Att 12 - Existing Geotech Report.pdf

TABLE OF CONTENTS

PAGE

FACT SHEET

A. PROJECT UNDERSTANDING

A.1. Geotechnical Scope A.2. Site Location and Description A.3. Project Information

B. EXPLORATORY AND TEST PROCEDURES

B.1. Field Exploration B.2. Laboratory Testing

C. SUBSURFACE CONDITIONS

C.1. Area Geology C.2. Soil Properties C.3. Groundwater Summary

D. SITE PREPARATION

D.1. Building and Pavement Areas D.2. Utilities D.3. Structural Fill D.4. Drainage Considerations D.5. Construction Equipment Mobility

E. FOUNDATIONS

E.1. General Shallow Foundation Considerations E.2. Deep Foundation Alternatives E.3. Floor Slab Subgrade Preparation E.4. Seismic Classification E.5. Lateral Earth Pressures

F. PAVEMENTS

F.1. Pavement Subgrade Preparation F.2. Pavement Design

G. PROJECT SUMMARY

G.1. Limitations

APPENDICES

Appendix A: Boring Location Map Appendix B: Symbols and Nomenclature, Boring Logs

VAMC PT/OT and Prosthetics Center Geotechnical Report Olsson Project No. 012-2159 Grand Junction, Colorado

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A. PROJECT UNDERSTANDING

A.1. GEOTECHNICAL SCOPE

This Geotechnical Report presents the results of the subsurface exploration completed for the proposed VAMC PT/OT and Prosthetics Center in Grand Junction, Colorado. The new center is planned in the northwest quadrant of the Grand Junction VA Medical Center complex. Our geotechnical exploration included ten (10) borings drilled in the vicinity of the new building. The locations of the borings are provided in Appendix A and copies of the boring logs are provided in

Appendix B. This report discusses the subsurface conditions encountered at the borings and provides geotechnical design recommendations for foundations and floor slabs for the proposed structure. Recommendations for pavement thicknesses in associated parking areas are also provided.

A.2. SITE LOCATION AND DESCRIPTION

The Grand Junction VA Medical Center is located southwest of the intersection of North Avenue and North 23rd Street in Grand Junction, Colorado. The new development will occupy approximately 1.5 acres to the west of the existing Medical Center.

The site is bordered by North Avenue to the north, Lincoln Park Golf Course to the west and existing buildings and parking areas associated with the medical center to the south and east.

At the time of drilling, the relatively flat project area was covered with grass, trees and asphaltic concrete drive areas.

The area for the new building was previously occupied by two multi-story buildings and a garage structure which were demolished. We have not been provided with records about the removal of the previous building. The locations of the previous structures can be seen in Figure 1.

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Figure 1: Previous Structures

A.3. PROJECT INFORMATION

Olsson Associates (Olsson) understands the new development will consist of a single story to two-story, slab-on-grade structure, measuring approximately 225 feet by 100 feet in plan dimension. The development will also include a park and a small parking area. The layout of the site is shown in Figure 2.

Previous Multi-Story Structures

Garage

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Figure 2: Building Layout

The building is planned to be either a steel or concrete framed structure. Although only a single-story structure is currently planned, we understand that a future second story will be added to the building. Column loads are expected to range from 185 to 330 kips with wall loads of 700 plf.

The finished floor elevation for the building has not been established at the time of this report.

We expect the floor elevation to be within three feet of the existing ground surface. Less than five feet of new cut and fill is anticipated across the site.

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B. EXPLORATORY AND TEST PROCEDURES

B.1. FIELD EXPLORATION

A track-mounted drilling rig completed 10 soil borings for this project at the approximate locations shown on the boring location plan in Appendix A. Soil boring depths and locations were determined by Olsson prior to drilling and adjusted in the field as necessary for access or to avoid underground utilities or site features.

The borings were drilled to depths ranging from 10 to 45 feet below the existing ground surface.

Soil samples designated as “SS” were obtained with a split barrel sampler during performance of the Standard Penetration Test (SPT). Recovered samples were sealed in plastic containers, labeled, and protected for transportation to the laboratory for testing.

An Olsson geologist prepared field logs of the borings. The final logs, which include the engineer’s interpretation of the field logs based on our laboratory results, are included in

Appendix B.

B.2. LABORATORY TESTING

The soil samples obtained from the borings were returned to our laboratory for observation and testing. We performed laboratory tests on selected samples to evaluate the engineering properties of the recovered soil samples. We completed moisture content tests on all of the split barrel samples. Atterberg limit tests were performed on representative samples across the site to aid in the classification of the soils under the Unified Soils Classification System. Results of the laboratory tests are provided on the boring logs.

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C. SUBSURFACE CONDITIONS

C.1. AREA GEOLOGY

Grand Junction is situated in the Canyon Lands of the Colorado Plateau Physiographic Region.

The city is situated near a midpoint of a 30 mile long valley. Where not disturbed by past activities, the generalized subsurface profile in this area of Grand Junction consists of

Quaternary gravels and alluvial soils underlain by dense sands. Mancos shale bedrock is present at greater depths.

