determining site preparation means and methods required to complete the project. An aggressive construction schedule or construction during seasons with limited drying time may not allow for reconditioning of the subgrade and soil correction may require removal and replacement with imported granular fill or use of geogrid with granular fill.

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4.3 FOUNDATION RECOMMENDATIONS

4.3.1 SHALLOW FOUNDATIONS

The foundations for the proposed building can be supported on a typical shallow spread/strip footing system designed for a maximum net allowable soil bearing pressure of 1,500 pounds per square foot (psf) provided the recommendations in this report are followed. Spread foundations designed for a maximum net allowable soil bearing capacity of 1,500 psf should be supported by the native sand soils with a minimum N-value of 5 blows per foot or new engineered fill placed over recommended sand soil. Groundwater was present near the recommended bearing material at 4 of the 6 borings performed. Constructing the foundations on new engineered fill or lean mix concrete placed over recommended bearing material will help limit the impact of the groundwater on the foundation construction.

Table 4-1 provides the depths at each of the test boring locations to the soil recommended for an allowable bearing capacity of 1,500 psf.

Table 4-1: Recommended Excavation Depths

Boring

Location

Existing Surface

Ground Elevation (ft)

Estimated Depth to 1,500 psf

Allowable Bearing Capacity (ft)

Depth (ft) Elevation (ft)

B-1 95.9 6.5 1 89.4

B-2 98.2 9 1 89.2

B-3 97.6 9 1 88.6

B-4 95.3 3.8 91.5

B-5 95.1 6.5 1 88.6

B-6 96.3 6.5 89.8

1. Groundwater encountered near the excavation depth.

Where unsuitable soils are encountered at the foundation elevation, soil correction should consist of additional excavation to remove the unsuitable soils. If the over-excavation is being filled with engineered fill, we recommend the over-excavation be widened at a minimum 1H:1V ratio from the edge of the foundation. The over-excavation can then be filled to grade with suitable engineered fill consisting of a well graded granular material placed in lifts not exceeding 12 inches and compacted to at least 95% of the maximum dry density as determined by the modified Proctor

(ASTM D1557). Alternatively, lean concrete with a minimum compressive strength of 500 psi could be used to fill the over-excavation to grade and lateral over-excavation will not be required.

Based on the current finished floor elevation, the building pad will require fill to attain the subgrade elevation. The excavation depths listed in the above Table will be deeper if performed after the additional building pad fill is placed. Therefore, GESTRA recommends correcting the soil below the foundations prior to placing new fill.

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The depth of excavation required to expose suitable bearing material may vary in areas not explored by GESTRA; therefore, we recommend the foundation excavations be reviewed by a geotechnical engineer or their designated representative to determine when soil suitable to support the recommended bearing capacity is observed.

The shallow foundation design should incorporate a minimum strip footing width of 18 inches and column pad width of 24 inches, even if the allowable bearing capacity has not been fully utilized.

All foundations should bear a minimum of 48 inches below grade for heated structures and 60 inches for unheated structures in order to protect the structure from frost heave. We recommend that foundations also be suitably reinforced in order to compensate for the effects of minor differential movements due to subsurface soil variations.

If the recommendations as stated in this report are used in the design and construction of the proposed buildings, it is our opinion that total settlements will be less than 1 inch.

4.3.2 COMPACTED AGGREGATE PIER RECOMMENDATIONS

As an alternative to shallow foundation design, compacted aggregate piers could be used beneath the building foundations to provide a higher allowable design soil bearing pressure and eliminate the need for excavation below bottom of foundation elevation. In general, aggregate piers consist of drilling a hole into suitable bearing soil and backfilling the excavation with crushed stone in lift and compacting each lift using a crane-suspended downhole vibrator to densify the stone.

Aggregate pier system will generate spoil; however, alternate displacement systems are available that can be installed without generating spoil. The evaluation of the soil conditions along with the specific design is typically provided by a specialty contractor and the soil conditions may require unique construction methods beyond the general description provided above.

A more in depth cost analysis should be performed by a specialty contractor to determine if the cost of aggregate piers will result in an overall lower project cost. The specialty contractor should also determine if vibrations from installing the aggregate piers will affect any nearby utilities or buildings.

