Amend 0003 Geotechnical Evaluation Report.pdf

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December 22, 2010 Project SP-10-00328

Kristine Hargreaves, AIA, LEED AP RSP Architects, Ltd.

1220 Marshall St. NE Minneapolis, MN 55413

Re: Geotechnical Evaluation Long Term/Intermediate Psych Unit St. Cloud VA Medical Center 4801 Veterans Drive St. Cloud, Minnesota

Dear Ms. Hargreaves:

We are pleased to present this Geotechnical Evaluation Report for the proposed Long Term/Intermediate Psych Unit building at the Veterans Affairs (VA) Medical Center in St. Cloud, Minnesota. A summary of our results and recommendations are presented below. More detailed results, analyses and recommendations follow the Table of Contents.

Summary of Results

Six borings were completed in the building area. Five of the borings, located in an existing parking lot, initially encountered 5 to 6 inches of bituminous pavement over 8 to 10 inches of aggregate base. The sixth boring encountered about 8 inches of filled topsoil at the surface. The pavement and filled topsoil were underlain with filled poorly graded sand with silt, and silty sand, that extended to depths of approximately 2 to 7 feet. Below the existing fill, the borings encountered glacially deposited soils consisting of poorly graded sand.

Two additional borings were completed within the proposed parking lot area, northeast of the proposed building. These borings encountered about 1 foot of filled topsoil followed by additional existing fill consisting of poorly graded sand with silt that extended to a depth of approximately 2 1/2 feet. Below, the borings encountered glacially deposited poorly graded sand, and poorly graded sand with silt.

Limited penetration resistance testing of the existing fill indicated it was variably but generally compact.

Penetration resistance testing of the glacial sands indicated they were medium dense to dense overall, but locally loose.

Groundwater was observed at depths of 15 1/2 to 20 feet in the completed boreholes, near elevation 1030. Seasonal and annual fluctuations of the groundwater table, however, should be anticipated.

RSP Architects, Ltd.

Project SP-10-00328 December 22, 2010

Summary of Recommendations

Building Area We recommend removing existing pavement, vegetation, topsoil and existing fill from the proposed building footprint prior to cutting or filling to grade, or commencing to excavate for foundations. After completing any additional cuts but prior to placing backfill, additional required fill, or materials for foundation or slab construction, we recommend: (1) scarifying the exposed glacial sands to a depth of at least 6 inches, (2) moistening the sands to moisture contents within 3 percentage points of their optimum moisture contents, and then (3) recompacting the sands to at least 100 percent of their maximum standard Proctor dry densities.

Excavation backfill and additional required fill placed in the building area may consist of on-site filled and glacial sands, or imported sands meeting Minnesota Department of Transportation (Mn/DOT) Specification 3149.2B1 for Granular Borrow.

We recommend sizing the building foundations to exert a maximum net allowable bearing pressure of 5,000 pounds per square foot.

Parking Lot We recommend removing vegetation and topsoil from the proposed parking lot area. After completing any additional cuts but prior to placing backfill and additional required fill, we recommend: (1) scarifying the exposed soils (anticipated to consist of existing fill) to a depth of at least 6 inches, (2) moistening or drying the exposed soils to moisture contents within 3 percentage points of their optimum moisture contents, and then (3) recompacting the exposed soils to at least 100 percent of their standard Proctor maximum dry densities.

Excavation backfill and additional required fill placed in the parking lot area should consist of sand meeting Minnesota Department of Transportation (Mn/DOT) Specification 3149.2B2 for Select Granular Borrow.

Assuming the parking lot subgrade is prepared as recommended, it is our opinion that an R-value of 70 can be assumed for design purposes.