C.2. SOIL PROPERTIES

Soil stratification, as shown on the boring logs, represents soil conditions at the specific boring locations; however, variations may occur between or beyond the borings. The stratification lines represent the approximate boundary between soil types but the actual transition between soil layers may be gradual.

The subsurface soil conditions encountered at the borings generally consisted of low plasticity

(lean) clay soils, with varying amounts of sand and gravel. Fill, consisting of gravel, sand and cobbles, was observed in borings B-2, B-3, B-4, B-5, B-7, B-8 and B-9 to depths of 1 to 2.5 feet.

Borings B-1, B-2, B-4, B-5, B-7, B-8, B-9 and B-10 terminated in the lean clay soils at depths ranging from 10 feet to 20 feet. The clay soils were generally soft to very soft and moist to very moist. Borings B-3 and B-6 extended through the clay soils to the underlying dense sands.

Boring B-3 encountered a layer of gravel from a depth of 39 to 41 feet underlain by dense sand.

Boring B-3 terminated in the sand at 45 feet. Boring B-6 encountered gravel at a depth of 41 feet and terminated in the gravel layer at 42 feet.

C.3. GROUNDWATER SUMMARY

The borings were monitored while drilling and immediately after completion for the presence and level of groundwater. Water levels observed in the borings are noted on the boring logs. At these times, groundwater was observed in Boring B-3 at a depth of approximately 27.5 feet below existing grade, but was not observed in the other borings. These water level observations provide an approximate indication of the groundwater conditions existing on the site at the time the borings were drilled. However, due to the low permeability of the cohesive soils encountered in the borings, longer term monitoring in cased holes or piezometers would be required for a more accurate evaluation of the groundwater conditions. Our review of past explorations at the site indicates that groundwater could be encountered within 10 feet of the ground surface.

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Fluctuations of the groundwater level can occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

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D. SITE PREPARATION

D.1. BUILDING AND PAVEMENT AREAS

At the time of drilling, portions of the project area were covered with grass and other vegetation, as well as asphaltic concrete pavements and gravel. Vegetation and topsoil should be entirely stripped and removed from the site or stockpiled for later use in landscaped or other non-loaded areas. Stripping depths may vary and should be adjusted as necessary to remove all vegetation and root systems.

Two structures were demolished on the site prior to our drilling operations. All remnants of past structures should be removed as well as all unsuitable fill material on site. Following site stripping, the building area should be undercut 22 inches below planned final subgrade elevation to allow for placement of a minimum 18-inch thick layer of well-graded gravel and a 4-inch thick granular leveling course below the floor slabs. The undercut area should extend a minimum of 5 feet laterally outside all building wall lines.

The native clay soils at this site are soft and have high moisture contents. Site clearing, grubbing, and stripping should be completed during periods of dry weather. The exposed subgrade should be evaluated by Olsson prior to the placement of new fill materials. Unstable or unsuitable soils revealed that cannot be adequately densified in-place should be and replaced with new compacted structural fill. New structural fill should be placed and compacted in accordance with the recommendations presented in Section D.3 of this report. Areas to receive new structural fill should be scarified to a minimum depth of eight (8) inches, properly moisture conditioned, and recompacted in accordance with the recommendations of this report.

D.2. UTILITIES

New underground utilities should be installed in accordance with local building codes. The use of granular pipe bedding for new utilities is acceptable and the base of utility trenches should be sloped to remove or redirect potential moisture accumulation away from buildings or to an off-site discharge point. Utility trench backfill is recommended to consist of compacted cohesive structural fill placed in accordance with Section D.3 of this report. Where new utilities will penetrate the footprint of the new structures, it is recommended that a “trench plug” consisting of cohesive structural fill be constructed that extends at least 10 feet outward from the perimeter of the building.

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To help prevent voids below and around the new underground pipes, the utility lines should be bedded on at least 4 inches of approved granular materials meeting the specifications of the pipe manufacturer or local requirements. We recommend that bedding materials extend up to the springline (middle) of the pipe. Granular bedding materials should be tamped or compacted between and around the underground utility lines to fill cavities or voids that may exist and reduce the potential for settlement. The trench may then be backfilled with cohesive structural fill in accordance with Section D.3.

Water infiltration into the utility trenches must also be prevented before, during, and after construction. Excavations should be backfilled with suitable cohesive structural fill to reduce the potential for moisture infiltration and should not be allowed to remain open if rain is anticipated.

D.3. STRUCTURAL FILL

In our opinion, it would be possible to reuse on-site clay soils at this site as structural fill.

Structural fill soils should be relatively free of organic materials (less than about 5 percent by weight) or other unsuitable materials and should not contain particle sizes larger than 3 inches.

We anticipate only minor amounts of regarding at the site. Imported structural fill should consist of well-graded granular, non-expansive material such as pit run, crusher fines or CDOT Class 6 base course. Samples of all potential fill materials should be submitted to Olsson for review prior to use on the site.

Suitable fill materials should be placed in loose lifts of 8 inches or less. The soil should be compacted using equipment that is the appropriate type and properly sized for the job. Within small excavations, such as in footing trenches, utility trenches, or around manholes, vibrating plate compactors, walk behind rollers or jumping jacks can be used to achieve the specified compaction. Lift thicknesses should be reduced to 4 inches in small fill areas requiring hand-operated equipment.