4.4 FLOOR SLAB RECOMMENDATIONS

The following recommendations assume our estimated slab settlement is within the building tolerances. As discussed in Section 4.1, if these estimated settlements are beyond the project tolerances, the project may consider: additional exploration, testing and analysis to refine the settlement estimates; removal of the upper clay and replacement with granular material in areas with planned new fill of 3 feet or greater; or a ground improvement system like compacted aggregate piers under the slab on grade.

We recommend that a subgrade reaction modulus of 125 pounds per square inch per inch of deflection (pci) be used in the design of the floor slab at grade. The modulus value was assumed based on clay fill or native clay as the subgrade soils, and assumes a 1-foot plate is used to determine the modulus and should be adjusted for the size of the foundation and confinement effect. We recommend that the floor slabs be suitably reinforced and designed to be separate from the foundation system in order to allow for separate movements. It is recommended that the structural engineer specify the floor slab thickness, reinforcing, joint details and other parameters.

At a minimum, the floor slabs are recommended to be reinforced or the concrete contain an appropriate fiber mesh additive to help control shrinkage cracking.

Page 7 M19073-10

We recommend the installation of a capillary moisture break directly below the slab. It should consist of at least 6 inches of sand or gravel with a maximum particle size of 1 inch containing no more than 10% passing the number 200 sieve (fines) and follow the recommendations of ACI

302.1, Section 4.1. The structural engineer, architect, or manufacturer of a floor covering should determine the need of a vapor barrier, specify the vapor barrier location and consider the concrete curing and the effects of moisture on future flooring materials or building end use. If a vapor retarder is used, we recommend it be placed in accordance with ACI 302.1 Section 3.2 and should meet the requirements of ASTM E1745. The vapor retarder should include proper sealing at penetrations, overlap at joints, and sealing at the interface of the wall and slab and may require an adequate cushion material to prevent damage.

4.5 SEISMIC SITE CLASSIFICATION

Section 1613 of the International Building Code 2015 (IBC) was used to assign a soil site classification. Based on the native soil conditions observed and assuming these are consistent or better to a depth of 100 feet, the soil site classification D (stiff soil) should be used in the structural design of the proposed building. Based on site class D, and mapped spectral response acceleration

Ss and S1 for Madison, Wisconsin, the site coefficient Fa and Fv are 1.6 and 2.4, respectively.

4.6 PAVEMENT RECOMMENDATIONS

Our recommendations below assume the subgrade conditions are consistent with the results of our subsurface testing evaluation and that the subgrade is thoroughly prepared for construction based on the recommendations developed in this report. Additional corrective action may be determined at the time of construction for areas where it is necessary to provide a more consistent subgrade.

The Wisconsin Asphalt Pavement Association (WAPA) Parking Lot Design Guide, AASHTO

2018, and the results of the geotechnical evaluation were used to provide the recommendations for the new asphalt pavement. Based on clayey fill and native clay soils as the subgrade soil, GESTRA recommends that "poor soil" (estimated CBR value between 2 and 5, SSV = 2.5) conditions should be assumed as the subgrade soils. Table 4-2 below presents the recommended hot mix asphalt and base course thicknesses for the new pavement areas for 2 different Traffic Classes. Pavement sections may be modified if the traffic volumes are different than presented below.

Base course material should be placed at moisture content within 2% of optimum and compacted to a minimum of 95% of maximum dry density as determined by the modified Proctor. Hot Mix

Asphalt (HMA) should be placed and compacted following the guidelines of WisDOT Standard

Specifications for Highway and Structure Construction, section 460.3.

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Table 4-2: Pavement Design Recommendations for Parking Lots

Traffic Class Pavement Layer

Type

Thickness

(inches) Material Type

WisDOT

Specifications

Traffic Class I, (automobile driveway and parking lots <50 stalls, 20 year

ESALs < 2 million)1

Hot Mix Asphalt 4.0 LT Section 460

Base Course

(Dense Graded) 10.0

1-1/4 inch

Crushed Stone Section 305

1. Based on Table 3.1 of WAPA Parking Lot Design Guide.

One of the important considerations in designing a high quality and durable pavement is providing adequate drainage. Drainage design for the proposed pavement section is out of GESTRA’s scope for this project. It is important that bird baths (leeching basins) and surface waves are not created during construction of the HMA layer. A proper slope should be allowed and drainage should be provided along the edges of pavements and catch basins to prevent the accumulation of free water within the base course, which otherwise may result in subgrade softening or swelling, and pavement deterioration under exposure and repeated traffic conditions.