Stormwater Infiltration Based on material classification alone, the Minnesota Stormwater Design Manual recommends limiting the infiltration rate for a granular soil similar to the glacial sands encountered to 0.8 inches per hour (in/hr). Based on a sieve/hydrometer test, however, and considering particle shape and material density, the Carman-Kozeny method predicts an infiltration rate of 13 in/hr. While field infiltration testing should ultimately be performed to validate stormwater design in any case, it is our opinion that an infiltration rate of 10 in/hr is reasonable for this site. We also recommend using a seasonal high groundwater elevation of 1033.

Table of Contents

Description Page

A. Introduction A.1. Project Description A.2. Purpose A.3. Provided Documents and Information A.4. Site Conditions A.5. Boring Locations and Elevations A.6. Scope of Services

B. Results B.1. Exploration Logs

B.1.a. Log of Boring Sheets B.1.b. Geologic Origins

B.2. Geologic Profile B.2.a. Building Area B.2.b. Parking Lot Area B.2.c. Penetration Resistance Testing B.2.d. Groundwater

C. Basis for Recommendations C.1. Design Details

C.1.a. Proposed Building C.1.b. Proposed Parking Lot C.1.c. Precautions Regarding Changed Information

C.2. Design and Construction Considerations D. Recommendations

D.1. Building Pad Preparation D.1.a. Excavations D.1.b. Subgrade Improvement D.1.c. Placement and Compaction of Backfill and Fill D.1.d. Excavation Support D.1.e. Dewatering

D.2. Spread Footings D.2.a. Embedment D.2.b. Subgrade Improvement D.2.c. Net Allowable Bearing Pressure D.2.d. Settlement

D.3. Below Grade Walls D.3.a. Below Grade Wall Backfill D.3.b. Seepage Control D.3.c. Lateral Earth Pressure

Table of Contents (continued)

Description Page

D.4. Interior Slabs D.4.a. Subgrade Modulus D.4.b. Moisture Vapor Protection

D.5. Exterior Slabs D.6. Parking Lot

D.6.a. Subgrade Preparation D.6.b. R-value D.6.c. Materials and Compaction

D.7. Stormwater Infiltration D.7.a. Infiltration Rate D.7.b. Seasonal High Groundwater Table

D.8. Construction Quality Control D.8.a. Excavation Observations D.8.b. Materials Testing D.8.c. Cold Weather Precautions

E. Procedures E.1. Penetration Test Borings E.2. Material Classification E.3. Groundwater Measurements

F. Qualifications F.1. Variations in Subsurface Conditions

F.1.a. Material Strata F.1.b. Groundwater Levels

F.2. Continuity of Professional Responsibility F.2.a. Plan Review F.2.b. Construction Observations and Testing

F.3. Use of Report F.4. Standard of Care

Appendix Soil Boring Location Sketch Descriptive Terminology Fence Diagram of Borings Log of Boring Sheets ST-1 through ST-8 Grain Size Accumulation Curve

A. Introduction

A.1. Project Description

The United States Department of Veterans Affairs (VA) is planning to construct a new Long Term/Intermediate Psych Unit building on its St. Cloud VA Medical Center campus in St. Cloud, Minnesota. The proposed 19,000 square-foot building will be a pre-cast concrete structure with one story above-grade and a below-grade crawl space with a concrete slab. The building will also be designed for a future second story. There will also be a new parking lot constructed as part of the proposed project.

The Soil Boring Location Sketch included in the Appendix shows the proposed building and parking lot, along with the locations of exploratory boring completed for the project.

A.2. Purpose

The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed building, the parking lot, and stormwater infiltration features (pond or permeable pavement).

A.3. Provided Documents and Information

To facilitate our evaluation, we were provided with the following documents and information:

Bruce Corzine, AIA of RSP Architects, Ltd. (RSP) provided us with an electronic copy of the site survey for the proposed building and parking lot area. The survey included existing site conditions, and was used as the base for our Soil Boring Location Sketch, included in the Appendix.

Mr. Corzine also provided us with design information for the proposed building.

David Galey, PE, LEED, AP of Van Sickle, Allen & Associates provided us with structural loading information for the proposed building.