An Olsson field representative should regularly observe and monitor the excavation and grading operations and perform field density tests to document that moisture and compaction requirements are being achieved. Table 1 provides our recommended fill placement recommendations for the site.

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Table 1: Fill Placement Guidelines

Areas of Fill Placement Material Compaction

Recommendation

(ASTM D698-

Standard Proctor)

Moisture Content (% of Optimum)

Granular Leveling Course – 4 Inches Beneath Floor Slab

Clean Rock #57 Stone

65% or Relative Density

As Necessary to Obtain Density

Floor Slab Subgrade – 18 Inches Below Granular Leveling Course

Well-Graded Gravel (such as CDOT Class

6) 95% -2 to +2 percent

On-Site Cohesive soils On-Site

LL < 50

PI < 25

95% -1 to +3 percent

Pavement Subgrade – 12” below pavement

On-Site/Imported Well-Graded Gravel

LL < 50

PI < 25

95% -2 to +2 percent

The moisture content for imported and on-site soils at the time of compaction should generally be maintained between the ranges specified above. More stringent moisture limits may be necessary with certain soils and some adjustments to moisture contents may be necessary to achieve the specified compaction.

D.4. DRAINAGE CONSIDERATIONS

Water should not be allowed to collect at the ground surfaces near foundations, floor slabs, or in areas of new pavements, either during or after construction. Site grading should provide for rapid and efficient drainage of rainfall or surface runoff away from new structures and pavements.

Provisions should be made to quickly remove accumulating seepage water or storm water runoff from excavations. Undercut or excavated areas should be sloped toward one corner to allow rainwater or surface runoff to be quickly collected and gravity drained or pumped from construction areas. Subgrade soils that are exposed to precipitation or runoff should be evaluated prior to the placement of new fill, reinforcing steel, or concrete, to determine if corrective action is required.

Roof drains should discharge directly into the storm sewer to prevent creating localized saturated areas around the building, sidewalks, and pavements.

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D.5. CONSTRUCTION EQUIPMENT MOBILITY

The native soils at this site are soft with high moisture conditions. Reducing equipment mobility problems and managing soft surface soils will be greatly dependent on the severity of the circumstances, the soil types, the construction season, and prevailing weather conditions.

Some general guidelines for reducing equipment mobility problems and addressing potential soft and wet surface soils are as follows:

• Optimize surface water drainage at the site during construction.

• Whenever possible, wait for dry weather conditions to prevail, and do not operate construction equipment on the site during wet conditions. Rutting the surface soils will aggravate the condition and accelerate subgrade disturbance.

• Disk or scarify wet surface soils during periods of favorable weather to accelerate drying. Temporarily compact loose subgrade soils if rain is forecast to promote site drainage and minimize moisture infiltration.

• Use construction equipment that is well suited for the intended job under the existing site conditions. Heavy rubber-tired equipment typically requires better site conditions than light, track-mounted equipment.

• Implement a construction schedule that realistically allows for rain days. Pressure to perform earthwork under a tight schedule is frequently counterproductive.

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E. FOUNDATIONS

Based on the anticipated column loads, in our opinion, the existing soft soils do not appear suitable for directly supporting the building on shallow foundations. In our opinion, deep foundations (such as driven piles or auger cast-in-place piles) or intermediate foundation systems (such as GEOPIER® or Stone Columns) could be used to support the building.

The GEOPIER® soil reinforcement system consists of highly densified aggregate piers. GEOPIER® soil reinforcing elements are typically constructed by excavating a cylindrical cavity (typically 30-inch diameter) with conventional drilling equipment. The soils at the bottom of the cavity are densified and prestressed by repeated impact from a specially designed tamper with a beveled head. The excavation is then backfilled with well-graded crushed stone in compacted lifts. The process effectively prestresses the soils at the bottom of the cavity vertically and the adjacent matrix soils laterally. The resulting subgrade is a composite reinforced aggregate pier and soil matrix of improved shear strength (bearing capacity), stiffness and capacity to control settlement. Stone Columns are similar to GEOPIER®, but use vibration to densify the stone.

These systems could allow use of a shallow foundation system to support the structure. The maximum net allowable soil bearing pressure to be used for design should be determined by the reinforced subgrade specialist.

If the GEOPIER® or stone column system is selected, Quality Assurance testing should be performed during installation, including documentation of the soil conditions encountered, shaft lengths, amount of aggregate used, verification of the modulus test readings, and tests on the compacted aggregate lifts.

E.1. GENERAL SHALLOW FOUNDATION CONSIDERATIONS

Exterior footings and footings in unheated areas should bear at a minimum depth of 3 feet below the lowest adjacent final ground surface. Footings should have a minimum foundation width of 18 inches for continuous footings and 30 inches for isolated column footings. Earth formed trench footings should have a minimum width of 12 inches. Continuous wall footings should be designed with sufficient structural reinforcement to span a minimum of 10 feet when acting as a continuous grade beam under the foundation loads.