Pavement sections presented in the above table should not be used for areas which experience repeated truck traffic, equipment or truck parking areas, entrances and exit aprons, or contain trash dumpster loading zones. In the areas listed above, a Portland Cement Concrete (PCC) pavement should be used. Additionally, a concrete drive is planned for the entrance and exit of the west side of the building. For design of concrete pavement areas, we recommend a subgrade reaction modulus of 125 pounds per square inch per inch of deflection (pci) based on clay fill or native clay in the subgrade.

All pavements require regular maintenance and repair in order to maintain the serviceability of the pavement. These repairs and maintenance are due to normal wear and tear of the pavement surface and are required in order to extend the serviceability life of the pavement. However, after 20 years of service, a normal pavement structure is likely to deteriorate to a point where pavement rehabilitation may be required to maintain the serviceability.

4.7 CONSTRUCTION CONSIDERATIONS

The detailed means and method of excavation and construction should be decided by the contractor and approved by the project design team. Based on the specific site information, geotechnical exploration results and requirements for the proposed structure and pavement, the following issues should be taken in consideration during construction.

Dewatering

Water level readings from the monitoring well installed should be reviewed when available to determine if the water table is significantly different that encountered in our borings as this may affect the recommendations in our report. Based on the soil borings performed, substantial water is not anticipated to be encountered for excavations of 5 feet or less below existing grades. If water

Page 9 M19073-10 is encountered during shallow excavations, we anticipate the appropriate number of temporary sump pits and pumps should be sufficient to remove water in the excavation. If excavations are anticipated to extend below an elevation of 89 feet (as referenced to the elevations on GESTRA soil borings) a formal dewatering plan should be prepared so that the groundwater level is maintained to a depth of 2 feet below the excavation. The contractor should also be prepared to control water from surface run-off and rain, and prevent it from accumulating in excavations or otherwise affecting construction.

Excavation Stability

Caving is a common issue for excavation side walls during construction, especially if fill material, granular soils, and/or water seepage are observed. An excavation plan should be developed and the length of excavation left open should be limited to prevent caving soil from covering the suitable bearing soils.

A temporary soil retention system may also be necessary in order to prevent caving or provide support of surrounding structures or utilities during construction. Providing recommendations or designing the retention system is out of the scope for GESTRA. The contractor must comply with the federal, state, local and updated OSHA regulations during excavation and in retention system design to ensure excavation safety.

Occupational Safety and Health Act (OSHA) has instituted strict standards for temporary construction excavations. These standards are outlined in 29 CFR Part 1926 Subpart P.

Excavations within unstable soil conditions or extending five feet or more in depth should be adequately sloped or braced according to these standards. Excavation safety is the responsibility of the contractor. Material stockpiles or heavy equipment should not be placed near the edge of the excavation slopes. The actual stable slope angle should be determined during construction and will depend upon the loading, soil, and groundwater conditions encountered.

Weather Implications

The subgrade soil or the soil at foundation level might become unstable with exposure to adverse weather such as rain, snow and freezing temperatures. The unstable areas due to weather exposure may require an additional undercut or stabilization and the representative geotechnical engineer should assist with the determination of the depth of additional undercut or stabilization procedure based on observation of the field condition.

Soil Sensitivity

Soil at the construction site will be exposed to moisture and disturbance from construction traffic, construction equipment and human factors. Due to the disturbance, soil may become sensitive with contact of water. Contractor should try to lessen the exposure the soil at the construction site may encounter to moisture and disturbances. Therefore, the foundations, floor slabs and pavements should be constructed immediately after the review of the representative geotechnical engineer.

Existing Fill

The project may require excavation of existing fill material or dewatering during construction.

Handling existing fill material or site water may have special requirements. GESTRA has not evaluated the subsurface conditions with respect to environmental considerations.

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5.0 EXPLORATION AND TESTING PROCEDURES

5.1 LAYOUT AND ELEVATION PROCEDURES

A total of six (6) soil borings were completed at the locations shown on the attached Borehole

Location Map in Appendix I. The location of the borings were selected by AECOM and located in the field by GESTRA.

Elevations of the boreholes were obtained by GESTRA using a surveying level and rod, and referenced to a site benchmark assigned by GESTRA (Floor slab for the Communication Building

(Building 505), EL. 100.0). The boring locations and elevations were not determined by a professional surveyor and should be considered accurate only to the degree implied by the means and methods used to obtain them.