December 22, 2010

A.4. Site Conditions

The site of the proposed building is currently a bituminous-paved parking lot located north of Building 28, and west of Building 9. There are landscaped islands in the parking lot with concrete curb, and storm drains with associated underground storm sewer lines. The area of the proposed parking lot is located northeast of the proposed building, west of Building 109. This area is currently grass turf with several scattered trees.

A.5. Boring Locations and Elevations

Boring locations and surface elevations at the boring locations were determined using GPS (Global Positioning System) technology that utilizes the Minnesota Department of Transportation's permanent GPS Virtual Reference Network (VRN). The boring locations are shown on the Boring Location Sketch included in the Appendix; elevations are shown on the Log of Boring sheets.

A.6. Scope of Services

Our scope of services for this project was originally submitted in the form of a cost estimate tabulation to Ms. Kristine Hargreaves, AIA, NCARB, LEED-AP of RSP. Our tabulation was incorporated into a contract prepared by RSP and signed by RSP and Braun. Tasks performed in accordance with our contracted services included:

Staking prospective exploration locations and determining ground surface elevations at the borings.

Coordinating the locating of underground utilities near the exploration locations.

Performing eight standard penetration test borings – six to a depth of 30 feet and two to a depth of 15 feet.

Preparing this report containing a CAD-generated sketch, boring logs, a summary of the geologic materials encountered, and recommendations for structure subgrade preparation, bearing capacity for foundation design, lateral earth pressure criteria for below-grade wall design, a recommended R-value for pavement design, and a recommended infiltration rate for stormwater infiltration.

December 22, 2010

B. Results

B.1. Exploration Logs

B.1.a. Log of Boring Sheets Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and describe the geologic materials that were penetrated, and present the results of penetration resistance tests performed within them, penetration test samples retrieved from them, and groundwater measurements. A fence diagram summarizing the borings is also included in the Appendix.

Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings.

Because sampling was not performed continuously, the strata boundary depths are only approximate.

The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions.

B.1.b. Geologic Origins Geologic origins assigned to the materials shown on the logs and referenced within this report were based on visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, penetration resistance testing performed for the project, and available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past.

B.2. Geologic Profile

B.2.a. Building Area Six borings were completed in the building area. Five of the borings, located in an existing parking lot, initially encountered 5 to 6 inches of bituminous pavement over 8 to 10 inches of aggregate base. The sixth boring encountered about 8 inches of filled topsoil at the surface. The pavement and filled topsoil were underlain with filled poorly graded sand with silt, and silty sand, that extended to depths of approximately 2 to 7 feet. Below the existing fill, the borings encountered glacially deposited soils consisting of poorly graded sand.

December 22, 2010

B.2.b. Parking Lot Area Two additional borings were completed within the proposed parking lot area, northeast of the proposed building. These borings encountered about 1 foot of filled topsoil followed by additional existing fill consisting of poorly graded sand with silt that extended to a depth of approximately 2 1/2 feet. Below, the borings encountered glacially deposited poorly graded sand, and poorly graded sand with silt.

B.2.c. Penetration Resistance Testing Limited penetration resistance testing of the existing fill indicated it was variably but generally compact.

Penetration resistance testing of the glacial sands indicated they were medium dense to dense overall, but locally loose.

B.2.d. Groundwater Groundwater was observed at depths of 15 1/2 to 20 feet in the completed boreholes, near elevation 1030. Seasonal and annual fluctuations of the groundwater table, however, should be anticipated.

C. Basis for Recommendations

C.1. Design Details

C.1.a. Proposed Building The proposed building will be a pre-cast concrete structure with a below-grade crawl space and one above-grade level. It will however, be designed to accommodate one future above-grade level. The proposed lowest floor elevation is 1041, and first-floor is about 1048. Interior and perimeter column loads will be a maximum of 500 kips (500,000 pounds) each. The exterior wall loads will be a maximum of 12 kips per lineal foot (12,000 pounds per lineal foot).