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Lightly loaded interior partition walls (applying less than 0.75 kips per lineal foot, klf) may be supported directly on the slab-on-grade floor, although depending on the floor slab design and the specific wall loads, it may be appropriate to increase the floor slab reinforcement or provide a thickened slab cross-section below interior walls. For interior walls with loads greater than

0.75 klf, we recommend that a footing be installed, independent from the floor slab, to properly distribute the wall loads to the underlying soil and reduce the potential for floor slab damage.

After excavation, the foundation subgrade should be observed by an Olsson representative to evaluate that the soils are uniform and consistent with the soils encountered during this exploration. In the event that isolated areas of soft or unsuitable soils are identified, Olsson should be consulted to assist in determining appropriate corrective actions.

After foundation subgrades have been observed and evaluated by an Olsson representative, concrete should be placed as soon as possible to avoid subjecting the exposed soils to drying, wetting, or freezing conditions. If foundation subgrade soils are subjected to such conditions, Olsson should be contacted to reevaluate the foundation bearing materials.

E.2. DEEP FOUNDATION ALTERNATIVES

As an option, a deep foundation system could also be considered for this project. Driven pipe piles or auger cast piles are used often in the area. These foundations would need to extend to competent dense sand and gravel encountered at 40 to 45 feet at this site. In our opinion, deep foundations deriving support in the underlying dense sands could achieve capacities on the order of 40 tons per pile. Higher capacities could be achieved with greater penetration depths and/or load testing. We can provide additional recommendations for the foundation options if required.

E.3. FLOOR SLAB SUBGRADE PREPARATION

We recommend that the upper 18 inches of subgrade soils in the building areas (below a 4-inch thick granular leveling course) consist of well-graded crushed aggregate, such as CDOT Class

6 or equivalent. The aggregate should be placed and compacted to a minimum of 95 percent of the maximum dry density as determined by the standard Proctor test (ASTM

Specification D698). The moisture content of cohesive crushed aggregate material should also be controlled between -2 and +2 percent of the materials optimum.

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The crushed aggregate subgrade should be proofrolled and evaluated by an Olsson representative prior to the placement of the free draining granular leveling course. After recompaction, the subgrade should be proofrolled (if feasible) using a loaded, tandem-axle dump truck or similar rubber-tired equipment weighing at least 20 tons. Proofrolling will detect any localized areas of instability. If unstable soils are encountered and cannot be adequately improved in place, the unsuitable materials should be removed and replaced with additional baserock in accordance with this report.

Once the floor slab subgrade has been evaluated, we recommended that a free draining 4 inch granular leveling course be installed between the concrete floor slab and the 18 inches of crushed aggregate. The 4 inch thick granular leveling course beneath the concrete floor slab should consist of ASTMC-33 size No. 57 stone. If these recommendations are implemented, a subgrade modulus of 150 pounds per cubic inch can be used for the floor slab design.

The use of a synthetic vapor retarder can be used when sensitive flooring and adhesives are utilized and on flooring that does not allow the concrete slab the ability to breathe. Care should be taken to minimize any damage to the barrier during construction and any visual damage should be repaired prior to placement of the aggregate.

The procedures recommended above may not eliminate all future subgrade volume change and resultant floor slab movement. Common construction practice is to tie the slab-on-grade into the foundation elements to limit the impact of differential movement at doorways. Depending on many factors, including the size and shape of the floor area, the location of construction joints in the slab, the rigidity of the slab and foundation connection, and the magnitude of actual movement that occurs, cracks within the floor slab could occur and should be anticipated.

Leaking utility lines or water allowed to accumulate beneath the slab could lead to significant movements of the slab.

E.4. SEISMIC CLASSIFICATION

According to the International Building Code (IBC), soils within the upper 100 feet determine the seismic structural design criteria for the project site. For this project site, we recommend using a

Site Class “D” (Stiff Soil Profile) according to Table 1613.5.2 of the 2009 IBC. This recommendation is based on the soils encountered in the test borings and our understanding of the local geology.

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E.5. LATERAL EARTH PRESSURES

The following soil parameters for retaining walls are provided for use in designing foundation or grade retaining walls subject to lateral earth pressures within newly placed and documented, cohesive structural fill. The parameters are based on the understanding that the retained soils will be similar in composition to the on-site, low plastic soils encountered during this exploration.

Walls which are rigidly restrained at the top and are essentially unable to deflect or rotate should be designed for "at rest" earth pressure conditions. Walls that are unrestrained at the top and are free to deflect or rotate slightly may be designed for "active" earth pressure conditions.

The "passive" earth pressure condition should be used to evaluate the resistance of soil to lateral loads. The recommended earth pressure coefficients in Table 2 are based on our experience with soils in the area. Equivalent fluid densities are frequently used for the calculation of lateral earth pressures for the "at-rest" and "active" conditions and are also provided. The values provided assume that positive drainage is present to prevent hydrostatic forces from developing behind the wall. In addition, the equivalent fluid densities below do not include the effects of surcharge loading.