5.2 FIELD TESTING PROCEDURES

The boreholes were drilled using a truck mounted drill rig. The boreholes were initiated and advanced by using hollow stem augers. Mud rotary drilling techniques were used for 2 of the borings, B-4 and B-6, drilled to a depth of 51 feet. Sampling consisted of collecting a 24-inch split spoon sample at the surface, then 18-inches split spoon samples at 2-1/2 foot intervals to a depth of 11 feet. Below a depth of 11 feet spilt spoon samples were collected at 5-foot intervals to the assigned termination depth.

All representative soil samples were taken in general accordance with the “Standard Method for

Penetration Test and Split-Barrel Sampling of Soils” (ASTM D1586). After each sampling, a soil sample was retained and placed in a jar and recorded for type, color, consistency, and moisture, sealed and then transported to the laboratory for further review and testing, if required. The specific drilling method used including the depth, rig type, and crew chief, are included on each of the individual boring logs as it may change for each borehole.

5.3 LABORATORY TESTING PROCEDURES

After completion of drilling operations, all of the retained soil samples were transported to

GESTRA’s laboratory and classified by a geotechnical engineer using the Unified Soil

Classification System (USCS). A chart describing the classification system used is included in

Appendix I of this report. The engineer assigned laboratory testing suited to extract important index properties of the soil layers. These tests included hand penetrometer, moisture content, Atterberg limits percent passing the number 200 sieve, and unconfined compression test.

Page 11 M19073-10

STANDARD OF CARE

Our exploration was limited to evaluating subsurface soil and groundwater conditions pertaining to the proposed project. GESTRA did not perform any environmental, chemical, or hydrogeologic testing as these were not part of our work scope.

This report should be made available in its entirety to bidding contractors for information purposes.

The soil borings and site sketch should not be detached from this report. Our report is not valid if used for purposes other than what is described in the report.

All OSHA regulations such as those regarding proper sloping and temporary shoring of excavations should be followed during the entire construction process.

GESTRA has presented our professional opinions in this report in the form of recommendations.

Our opinions are based on our understanding of current project information and related accepted engineering practices at the time of this report. Other than this, no warranty is implied or intended.

Sincerely, Report Prepared By: Report Reviewed By:

Eric Jeske, P.E. Douglas Dettmers, P.E.

Staff Engineer Senior Engineer

Digitally signed by Douglas Dettmers

Date: 2019.11.12 17:03:10 -06'00'

Digitally signed by Eric Jeske

Date: 2019.11.12 17:04:08 -06'00'

M19073-10

APPENDIX I

SITE LOCATION MAP, BOREHOLE LOCATION MAP, TEST BORING LOGS, GENERAL NOTES AND

SOILS CLASSIFICATION

2223 Industrial Drive Monona, WI 53713 Phone: (608) 222-9406 Fax: (608) 222-9408

Checked by: ESJ

Date: November 4, 2019

Project Name & Location:

ANG Medical Readiness Building Truax Field Madison, Wisconsin

Scale: Not To Scale

Drawing Title:

Site Location Map

Drawing No.: 1 of 1

Project No.: M19073-10

Prepared by: JM

Base map taken Dane County LIO website

N

Project Area

PROPOSED SIDEWALK

EXISTING SIDEWALK

PROPOSED SIDEWALK

PROPOSED ASPHALT

DRIVE

PROPOSED CONCRETE

DRIVE

EXISTING SIDEWALK

EXISTING TRANSFORMER

TO BE RELOCATED

EXISTING FIRE HYDRANT

EXISTING GENERATOR

PROPOSED CONCRETE

DRIVE

216 ft

134 ft

167 ft

50 ft f t f t f t f t

B-5B-5

B-1

B-4 B-3

B-6

B-2

B-2MW

Benchmark Floor Slab of 505 Building

= Borehole Location

GESTRA Engineering, Inc.

