Amend 0003 Geotechnical Evaluation Report 140404.pdf

AA/EOE Providing engineering and environmental solutions since 1957

Braun Intertec Corporation 3900 Roosevelt Road, Suite 113 Saint Cloud, MN 56301

Phone: 320.253.9940 Fax: 320.253.3054 Web: braunintertec.com

April 4, 2014 Project B14-00593

Mr. Evan Aljoe LHB, Inc.

701 Washington Avenue South, Suite 200 Minneapolis, MN 55401

Re: Geotechnical Evaluation St. Cloud VA Main Drive and Parking Lot Reconstruction St. Cloud VA Campus St. Cloud, Minnesota

Dear Mr. Aljoe:

We are pleased to present this Geotechnical Evaluation Report for the proposed pavement reconstruction project. A summary of our results and recommendations is presented below. More detailed information and recommendations follow the Table of Contents.

Summary of Results

We completed 21 borings along portions of the existing pavements on campus. The borings encountered 2 1/2 to 8 1/4 inches of bituminous surfacing. Concrete was encountered below the bituminous in 11 of the borings. The concrete had thicknesses ranging from 6 to 8 inches. Where concrete was not encountered, the borings encountered 4 to 12 inches of aggregate base. Silty sand fill underlain by poorly graded sand was generally encountered below the pavements. Portions of the silty sand were slightly organic.

Summary of Recommendations

There are several options for reconstructing the pavements. Each option is discussed in the attached report.

Remarks

Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Steve Thayer at 320.980.3187 or sthayer@braunintertec.com.

Sincerely, BRAUN INTERTEC CORPORATION

Steve A. Thayer, PE Mark W. Gothard, PE Associate Principal/Senior Engineer Principal Engineer

Table of Contents

Description Page

A. Introduction

A.1. Project Description

A.2. Purpose

A.3. 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. Geologic Materials

B.2.b. Groundwater

C. Analyses and Recommendations

C.1. Design Details

C.1.a. Proposed Construction

C.1.b. Pavements and Traffic Loads

C.1.c. Precautions Regarding Changed Information

C.2. Design Considerations

C.2.a. Overlay

C.2.b. Mill and Overlay

C.2.c. Reclamation and Paving

C.2.d. Complete Removal and Replacement

C.2.e. Underlying Concrete Pavement

C.3. Recommendations

C.3.a. Borings ST-1 through ST-6

C.3.b. Borings ST-7 through ST-12

C.3.c. Borings ST-13 through ST-15

C.3.d. Borings ST-16 through ST-19

C.3.e. Borings ST-20 and ST-21

C.3.f. Subgrade Corrections

C.3.g. Proof Roll

C.3.h. Design Sections

C.3.i. Materials and Compaction

C.4. Construction Quality Control

C.4.a. Excavation Observations

C.4.b. Materials Testing

C.4.c. Pavement Subgrade Proofroll

C.4.d. Cold Weather Precautions

D. Procedures

D.1. Penetration Test Borings

Table of Contents (continued)

Description Page

D.2. Material Classification and Testing

D.2.a. Visual and Manual Classification

D.3. Groundwater Measurements

E. Qualifications

E.1. Variations in Subsurface Conditions

E.1.a. Material Strata

E.1.b. Groundwater Levels

E.2. Continuity of Professional Responsibility

E.2.a. Plan Review

E.2.b. Construction Observations and Testing

E.3. Use of Report

E.4. Standard of Care

Appendix Boring Location Sketch Descriptive Terminology Log of Boring Sheets ST-1 through ST-21

A. Introduction

A.1. Project Description

This Geotechnical Evaluation Report addresses the pavement reconstruction for portions of the roads and parking lots at the St. Cloud VA Campus. The scope of the project is illustrated in the map in the

Appendix.

A.2. Purpose

The purpose of our geotechnical evaluation is to characterize subsurface geologic conditions at selected boring locations and evaluate their impact on the design and construction of the pavements.

A.3. Scope of Services

Our scope of services for this project was originally submitted as a Proposal to Mr. Evan Aljoe of LHB, Inc.

We received authorization to proceed from Mr. Aljoe on February 27, 2014. Tasks performed in accordance with our authorized scope of services included:

Staking the boring locations and coordinating the locating of underground utilities near each boring location.

Performing 21 penetration test borings to a depth of 5 feet.

Performing 21 bituminous pavement cores.

Preparing this report containing a sketch, exploration logs, a summary of the geologic materials encountered and recommendations for overlaying or reconstructing the existing bituminous pavements.

LHB, Inc.

Project B14-00593 April 4, 2014

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 and other in-situ tests performed within them, organic vapor screening, laboratory tests performed on penetration test samples retrieved from them, and groundwater measurements.

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: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance testing performed for the project, and (4) 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. Geologic Materials

We completed 21 borings within the existing portions of the pavements on campus. Bituminous surfacing was encountered in all of the borings. Concrete pavement was encountered below the bituminous in 11 of the borings. The material thickness and condition of the bituminous is summarized in the following table.