Table 2: Lateral Earth Pressures

Earth Pressure Coefficient (K) Equivalent Fluid Density (G) Drained Undrained

At Rest (Ko) Cohesive 0.65 70 pcf 92 pcf Granular* 0.45 55 pcf ---

Active (Ka) Cohesive 0.45 50 pcf 85 pcf Granular* 0.30 35 pcf ---

Passive (Kp) Cohesive 2.20 240 pcf Granular* 3.40 400 pcf

* Granular backfill should be permanently drained

These design recommendations are based on the following assumptions:

• For active earth pressure, wall must rotate about base, with top lateral movements 0.002 Z to 0.004 Z (granular) or 0.010 Z to 0.020 Z (clays), where Z is wall height. This is necessary to allow the active condition to develop.

• For passive earth pressure, wall must rotate about base, with top lateral movements 0.020

Z to 0.060 Z (granular) or 0.020 Z to 0.040 Z (clays), where Z is wall height. This is necessary to allow the passive condition to develop.

• All foundation walls should have a permanent drainage system behind the wall that will allow no development of hydrostatic pressure. Moisture collected in the drain system

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Page | 15 should be collected in a sump pit and pumped away from the building or daylight to a location that will gravity drain.

• These soil parameters assume the backfill is level with the top of the wall. If sloping backfill is utilized the values will need to be reevaluated. In addition to slopping backfill, the walls should be designed to resist any surcharge loads, including nearby shallow foundations and traffic loads.

• Lower passive pressures should be utilized if the ground surface slopes downward away from the face of the wall.

• The upper 30 inches do not contribute resistance against horizontal movement if the soil is subject to frost action and seasonal volume change.

• On-site backfill soils having a bulk unit weight of 110 pcf.

• Backfill soils placed within the height of the retaining wall should consist of lean clay and should be tested to verify the lean clays exhibit low plasticity and can achieve a minimum friction angle of 22 degrees.

• Imported granular backfill materials having a minimum friction angle of 33 degrees.

• Uniform surcharge.

• Heavy equipment and other concentrated load components not included.

• No safety factor is included.

To calculate the resistance to sliding on native soil, a coefficient of friction value of 0.30 should be used where the footing bears on suitable approved bearing soil or documented, compacted structural fill. A factor of safety of at least 1.5 to 2 should be applied.

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F. PAVEMENTS

F.1. PAVEMENT SUBGRADE PREPARATION

Pavement subgrades should be prepared in accordance with the recommendations presented in the “Site Preparation” section of this report. Construction scheduling often involves grading and paving by separate contractors and can involve a time lapse between the end of grading operations and the commencement of paving. Disturbance, desiccation or wetting of the subgrade soils between grading and paving can result in deterioration of the previously completed subgrade. If soft areas are identified during the subgrade preparation or if the subgrade soils have been exposed to adverse weather conditions, frost, excessive construction traffic, standing water, or similar conditions, the Olsson should be consulted to determine if corrective action is necessary.

It is important that the pavement subgrade support be relatively uniform, with no abrupt changes in the degree of support. Non-uniform pavement support can occur at the transition from cut to fill areas, or as a result of varying soil moisture contents or soil types, or where improperly placed utility backfill has been placed across or through areas to be paved. Improper subgrade preparation such as inadequate vegetation or demolition debris removal, failure to identify soft or unstable areas by proofrolling, and inadequate or improper compaction can also produce non-uniform subgrade support.

We recommend that the prepared subgrade extend a minimum of 2-feet outside the pavements, where feasible. Olsson should be present during subgrade preparation to observe, document, and test compaction of the materials at the time of placement. As recommended for all prepared soil subgrades, heavy, repetitive construction traffic should be controlled, especially during periods of wet weather, to minimize disturbance. The final prepared subgrade should be proofrolled with a loaded dump truck or similar rubber-tired equipment with a total weight of at least 20-tons, immediately prior to placement of new pavements. Proofrolling operations should be observed and documented by Olsson. Unstable or unsuitable soils revealed by proofrolling should be reworked to provide a stable subgrade or removed and replaced with structural fill.

For subgrade soils prepared in this manner, we recommend using a California Bearing Ratio

(CBR) of 3.0.

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F.2. PAVEMENT DESIGN

Tables 3 and 4 summarize typical pavement sections for asphaltic concrete (AC) with an aggregate base and Portland cement concrete (PCC) with an aggregate base. The sections represent typical minimum thicknesses. Routine maintenance of the pavement will be required, consisting of periodic seal coats and possibly intermediate millings, in addition to regular crack maintenance.

The performance of pavements will be dependent upon a number of factors, including subgrade conditions at the time of paving, rainwater runoff, and traffic. Rainwater runoff should not be allowed to seep below pavements from adjacent areas. Pavements should be sloped approximately 1/4 inch per foot to provide rapid surface drainage.

Table 3: Concrete Pavement (Standard Duty) Depth

(in) Material Designation Material Specification

5.0 Portland Cement Concrete

6.0 Well-Graded granular material

12.0 (min.)

Recompacted subgrade

Table 4: Asphaltic Concrete Pavement (Standard Duty)

Depth

(in) Material Designation Material Specification

6.0

Surface Course

6.0 Well-Graded granular material

12.0 (min.)