2223 Industrial Drive Monona, WI 53713 Phone: (608) 222-9406 Fax: (608) 222-9408

Checked by: DD

Date: November 4, 2019

Project Name & Location:

ANG Medical Readiness Building Truax Field Madison, WI

Scale: 1” = 40’

Drawing Title:

Borehole Location Map

Drawing No.: 1 of 1

Project No.: M19073-10

Prepared by: ESJ

N

CL

SC

SP

24.3

18.4

S S

S S

S S

S S

S S

S S

S S

S S

P200 = 1.0%

1.00

1.25

TOPSOIL (7-inches)

0.6 (95.3)

LEAN CLAY, brown with trace dark brown mottles, moist, stiff, trace sand, with root pieces

4 (91.9) CLAYEY SAND, brown to dark brown, moist, very loose, trace gravel

6.5 (89.4) SAND, light brown, wet, very loose to medium dense, trace gravel

26 (69.9) End of Boring at 26.0 ft.

FIELD LOG

Comments

WET

DRY

10/24/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

95.0

90.0

85.0

80.0

75.0

70.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-1

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/24/2019

LONGITUDE

WATER LEVEL AT COMPLETION: 7 ft. CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA

95.9 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-9408

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio n

WATER ENCOUNTERED DURING DRILLING: 9 ft.

CH

SP

13.2

17.8

24.2

28.3

S S

S S

S S

S S

S S

S S

S S

S S

Driller offset 10 feet north blindrill to set 2 inch well at 20 feet` d = 97.1 pcf T = 120.6 pcf

P200 = 0.5%

1.50- 2.50 (2.4)

0.25- 0.50

TOPSOIL (4-inches)

0.3 (97.9)

SANDY LEAN CLAY, brown to dark brown, moist, trace gravel, (FILL)

3 (95.2) LEAN CLAY, gray, moist, trace sand and gravel, trace root piece, (FILL)

5 (93.2) FAT CLAY, brown, moist, stiff to very stiff

6.5 (91.7) LEAN CLAY, gray, very moist, soft

9 (89.2) SAND, light brown to gray, moist, very loose to medium dense, trace gravel

Wet at 11 feet

26 (72.2) End of Boring at 26.0 ft.

FIELD LOG

Comments

WET

DRY

10/24/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

95.0

90.0

85.0

80.0

75.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-2

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/24/2019

LONGITUDE

WATER LEVEL AT COMPLETION: 10 ft. CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA

98.2 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-9408

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio

WATER ENCOUNTERED DURING DRILLING: 11 ft.

SC

SP

23.5

23.8

S S

S S

S S

S S

S S

S S

S S

S S

Poor recovery due to possible cobbles/boulder

1.00 - 1.25

TOPSOIL (6-inches)

0.5 (97.1)

CLAYEY SAND WITH GRAVEL, dark brown, moist, (FILL)

1.6 (96) LEAN CLAY, brown, moist, trace sand, (FILL)

4 (93.6) LEAN CLAY, brown, moist, stiff

6.5 (91.1) CLAYEY SAND, dark brown, moist, very loose, trace gravel

9 (88.6) SAND, light brown, moist to wet, loose to medium dense, trace gravel

Wet at 10 feet

26 (71.6) End of Boring at 26.0 ft.

FIELD LOG

Comments

WET

DRY

10/23/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

95.0

90.0

85.0

80.0

75.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-3

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/23/2019

LONGITUDE

WATER LEVEL AT COMPLETION: 9 ft. CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA

97.6 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-9408

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio

WATER ENCOUNTERED DURING DRILLING: 10 ft.

SP

22.7

19.5

S S

S S

S S

S S

S S

S S

S S

S S

P200 = 1.6%

Driller converted to mud rotary at 19.5 feet

1.50

2.00

TOPSOIL (8-inches)

0.7 (94.6)

LEAN CLAY, brown to dark brown, moist, stiff to very stiff

With sand in sample SS-2

3.8 (91.5)

SAND, light brown, moist to wet, loose to medium dense, trace gravel, trace to with silt

Wet at 9 feet

26.5 (68.8)

FIELD LOG

Comments

WET

DRY

10/23/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

95.0

90.0

85.0

80.0

75.0

70.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-4

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/23/2019

LONGITUDE

WATER LEVEL AT COMPLETION: NMR CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA w/ RW

95.3 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-9408

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio

SM

S S

S S

S

S

S S

S

S

SAND, light brown, wet, loose to medium dense, trace gravel

32.5 (62.8) SILTY SAND, light brown, wet, loose to medium dense, trace gravel

51 (44.3) End of Boring at 51.0 ft.