C.1.b. Proposed Parking Lot A bituminous-paved parking lot will be added northeast of the proposed building as part of the proposed construction. Portions of the parking lot may incorporate pervious pavement, or there will be an infiltration basin incorporated into the sitework for the parking lot. We assume that the parking lot will be subjected to relatively light automobile traffic.

December 22, 2010

C.1.c. Precautions Regarding Changed Information We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, we should be notified. New or changed information could require additional evaluation, analyses and/or recommendations.

C.2. Design and Construction Considerations

Based on subsurface soil and groundwater information obtained from the soils borings and analysis, the site appears to be well suited for the proposed construction. However, the following should be considered with respect to design and construction of the proposed building and parking lot:

Based on the soils encountered in the borings and our knowledge of the site conditions, there are existing fill soils present within the proposed building area. These fill soils appear to be the result of both filling during construction of the parking lot and backfilling utility trenches. These fill materials likely were not placed with the intention of supporting a building, and may contain debris and organic material (as encountered in Borings ST-3 and ST-5), which could consolidate and lead to detrimental settlement of the building foundations and slabs. Therefore, the existing fill material, as well as any utilities should be removed from the entire building pad area. Soils containing organic material or debris should not be reused below foundations or slabs.

We do not anticipate groundwater will be an issue during building construction, be dewatering will be necessary for utility installations if the invert depths are shallower than about 15 feet.

Based on the borings, the existing fill soils encountered in Borings ST-7 and ST-8 appear to be suitable to remain inplace below the proposed parking lot. Given the shallow depth of existing fill soils, moisture-conditioning and compaction should be sufficient treatment of the existing fill soils. However, hand augers should be performed through these soils, or test pits observed by a geotechnical engineer or technician, at various locations throughout the proposed parking lot.

The purpose of the hand augers or test pits is to evaluate whether the fill soils contain any organic materials or debris.

The infiltration rate recommended by the Minnesota Stormwater Manual based on soil classification on this site is conservative. We calculate a much higher infiltration rate based on our laboratory tests and application of the Carman-Kozeny method. Due to the

December 22, 2010 variable nature of infiltration based on location and elevation, in-situ infiltration tests should be performed at the basin or pavement subgrade. Double-ring infiltrometer tests are preferred, and Guelph permeameter tests are also feasible.

D. Recommendations

D.1. Building Pad Preparation

D.1.a. Excavations We recommend removing existing pavement, vegetation, topsoil and additional existing fill from below the building footprint prior to completing required cuts or placing required fill. Existing utilities and associated backfill should also be removed. Excavation depths are anticipated to range between 2 and 7 feet, though deeper excavations may be required.

D.1.b. Subgrade Improvement After completing any additional cuts but prior to placing backfill, additional required fill, or materials for foundation or slab construction, we recommend: (1) scarifying the exposed glacial sands to a depth of at least 6 inches, (2) moistening the sands to moisture contents within 3 percentage points of their optimum moisture contents, and then (3) recompacting the sands to at least 100 percent of their maximum standard Proctor dry densities.

D.1.c. Placement and Compaction of Backfill and Fill Excavation backfill and additional required fill placed in the building area may consist of on-site filled and glacial sands, or imported sands meeting Minnesota Department of Transportation (Mn/DOT) Specification 3149.2B1 for Granular Borrow.

We recommend spreading backfill and fill in loose lifts of approximately 12 inches. We recommend compacting backfill and fill in accordance with the criteria presented below in Table 1. The relative compaction of utility backfill should be evaluated based on the structure below which it is installed, and vertical proximity to that structure.

December 22, 2010

Table 1. Compaction Recommendations Summary

Reference Relative Compaction, percent (ASTM D 698 – standard Proctor)

Below foundations 98

Below slabs 98

Below pavements, within 3 feet of subgrade elevations 100

Below pavements, more than 3 feet below subgrade elevations

Below landscaped surfaces 90

D.1.d. Excavation Support The filled and glacial sands are Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. As such, the excavations should be maintained at gradients equal to or flatter than 1 1/2:1 (horizontal:vertical) or be shored.