Recompacted subgrade

It is also recommended that appropriate sub-drainage or other connection to a suitable gravity outfall be provided to remove water from the drainage layer. The pavement subgrade should be graded to provide positive drainage below the granular base section. Drainage of the granular base is particularly important where two different sections of pavements (such as AC and PCC) abut, so that water does not pond beneath the pavements and saturate the subgrade soils.

Proper drainage below the pavement section helps prevent softening of the subgrade and has a significant impact on pavement performance and pavement life. Therefore, we recommend that a granular blanket drain be constructed at all storm sewer inlets within the pavement areas. The

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Page | 18 blanket drain should consist of clean, crushed stone aggregate extending a minimum of 6 inches below pavement subgrade level. The blanket drains should extend radially a minimum of 8 feet from each of the storm sewer inlets. The grade within the blanket drain should be sloped toward the storm sewer inlet, and weep holes should be drilled through the inlet to provide drainage of the granular section into the inlet. Placement of geotextile filter fabric across the weep holes could be considered to prevent loss of aggregate through the weep holes.

Surface drainage around the pavement and proper maintenance are also important to long-term performance. Curbs should be backfilled as soon as possible after construction of the pavement. Backfill should be compacted and should be sloped to prevent water from ponding and infiltrating under the pavement. All pavement joints should be caulked and any cracks should be quickly patched or sealed to prevent moisture from reaching and softening the subgrade.

The granular base thickness for AC sections should be uniform and the pavement subgrade should be graded to provide positive drainage of the granular base section. The granular section should be graded to adjacent storm sewer inlets and provisions should be made to provide drainage from the granular section into the storm sewer.

Construction traffic on the pavements has not been considered in the above noted typical sections. If construction scheduling dictates that the pavements will be subject to traffic by construction equipment/vehicles, increasing the pavement thickness should be considered to include the effects of additional traffic loading. Construction traffic should not be allowed on partially completed pavements as the pavements will not have adequate structural capacity and could be damaged.

Based on our experience with similar projects, irrigation systems are commonly installed in the landscaped areas adjacent to pavements. If an irrigation system is to be installed, we recommend that consideration be given to installing subsurface drainage lines between irrigated areas and the planned pavements. It has been our experience that subsurface seepage originating from irrigated areas can be substantial and can adversely affect the performance of the pavement subgrade. Therefore, consideration should be given to constructing edge drain lines along the pavements located adjacent to irrigated areas, to intercept and remove subsurface water flowing from beneath the pavements. These lines should be constructed behind the curblines, on the upgradient side of the pavements, and should be sloped to provide positive gravity flow to a suitable outfall.

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G. PROJECT SUMMARY

G.1. LIMITATIONS

The conclusions and recommendations presented in this report are based on the information available regarding the proposed construction, the results obtained from our soil test borings and sampling procedures, the results of the laboratory testing program, and our experience with similar projects. The soil test borings represent a very small statistical sampling of subsurface soils and it is possible that conditions may be encountered during construction that are substantially different from those indicated by the soil test borings. In these instances, adjustments to design and construction may be necessary. This geotechnical report is based on the information provided to Olsson and our understanding of the project as noted in this report.

Changes in the location or design of new structures and/or pavements could significantly affect the conclusions and recommendations presented in this geotechnical report. Olsson should be contacted in the event of such changes to determine if the recommendations of this report remain appropriate for the revised site design.

This report was prepared under the direction and supervision of a Professional Engineer registered in the State of Colorado with the firm of Olsson Associates. The conclusions and recommendations contained herein are based on generally accepted, professional geotechnical engineering practices at the time of this report, within this geographic area. No warranty, expressed or implied, is intended or made. This report has been prepared for the exclusive use of our client and their authorized representatives for specific application to the proposed project described in this report. Should you have any questions, please do not hesitate to contact us.

Respectfully submitted, Olsson Associates

Christy Wilson, E.I. James M. Landrum, P.E.

Assistant Engineer Geotechnical Engineer

APPENDIX A

Boring Location Plan

Boring Location Plan

Scale: n.t.s.

Project No. 012-2159 Grand Junction VA Medical Center

Approved by: CLW Grand Junction, Colorado

Date: 1/17/12

North

B-10

B-2 B-1

B-9

B-8 B-7 B-6

B-5 B-4

B-3

APPENDIX B

Symbols and Nomenclature

Soil Test Boring Logs

SYMBOLS AND NOMENCLATURE

DRILLING NOTES

DRILLING AND SAMPLING SYMBOLS

SS: Split-Spoon Sample ST: Thin-walled Tube Sample GB: Grab Sample PP: Pocket Penetrometer % Rec: Percentage of Thin-walled Tube sample recovered SPT Blow Counts: Standard Penetration Test blows per 6" penetration HSA: Hollow Stem Auger CFA: Continuous Flight Auger N.E.: Not Encountered N.A.: Not Available N.P.: Not Performed

DRILLING PROCEDURES

Soil sampling and standard penetration testing performed in accordance with ASTM D 1586. The standard penetration resistance (SPT) N value is the number of blows of a 140 pound hammer falling 30 inches to drive a 2 inch O.D., 1.4 inch I.D. split-spoon sampler one foot. The thin-walled tube sampling procedure is described by ASTM specification D 1587.