Pavement Summary

Location

Bituminous Thicknesses (in) Concrete

Thickness (in) Aggregate Base Thickness (in) Stripping Severity

Core Notes Top Middle Bottom

ST-1 2 -- 1 1/2 7 -- Bottom-med. Top seal coat

ST-2 2 -- 1 1/2 8 --

Top-mild, bottom-med to sev.

Top seal coat

ST-3 2 -- 1 1/2 8 -- Bottom-mild to med. Top seal coat

ST-4 2 -- 2 8 -- Bottom-mild to sev. Top seal coat

ST-5 2 3/4 -- -- 7 -- Mild at bottom Top seal coat

ST-6 2 3/4 -- -- 7 -- Mild at bottom Top seal coat

ST-7 2 1/2 -- 2 -- 6 Bottom-med to sev. Top seal coat

ST-8 1 1/2 2 2 9 -- Bottom-med to sev. Top seal coat

ST-9 2 2 1 3/4 8 --

Middle-mild, bottom-med to sev.

Top seal coat

ST-10 2 -- 2 -- 7 Bottom-mild Top seal coat

ST-11 2 1/2 2 1/2 3 6 -- Bottom-mild Top seal coat

ST-12 2 3 1/2 2 3/4 -- -- Bottom-mild Top seal coat

ST-13 1 1/2 -- 2 1/2 -- 12 Top-mild Open matrix in top layer

ST-14 1 -- 1 1/2 -- 12 Bottom-mild Top seal coat

ST-15 1 3/4 -- 1 -- 12 Bottom-sev. Top seal coat

ST-16 2 1/2 -- 1 8 -- Bottom-mild to med. Top seal coat

ST-17 1 -- 2 -- 5

Top-med, bottom-med to sev.

Severe stripping between layers

ST-18 2 3/4 -- 3 1/4 -- 6

Top-severe, bottom-mild Top seal coat

ST-19 3 1/2 -- 2 1/2 6 -- Bottom-sev.

Bottom layer split into 2 layers. Top seal coat

ST-20 1 3/4 -- 1 1/4 -- 4

Bottom-med.

Seal coat between layers

ST-21 1 3/4 -- 1 1/4 -- 4

Bottom-med to sev.

Seal coat between layers

1Sev = severe, Med = medium 2This layer appeared to be either asphalt treated aggregate base layer or severely stripped bituminous.

Below the pavements, the borings generally encountered silty sand fill over naturally deposited poorly graded sand. In some of the borings, the silty sand appeared to be slightly organic, indicating it was likely old topsoil used as fill. The table below summarizing the general materials encountered in each of the borings. Organic soils are noted in bold.

Pavement and Subgrade Soil Summary

Location Bituminous

Thickness (in) Concrete

Thickness (in) Aggregate Base Thickness (in) Subgrade Soils

ST-1 3 1/2 7 none SM, dkbn to 2’ over SP, bn

ST-2 3 1/2 8 none SM, dkbn to 2’ over SP, bn

ST-3 3 1/2 8 none SM, bk to 1 1/2’ over SP, bn

ST-4 4 8 none SM, bk to 4’ over SP, bn

ST-5 2 3/4 7 none SM, dkbn to 2’ over SP, bn

ST-6 2 3/4 7 none SM, bn to 3’, SM, bk to 4’ over SP, bn

ST-7 4 1/2 none 6 SM, dkbn to 1 1/2’ over SP, bn

ST-8 5 1/2 9 none SM, bk to 2’, SM, dkbn to 3’ over SP, bn

ST-9 5 3/4 8 none SM, dkbn to 4’ over SP, bn

ST-10 4 none 7 SM, dkbn to 4’ over SP, bn

ST-11 8 6 none SP, bn

ST-12 8 1/4 none SM, bn to 2’ over SP, bn

ST-13 4 none 12 SM, dkbn to 2’ over SP, bn

ST-14 2 1/2 none 12 SM, dkbn

ST-15 2 3/4 none 12 SP, bn to 4’ over SM, dkbn

ST-16 3 1/2 8 none SM, bn to 3’ over SP, bn

ST-17 3 none 5 SM, dkbn to 1 1/2’ over SP, bn

ST-18 6 none 6 SM, bk to 2’ over SM, dkbn to 3’ over SP, bn

ST-19 6 6 8 SP, bn

ST-20 3 none 4 SM, dkbn to 2’ over SP, bn

ST-21 3 none 4 SM, dkbn to 3’ over SP, bn

1SP – Poorly graded sand, SM – Silty sand, dkbn – dark brown, bk – black, bn – brown

B.2.b. Groundwater

Groundwater was not observed as our borings were advanced. Based on the moisture contents of the geologic materials encountered, it appears that groundwater was below the depths explored.

Seasonal and annual fluctuations of groundwater, however, should be anticipated.