D.1.e. Dewatering We do not anticipate groundwater will be encountered in excavations for the building. If surface water enters the excavations, sump pumps should be sufficient for removal. However, if excavations are expected to extend at least 15 feet below the surface for utility installations, we recommend drawing down the water table locally with sand points prior to excavating.

D.2. Spread Footings

D.2.a. Embedment Footings at crawl space depth may bear directly below the slabs. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with canopies, stoops or sidewalks 60 inches below the lowest exterior grade.

D.2.b. Subgrade Improvement To enhance subgrade uniformity and strength, and more efficiently accommodate the anticipated moderate to heavy foundation loads, we recommend compacting the soils exposed at foundation subgrade elevations to at least 100 percent of their maximum standard Proctor dry densities.

D.2.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a maximum net allowable bearing pressure of 5,000 pounds per square foot (psf). This value includes a safety factor of at least 3.0 with regard to bearing capacity failure.

December 22, 2010

D.2.d. Settlement We estimate that total and differential settlements among the footings will amount to less than 1 inch and 1/2 inch, respectively, under the reported loads.

D.3. Below Grade Walls

D.3.a. Below Grade Wall Backfill To limit earth pressures on the basement walls and to promote downward percolation of surface water, we recommend using onsite poorly graded sand as backfill against the basement walls. The backfill and fill should be placed in lifts not exceeding 1 foot in thickness. The walls should be braced prior to placing backfill and fill against them.

We recommend compacting wall backfill in accordance with Table 1 in Section D.1.

D.3.b. Seepage Control Based on the groundwater observations made in the borings and the proposed construction, we do not anticipate groundwater will impact the basement. However, we recommend providing a minimum of 2 feet of clean sand backfill against the below-grade walls, or alternatively, installing a synthetic drain layer. The clean sand drainage layer should consist of sand or gravel containing fewer than 5 percent particles passing a #200 sieve and 50 percent passing a #40 sieve.

D.3.c. Lateral Earth Pressure Any below-grade walls will have lateral loads transmitted to them from the surrounding soils. We recommend the following lateral earth pressures be used for below-grade wall design. These values do not include a factor of safety. A factor of safety should be incorporated as part of the structural design analysis.

Table 2. Lateral Equivalent Fluid Pressure Wall Backfill

Soil Type Active Condition

(psf per foot of depth) At Rest Condition

(psf per foot of depth) Passive Condition

(psf per foot of depth)

Poorly graded sand 30 45 400

December 22, 2010

D.4. Interior Slabs

D.4.a. Subgrade Modulus We recommend using a modulus of subgrade reaction, k, of 200 pounds per square inch per inch of deflection (pci) to design the slabs.

D.4.b. Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be place immediately beneath the slab. Some contractors prefer to bury the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor retarder or barrier.

Regardless of where the vapor retarder or barrier is placed, we recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances.

D.5. Exterior Slabs

Exterior slabs will generally be underlain with granular soils varying in texture from poorly graded sand to silty sand. The silty sand is considered frost-susceptible, and could contribute to frost heave. If exterior slabs will be sensitive to movement, we recommend removing silty sands and replacing them with poorly graded sands. We recommend sloping exterior slabs to drain away from the proposed building.

D.6. Parking Lot

D.6.a. Subgrade Preparation We recommend removing vegetation and topsoil from the proposed parking lot area. After completing any additional cuts but prior to placing backfill and additional required fill, we recommend having a geotechnical engineer or technician observe the subgrade and perform hand auger borings to determine if there are organic materials or debris that need to be removed. Subsequent to this observation and evaluation, we recommend: (1) scarifying the exposed soils (anticipated to consist of existing fill) to a depth of at least 6 inches, (2) moistening or drying the exposed soils to moisture contents within 3 percentage points of their optimum moisture contents, and then (3) recompacting the exposed soils to at least 100 percent of their standard Proctor maximum dry densities.