FIELD LOG

Comments

WET

DRY

10/23/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

65.0

60.0

55.0

50.0

45.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-4

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/23/2019

LONGITUDE

WATER LEVEL AT COMPLETION: NMR CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA w/ RW

95.3 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-9408

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio

23.46

S S

S S

S S

S S

S S

S S

S S

S S

2.25

TOPSOIL (6-inches)

0.5 (94.6)

LEAN CLAY, brown with trace dark brown mottles, moist, very stiff, trace sand

2.5 (92.6) SAND, light brown, moist to wet, very loose to loose, trace gravel

Gray in sample SS-3

Wet at 9 feet

26 (69.1) End of Boring at 26.0 ft.

FIELD LOG

Comments

WET

DRY

10/24/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

90.0

85.0

80.0

75.0

70.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-5

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/24/2019

LONGITUDE

WATER LEVEL AT COMPLETION: 7 ft. CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA

95.1 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-9408

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio

SP-SC

SP

16.7

24.2

S S

S S

S S

S S

S S

S S

S S

S S

Sample SS-1A

Sample SS-1B

P200 = 92.1%

Driller converted to mud rotary at 11 feet

2.00

TOPSOIL (4-inches)

0.3 (96)

SAND, dark brown to black, moist, with crushed asphalt pieces, (FILL)

1.2 (95.1) LEAN CLAY, brown, moist, trace to with sand, (FILL)

1.7 (94.6) LEAN CLAY, brown, moist, very stiff

4 (92.3) SAND WITH CLAY, brown, very moist, very loose

6.5 (89.8) SAND, light brown, moist to wet, very loose to medium dense, trace gravel

Wet at 9 feet

26.5 (69.8)

FIELD LOG

Comments

WET

DRY

10/23/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

95.0

90.0

85.0

80.0

75.0

70.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-6

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/23/2019

LONGITUDE

WATER LEVEL AT COMPLETION: NMR CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA w/ RW

96.3 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-9408

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio

SM

S S

S S

S

S

S S

S

S

SAND, light brown, wet, very loose to medium dense, trace gravel

Color change to gray in sample SS-11

42.5 (53.8) SILTY SAND, gray wet, loose to medium dense

51 (45.3) End of Boring at 51.0 ft.

FIELD LOG

Comments

WET

DRY

10/23/2019

D ep th ft)

E le va tio n

J. Metzinger

CME 75 (HT)

M19073-10

DRILLING RIG

DRILLING METHODBORING DRILLED BY

R ec ov er y (in

G ra ph ic

Soil Description and Geological Origin for

Each Major Unit

65.0

60.0

55.0

50.0

45.0

LATITUDE

U nc on fin ed C om p.

S tr en gt h (Q u o r Q p) ts f)

M oi st ur e C on te nt

DATE DRILLING STARTED

B lo w C ou nt s

D. Harris

WATER & CAVE-IN OBSERVATION DATA

PROJECT NUMBER

N um be r an d

T yp e B-6

N

V al ue

ANG Medical Readiness Building

DATE DRILLING ENDED

PROJECT NAME

PROJECT LOCATION

SURFACE ELEVATION

Li qu id L im it

10/23/2019

LONGITUDE

WATER LEVEL AT COMPLETION: NMR CAVE DEPTH AFTER 0 HOURS: NMR

SOIL BORING LOG

P la st ic ity In de x

LAB LOG / QC

3¼" HSA w/ RW

96.3 ft

W el l D ia gr am

Gestra Engineering Inc.

2223 Industrial Drive Monona, WI 53713 Phone: 608-222-9406, Fax: 608-222-94084

BORING NUMBER

NOTE: Stratification lines between soil types represent the approximate boundary; gradual transition between in-situ soil layers should be expected.

PAGE NUMBER

WET

DRY

FIRM: Gestra CREW CHIEF: A. Woerpel

WATER LEVEL AFTER 0 HOURS: NMR

CAVE DEPTH AT COMPLETION: NMR

Madison, WI

U S

C S

C la ss ifi ca tio

GESTRA Engineering, Inc server_share\report\10-geotechnical\General Notes.doc

GENERAL NOTES

DRILLING AND SAMPLING SYMBOLS TEST SYMBOLS

SYMBOL

HSA

RWB

_FA

_HA

_DC

_RC

PD

CS

DM

JW

SS

_L

ST

3TP

_TO

W

B

P

_Q

_X

CR

NSR

NMR

DEFINITION

Hollow Stem Auger

Rotary Wash Boring (Mud Drilling)