WATER LEVEL MEASUREMENTS

Water levels indicated on the boring logs are levels measured in the borings at the times indicated. In relatively high permeable materials, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with only short-term observations.

SOIL PROPERTIES & DESCRIPTIONS

Soil descriptions are based on the Unified Soil Classification System (USCS) as outlined in ASTM Designations D- 2487 and D-2488. The USCS group symbol shown on the boring logs correspond to the group names listed below.

Group Symbol Group Name Group Symbol Group Name

GW Well Graded Gravel CL Lean Clay GP Poorly Graded Gravel ML Silt GM Silty Gravel OL Organic Clay or Silt GC Clayey Gravel CH Fat Clay SW Well Graded Sand MH Elastic Silt SP Poorly Graded Sand OH Organic Clay or Silt SM Silty Sand PT Peat SC Clayey Sand

PARTICLE SIZE

Boulders 12 in. + Coarse Sand 4.75mm-2.0mm Silt 0.075mm-0.005mm Cobbles 12 in.-3 in. Medium Sand 2.0mm-0.425mm Clay <0.005mm Gravel 3 in.-4.75mm Fine Sand 0.425mm-0.075mm

COHESIVE SOILS COHESIONLESS SOILS

Unconfined Compressive Consistency Strength (Qu) (psf) Relative Density Blows per Foot Very Soft <500 Very Loose 0 - 3 Soft 500 - 1000 Loose 4 - 9 Firm 1001 - 2000 Medium Dense 10 - 29 Stiff 2001 - 4000 Dense 30 - 49 Very Stiff 4001 - 8000 Very Dense ≥ 50 Hard > 8000

14.7

26.3

31.0

26.3

SS

SS

SS

SS

LEAN CLAY

Brown, sandy, silty

Soft, dry to moist, dark brown, sandy, silty

Very soft, very moist, brownish gray, sandy, silty

Soft, very moist, brownish gray, sandy, silty

Very soft, very moist, brownish gray, sandy, silty

BASE OF BORING AT 20.0 FEET

1.5'

7.5'

12.5'

16.0'

20.0'

3-3-1 N=4

1-1-0 N=1

1-1-1 N=2

1-1-0 N=1

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/13/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 1

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4620

L L

/P I

G R

A P

H

IC

L O

G

12/13/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-1

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

DATA/

REMARKS

24.5

27.3

26.9

SS

SS

SS

31/15

FILL

Dry, sandy, gravel

LEAN CLAY

Soft, moist, brown with gray, trace gravel and roots

Very soft, very moist, brownish gray, sandy silty

Soft, very moist, brownish gray, sandy silty

BASE OF BORING AT 15.0 FEET

1.0'

5.0'

9.0'

15.0'

CL 1-1-2

N=3

1-1-0 N=1

1-1-1 N=2

P-200 = 92.6%

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/14/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 1

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4620

L L

/P I

G R

A P

H

IC

L O

G

12/14/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-2

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

15.3

26.4

24.8

25.1

SS

SS

SS

SS

30/15

FILL

Dry, brown, clayey, sandy, gravel

LEAN CLAY

Soft, moist, brownish gray, sandy, silty

Soft, very moist, brownish gray, sandy, silty

Soft, moist, brownish gray, sandy, silty

1.0'

7.5'

12.5'

CL 2-2-2

N=4

1-1-1 N=2

1-2-2 N=4

1-2-1 N=3

P-200 = 87.6%

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/13/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 3

WATER LEVEL OBSERVATIONS

CONTINUED NEXT PAGE

E L

E V

A T

IO

N

(f t)

27.5 ft

27.5 ft

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4619

L L

/P I

G R

A P

H

IC

L O

G

12/13/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-3

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

26.3

26.0

22.5

30.2

SS

SS

SS

SS

Soft, moist, brownish gray, sandy, silty (continued)

Firm, very moist, brownish gray, sandy, silty

Firm, moist, brownish gray, sandy, silty

Very moist, brownish gray with yellowish brown, sandy with gravel

22.5'

30.0'

37.0'

39.0'

1-3-3 N=6

2-2-3 N=5

2-2-3 N=5

3-13-25 N=38

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/13/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 2 of 3

WATER LEVEL OBSERVATIONS

CONTINUED NEXT PAGE

E L

E V

A T

IO

N

(f t)

27.5 ft

27.5 ft

Not Performed

Grand Junction VAMC

L L

/P I

G R

A P

H

IC

L O

G

12/13/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-3

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

22.9SS

GRAVEL

Gray, sandy (continued)

SAND

Coarse grained, dense, moist, brown, trace gravel

BASE OF BORING AT 45.0 FEET

41.0'

45.0'

8-20-25 N=45

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/13/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 3 of 3

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

27.5 ft

27.5 ft

Not Performed

Grand Junction VAMC

L L

/P I

G R

A P

H

IC

L O

G

12/13/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-3

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

24.5

30.1

SS

SS

FILL

Dry, brown, sandy, clayey, gravel, cobbles, rubble

LEAN CLAY

Brown with gray, silty, sandy

Soft, moist, grayish brown, silty, sandy

Soft, very moist, grayish brown, silty, sandy

BASE OF BORING AT 20.0 FEET

1.0'