December 22, 2010

Excavation backfill and additional required fill placed in the parking lot area should consist of sand meeting Minnesota Department of Transportation (Mn/DOT) Specification 3149.2B2 for Select Granular Borrow.

D.6.b. R-value Laboratory tests to determine an R-value for pavement design were not included in the scope of this project. Assuming the parking lot subgrade is prepared as recommended, however, it is our opinion that an R-value of 70 can be assumed for design purposes.

D.6.c. Materials and Compaction We recommend specifying crushed aggregate base meeting the requirements of Mn/DOT Specification 3138 for Class 5. We recommend that the bituminous wear and base courses meet the requirements of Specifications 2360, Type LV3 or LV4.

We recommend that the aggregate base be compacted to a minimum of 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous pavement be compacted to at least 92 percent of the maximum theoretical Rice density.

D.7. Stormwater Infiltration

D.7.a. Infiltration Rate Based on material classification alone, the Minnesota Stormwater Design Manual recommends limiting the infiltration rate for a granular soil similar to the glacial sands encountered to 0.8 inches per hour (in/hr). Based on a sieve/hydrometer test, however, and considering particle shape and material density, the Carman-Kozeny method predicts an infiltration rate of 13 in/hr. While field infiltration testing should ultimately be performed to validate stormwater design in any case, it is our opinion that an infiltration rate of 10 in/hr is reasonable for this site.

D.7.b. Seasonal High Groundwater Table We recommend using a seasonally high groundwater table of 1033 for infiltration design.

D.8. Construction Quality Control

D.8.a. Excavation Observations We recommend having a geotechnical engineer observe all excavations related to subgrade preparation, December 22, 2010 spread footing and slab-on-grade construction. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations.

D.8.b. Materials Testing We recommend density tests be taken behind basement walls and below pavements. We also recommend slump, air content and strength tests of Portland cement concrete.

D.8.c. Cold Weather Precautions If site grading and construction is anticipated during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill.

Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete should not be placed on frozen subgrades. Concrete should be protected from freezing until the necessary strength is attained. Frost should not be permitted to penetrate below footings.

E. Procedures

E.1. Penetration Test Borings

The penetration test borings were drilled with a truck-mounted core and auger drill equipped with hollow-stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test samples were taken at 2 1/2- or 5-foot intervals. Actual sample intervals and corresponding depths are shown on the boring logs.

E.2. Material Classification

The geologic materials encountered were visually and manually classified in accordance with ASTM International Standard Practice D 2488. A chart explaining the classification system is attached. Samples were sealed in jars and returned to our facility for review and storage.

December 22, 2010

E.3. Groundwater Measurements

The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal. The boreholes were then backfilled as noted on the boring logs.

F. Qualifications

F.1. Variations in Subsurface Conditions

F.1.a. Material Strata Our evaluation, analyses and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation and thickness away from the boring locations.

Variations in subsurface conditions present between boring locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be re-evaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them.

F.1.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the boring logs, and interpreted in the text of this report. It should be noted that the observation period was relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors.

F.2. Continuity of Professional Responsibility

F.2.a. Plan Review This report is based on a limited amount of information, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes

December 22, 2010 have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications.

F.2.b. Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility.

F.3. Use of Report

This report is for the exclusive use of RSP Architects, Ltd., and their design and construction team.

Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects.

F.4. Standard of Care

In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made.

Appendix

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(Horizontal distance not to scale) Fence Diagram: Point to Point

Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

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9" of Aggregate Base.

FILL: Silty Sand, fine- to coarse-grained, with a trace of Gravel, dark brown, moist.

FILL: Poorly Graded Sand with Silt, fine- to coarse-grained, with Gravel, brown, moist.

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, moist, loose to medium dense.