4”, 6” or 10” Diameter Flight Auger

2”, 4” or 6” Hand Auger

2 1/2” , 4” , 5” or 6” Steel Drive Casing

Size A, B, or N Rotary Casing

Pipe Drill or Cleanout Tube

Continuous Split Spoon Sampling

Drill Mud

Jetting Water

2” O.D. Split Spoon Sample

2 1/2” or 3 1/2” O.D. SB Liner Sample

3” Thin Walled Tube Sample (Shelby Tube)

3” Thin Walled Tube (Pitcher Sampler)

2” or 3” Thin Walled Tube (Osterberg Sampler)

Wash Sample

Bag Sample

Test Pit Sample

BQ, NQ, or PQ Wireline System

AX, BX, or NX Double Tube Barrel

Core Recovery – Percent

No Sample Recovered, classification based on action of drilling, equipment and/or material noted in drilling fluid or on sampling bit.

No Measurement Recorded, primarily due to presence of drilling or coring fluid.

Water Level Symbol

SYMBOL

MC

OC

DD

LL, PL

DEFINITION

Moisture Content - % of Dry Wt. – ASTM D 2216

Organic Content - % of Dry Wt. – ASTM D 2974 Dry Density – Pounds Per Cubic Foot

Liquid and Plastic Limit – ASTM D 4318

Additional Insertions

Qu

Qp

Ts G

SL

OC

SP

PS

FS

pH

SC

CC

C*

Qc*

D.S.* K*

D*

DH*

MA*

R E*

PM*

VS*

IR*

RQD

Unconfined Comp. Strength-psf – ASTM D 2166

Penetrometer Reading – Tons/Square Foot

Torvane Reading – Tons/Square Foot Specific Gravity – ASTM D 854

Shrinkage Limits – ASTM D 427

Organic Content – Combustion Method Swell Pressure - Tons/Square Foot

Percent Swell

Free Swell – Percent Hydrogen Ion Content. Meter Method

Sulfate Content – Parts/ Million, same as mg/L

Chloride Content - Parts/ Million, same as mg/L One Dimensional Consolidation – ASTM D 2453

Triaxial Compression

Direct Shear – ASTM D 3080 Coefficient of Permeability – cm/sec

Dispersion test

Double Hydrometer – ASTM D 4221 Particle Size Analysis – ASTM D 422

Laboratory Receptivity, in ohm – cm – ASTM G 57 Pressuremeter Deformation Modulus – TSF

Pressuremeter Test

Field Vane Shear – ASTM D 2573 Infiltrometer Test – ASTM D 3385

Rock Quality Designation – Percent

*See attached data sheet or graph

WATER LEVEL

Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand, the indicated levels may be considered reliable ground water levels. In clay soil, it may not be possible to determine the ground water level within the normal time required for test borings, except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed texture soils may not indicate the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table. The available water level information is given at the bottom of the log sheet.

DESCRIPTIVE TERMINOLOGY

DENSITY

TERM

Very Loose

Loose

Medium Dense Dense

Very Dense

“N”

VALUE

0-4

4-10

10-30 30-50

Over 50

CONSISTENCY

TERM

Very Soft

Soft Medium Stiff

Stiff

Very Stiff

Hard

Unconfined

Compressive

Strength, (tsf)

<0.25

0.25 - 0.49

0.5 - 0.99

1.0 - 1.99

2.0 - 3.99

4.0+

“N”

VALUE

0-2

2-4 4-8

8-16

16-30

Over 30

Lamination

Layer Lens

Varved

Dry Moist

Wet

Water bearing

Up to 1/2” thick stratum

1/2” to 6” thick stratum 1/2” to 6” discontinuous stratum

Alternating laminations

Powdery, no noticeable water Below saturation

Saturated, above liquid limit

Pervious soil below water

Standard “N” Penetration: Blows per Foot of a 140 Pound Hammer

Falling 30 inches on a 2 inch OD Split Barrel

Sampler

RELATIVE GRAVEL PROPORTIONS RELATIVE SIZES

CONDITION

Coarse Grained Soils

Fine Grained Soils 15-29% + No. 200

15-29% + No. 200

30% + No. 200

30% + No. 200

30% + No. 200

TERM

trace of gravel…