10.0'

17.5'

20.0'

1-1-1 N=2

0-1-2 N=3

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/14/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 1

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4620

L L

/P I

G R

A P

H

IC

L O

G

12/14/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-4

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

23.0

25.3

25.4

SS

SS

SS

FILL

Lean clay with gravel and cobbles, firm, dry, brown, sandy, silty

LEAN CLAY

Soft, moist,grayish brown, silty, sandy

Soft, very moist, brownish gray, silty, sandy, trace gravel

Soft, very moist, brownish gray, silty, sandy

BASE OF BORING AT 15.0 FEET

1.5'

4.5'

9.0'

15.0'

0-1-2 N=3

1-1-1 N=2

0-1-1 N=2

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/14/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 1

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4619.5

L L

/P I

G R

A P

H

IC

L O

G

12/14/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-5

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

18.5

23.6

27.2

26.5

SS

SS

SS

SS

33/17

LEAN CLAY

Brown, silty, sandy

Soft, moist, grayish brown, sandy

Soft, moist, grayish brown, sandy, trace gravel

Soft, very moist, grayish brown, silty, sandy

2.0'

8.0'

10.0'

20.0'

CL 2-2-2

N=4

0-1-1 N=2

2-2-2 N=4

1-2-1 N=3

P-200 = 96.5%

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/13/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 3

WATER LEVEL OBSERVATIONS

CONTINUED NEXT PAGE

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4620

L L

/P I

G R

A P

H

IC

L O

G

12/13/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-6

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

26.7

26.4

26.2

23.0

SS

SS

SS

SS

Soft, very moist, grayish brown, sandy

Firm, very moist, grayish brown, sandy

Very stiff, moist, grayish brown, sandy

30.0'

38.0'

40.0'

1-2-2 N=4

1-2-2 N=4

1-2-3 N=5

3-7-10 N=17

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/13/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 2 of 3

WATER LEVEL OBSERVATIONS

CONTINUED NEXT PAGE

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

L L

/P I

G R

A P

H

IC

L O

G

12/13/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-6

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

20.3SS

Hard, moist, brownish gray, sandy

GRAVEL

Very dense, moist, gray, with sand

BASE OF BORING AT 42.0 FEET

41.0'

42.0'

14-27-50/" N=77

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/13/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 3 of 3

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

L L

/P I

G R

A P

H

IC

L O

G

12/13/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-6

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

18.0

26.7

28.7

SS

SS

SS

31/14

FILL

Dry, gray with brown, sandy, clayey, gravel, cobbles, rubble

LEAN CLAY

Firm, moist, brownish gray trace yellow brown, sandy, silty

Soft, very moist, brownish gray, sandy, silty

BASE OF BORING AT 15.0 FEET

1.0'

5.0'

15.0'

CL 5-3-3

N=6

0-1-1 N=2

0-1-2 N=3

P-200 = 91.8%

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/14/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 1

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4619.5

L L

/P I

G R

A P

H

IC

L O

G

12/14/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-7

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

12.2

27.6

25.0

29.1

SS

SS

SS

SS

FILL

Dry, gray with brown, clayey sand with gravel

LEAN CLAY

Very stiff, dry to moist, brownish gray, gravel, sandy, silty

Soft, moist to very moist, brownish gray, silty, sandy

BASE OF BORING AT 20.0 FEET

1.0'

4.0'

20.0'

6-10-10 N=20

0-1-1 N=2

2-2-2 N=4

1-2-2 N=4

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/14/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 1

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE ELEV. (ft): 4619

L L

/P I

G R

A P

H

IC

L O

G

12/14/12

CME-55

CW

Power Auger

MATERIAL DESCRIPTION

D E

P T

H (f t)

Grand Junction, Colorado

LOCATION

PROJECT NO.

012-2159

C L

A S

S

IF

IC

A

T

IO

N (U

S C

S

LOG OF BOREHOLE NO. B-8

B L

O W

S /6

N

-V A

L U

E

D R

Y D

E N

S

IT

Y (p cf

) ADDITIONAL

18.6

26.6

SS

SS

DEVELOPED ZONE

FILL

Dry, brown, rubble, silty with clay and sand

LEAN CLAY

Soft, moist, grayish brown, sandy, silty

Soft, very moist, grayish brown, sandy, silty

BASE OF BORING AT 10.0 FEET

0.5'

2.5'

4.0'

10.0'

1-1-1 N=2

0-1-1 N=2

PROJECT NAME

Triple C

OLSSON ASSOCIATES

1802 East 123rd Street Olathe, Kansas 66061

Telephone: 913-829-0078 Fax: 913-829-0258

FINISHED

DRILL RIG

LOGGED BY

12/14/12

HRLC

M O

IS

T

U R

E

U N

C

S T

R

(P P

(t sf

S A

M P

L E

T Y

P E

N U

M B

E R

WD

AB

AD

CLIENT

STARTED

DRILL CO.

DRILLER

METHOD

Sheet 1 of 1

WATER LEVEL OBSERVATIONS

E L

E V

A T

IO

N

(f t)

Not Encountered

Not Encountered

Not Performed

Grand Junction VAMC

APPROX. SURFACE…