(Glacial Outwash)

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, waterbearing, medium dense.

(Glacial Outwash)

END OF BORING.

Water observed at 16 feet while drilling.

Water down 6 feet with cave-in depth of 6 1/2 feet immediately after withdrawal of auger.

Boring immediately backfilled.

An open triangle in the water level (WL) column indicates the depth at which groundwater was first observed while drilling.

Jetting water used to wash sand out of the auger below the 25-foot depth.

Jetting water used to wash sand out of the auger below the 30-foot depth.

1044.7 1043.9 1043.1

1038.1

1029.1

1014.1

0.4 1.2 2.0

7.0

16.0

31.0

LOCATION: See sketch.

ST-1

11/24/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-1 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

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N G

.G

PJ

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2/

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Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1045.1

Depth feet

0.0

BIT

AGG

FILL

SP

SP

5" of Bituminous.

10" of Aggregate Base.

FILL: Poorly Graded Sand with Silt, fine- to coarse-grained, brown, moist.

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, moist, medium dense.

(Glacial Outwash)

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, waterbearing, medium dense to very dense.

(Glacial Outwash)

END OF BORING.

Water observed at 20 feet while drilling.

Water down 15 1/2 feet with 29 1/2 feet of hollow-stem auger in the ground.

Water not observed to cave-in depth of 6 1/2 feet immediately after withdrawal of auger.

Boring immediately backfilled.

Jetting water used to wash sand out of the auger below the 30-foot depth.

1045.5 1044.6 1043.9

1030.4

1014.9

0.4 1.3 2.0

15.5

31.0

LOCATION: See sketch.

ST-2

11/24/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-2 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

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N G

.G

PJ

B

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D T

2/

/1

:0

Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1045.9

Depth

BIT

AGG

FILL

SP

SP

6" of Bituminous.

8" of Aggregate Base.

FILL: Silty Sand, fine- to coarse-grained, slightly organic, dark brown to black, moist.

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, moist, medium dense.

(Glacial Outwash)

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, waterbearing, dense to medium dense.

(Glacial Outwash)

END OF BORING.

Water observed at 21 feet while drilling.

Water down 16 feet with 29 1/2 feet of hollow-stem auger in the ground.

Boring immediately backfilled.

No sample recovery.

No sample recovery.

1045.6 1044.9 1044.1

1030.1

1015.1

0.5 1.2 2.0

16.0

31.0

LOCATION: See sketch.

ST-3

11/26/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-3 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

RI

N G

.G

PJ

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D T

2/

/1

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Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1046.1

Depth

BIT

AGG

FILL

SP

SP

5" of Bituminous.

8" of Aggregate Base.

FILL: Clayey Sand, with Gravel, brown, moist.

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, moist, medium dense.

(Glacial Outwash)

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, waterbearing, dense to loose.

(Glacial Outwash)

END OF BORING.

Water observed at 16 feet while drilling.

Water down 17 feet with 29 1/2 feet of hollow-stem auger in the ground.

Water not observed to cave-in depth of 7 feet immediately after withdrawal of auger.

Boring immediately backfilled.

Jetting water used to wash sand out of the auger below the 25-foot depth.

No sample recovery.

1045.6 1044.9

1042.0

1030.0

1015.0

0.4 1.1

4.0

16.0

31.0

LOCATION: See sketch.

ST-4

11/24/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-4 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

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N G

.G

PJ

B

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D T

2/

/1

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Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1046.0

Depth

BIT

AGG

FILL

SP

SP

6" of Bituminous.

8" of Aggregate Base.

FILL: Silty Sand, fine- to coarse-grained, slightly organic, dark brown to black, moist.

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, moist, medium dense.

(Glacial Outwash)

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, waterbearing, medium dense.

(Glacial Outwash)

END OF BORING.

Water observed at 20 feet while drilling.

Boring immediately backfilled.

No sample recovery.

No sample recovery.

1046.7 1046.0 1045.2

1027.2

1016.2

0.5 1.2 2.0

20.0

31.0

LOCATION: See sketch.

ST-5

11/26/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-5 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

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N G

.G

PJ

B

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D T

2/

/1

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Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1047.2

Depth

TS

FILL

SP

SP

FILL: Clayey Sand, organic, with a trace of Gravel, black, wet.

FILL: Silty Sand, fine- to coarse-grained, with Gravel, dark brown, moist.

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, moist, medium dense to dense.

(Glacial Outwash)

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, waterbearing, medium dense to very dense.

(Glacial Outwash)

END OF BORING.

Water observed at 20 feet while drilling.

Water down 17 1/2 feet with 29 1/2 feet of hollow-stem auger in the ground.

Boring immediately backfilled.

Jetting water used to wash sand out of the auger below the 15 1/2-foot depth.

Jetting water used to wash sand out of the auger below the 25-foot depth.

1046.7

1043.5

1030.0

1016.5

0.8

4.0

17.5

31.0

LOCATION: See sketch.

ST-6

11/24/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-6 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

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N G

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B

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2/

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Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1047.5

Depth

TS

FILL

SP-

SM

FILL: Lean Clay, with roots, organic, black, wet.

FILL: Poorly Graded Sand with Silt, fine- to coarse-grained, brown, moist.

POORLY GRADED SAND with SILT, fine- to coarse-grained, with Gravel, brown, moist, medium dense.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring immediately backfilled.

See Grain Size Accumulation Curve in the Appendix.

1045.1

1043.8

1030.3

1.2

2.5

16.0

LOCATION: See sketch.

ST-7

11/24/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-7 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

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N G

.G

PJ

B

RA

U

N .G

D T

2/

/1

:0

Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1046.3

Depth

TS

FILL

SP

FILL: Lean Clay, with roots, organic, black, wet.

FILL: Poorly Graded Sand with Silt, fine- to coarse-grained, brown, moist.

POORLY GRADED SAND, fine- to coarse-grained, with Gravel, brown, moist, loose to dense.

(Glacial Outwash)

END OF BORING.

Water observed at 16 feet while drilling.

Water not observed with 14 1/2 feet of hollow-stem auger in the ground.

Boring immediately backfilled.

1044.5

1043.2

1029.7

1.2

2.5

16.0

LOCATION: See sketch.

ST-8

11/24/10 1" = 5'DATE:METHOD:

BORING:

SCALE:DRILLER:

(S ee

D es cr ip tiv e

T er m in ol og y sh ee t f or e xp la na tio n of a bb re vi at io ns

BPF Tests or NotesWLDescription of Materials (Soil- ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Braun Intertec Corporation ST-8 page 1 of 1

3 1/4" HSA, AutohammerM. Nolden

L O G O F B O R I N G

SP-10-00328

LO

G

O F

BO

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N G

.G

PJ

B

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D T

2/

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Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

Symbol

Elev.

feet

1045.7

Depth

0.0010.010.1110

GRAVEL

SAND

SILT

CLAY

10.8% 84.0% 4.5% 0.8%

D60=0.491 D30=0.224 D10=0.156

Cu=3.1 Cc=0.7

CLASSIFICATION:

GRAVEL

COARSE MEDIUM

FINES

GRAIN SIZE ACCUMULATION CURVE (ASTM)

COARSE FINE SILT CLAYFINE

SAND

BORING: ST-7 SAMPLE: 3 DEPTH: 4.5'-6.0'

PARTICLE DIAMETER, mm

20010040 60201043/8"1/2"3/4"1"3"

P E

R C

E N

T P

A S

S

IN

G

Braun Intertec CorporationSP-10-00328

G S

AS

TM

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PJ

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D T

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Braun Project SP-10-00328 Geotechnical Evaluation Long Term/Intermediate Psych Unit VA Medical Center - 4801 Veterans Drive St. Cloud, Minnesota

U.S. SIEVE SIZES