C. Analyses and Recommendations

C.1. Design Details

C.1.a. Proposed Construction

The St. Cloud VA is planning to resurface the main entrance drive and several parking lots. The existing pavements are bituminous-surfaced. Options that are being considered include overlay, mill and overlay, reclamation and paving or complete removal and repaving. Grades will remain generally near existing grades.

C.1.b. Pavements and Traffic Loads

We have assumed that pavements will be subjected to no more than 150,000 equivalent 18-kip single axle loads (ESALs) over an assumed design life of 10 to 20 years.

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 Considerations

C.2.a. Overlay

The pavements generally appear to be suitable for overlaying. However, existing cracking will reflect through to the surface relatively quickly, unless significant effort is invested in repairing the existing cracks.

C.2.b. Mill and Overlay

Typically, it is desirable to leave a minimum of 1 inch of bituminous in place after milling. Assuming a 1

1/2 to 2 inch milling depth, it appears this will be possible. However, many of the bituminous cores indicated severe stripping in the bottom portion of the pavements. Based on the conditions of the bituminous cores, we are concerned that the pavement remaining after milling will not have adequate strength to support the construction equipment and will likely break up during paving. This should be considered only in select areas of the project.

The expected life of a mill and overlay will generally range from 7 to 18 years and is heavily contingent on the surface condition of the pavement at the time of rehabilitation. Pavements exhibiting extensive or high severity thermal cracking, load-related (fatigue) cracking, potholes or other distresses indicative of aged pavement will have a greatly reduced service life and may require pre-overlay repair, such as full-depth patching, as part of construction. Because cracking will inevitably and quickly reflect through the new pavement, an overlay will also require maintenance early in its service life.

C.2.c. Reclamation and Paving

The alignments that don’t have concrete underlying the bituminous appear to be favorable for reclamation. There appears to be adequate thicknesses of bituminous and aggregate base to allow reclamation to a depth of at least 8 inches. It also appears the layer thickness will provide an approximate 50-50 blend of recycled bituminous and aggregate base that is desired for reclaimed materials.

C.2.d. Complete Removal and Replacement

The sites are suitable for this method of repaving, however, removal of the existing concrete pavement will be significant. We anticipate subgrade corrections will be necessary in the areas with organic soils within the subgrades. This will likely include Borings ST-3, ST-4, ST-8 and ST-18.

C.2.e. Underlying Concrete Pavement

In general, the concrete underlying the bituminous is likely providing a stable base for the bituminous pavement. However, it is also likely trapping water between the layers and accelerating stripping from the bottom of the bituminous layer. Also, rigid concrete panels will heave if frost-susceptible soils become saturated and freeze below them, and expand and contract with heating and cooling. If the concrete is left in place below the new bituminous, we anticipate the concrete joints and significant cracks will reflect through to the surface of the pavement after only 1 or 2 freeze/thaw cycles.

An option for leaving the concrete in place and reducing the reflective cracking is to break the concrete in place into generally 18-inch size pieces, then compact the concrete and seat it into the subgrade. The concrete is then overlaid with bituminous. This method is known as “crack and seat”.

C.3. Recommendations

As outlined in the options above, If existing pavement is left inplace, the life of the new pavement will be reduced due to reflective cracking and movement from the pavements below. If the life reduction and associated maintenance are not acceptable, we recommend removing the existing bituminous and concrete and completely reconstructing the roads starting with subgrade corrections.

If the concrete removal is too costly, we recommend considering variations of pavement rehabilitation throughout this project. Below is a discussion for each area.

C.3.a. Borings ST-1 through ST-6

For the main entrance drive (Veterans Drive to the intersection at Building 1), we recommend considering removal of all the bituminous, to the level of the concrete. The concrete can be left in place, but the reflective vertical and horizontal cracking noted above should be considered. Crack and seat of the concrete layer could also be considered.

C.3.b. Borings ST-7 through ST-12

For the drive and parking areas from Building 1 and west (Boring ST-7 through ST-12), we recommend considering milling 2 inches of bituminous from the surface and overlaying the remaining bituminous.

C.3.c. Borings ST-13 through ST-15

For the parking lots south of Building 1 (Borings ST-13 through ST-15), we recommend either; completely removing the bituminous, shaping and repaving, or full depth reclamation of the existing pavement. The reclaimed material could be used as aggregate base for the new bituminous layer.

C.3.d. Borings ST-16 through ST-19

For the drive and parking area in the areas of Borings ST-16 through ST-19, it is our opinion consideration can be given to milling a portion of the pavement in the areas of Borings ST-16 and ST-18. The cores at

Borings ST-17 and ST-19 indicate the bituminous is in very poor condition and should be completely removed or reclaimed.

C.3.e. Borings ST-20 and ST-21

The drive area where Borings ST-20 and ST-21 were completed should be reclaimed in place or completely removed and replaced.

C.3.f. Subgrade Corrections

We recommend removing the slightly organic soils (black soils) within 3 feet of the bottom of the aggregate base for the pavement. The organic soils should be replaced with nonorganic sand meeting

MnDOT Specification 3149.2B2 for Select Granular soil.

C.3.g. Proof Roll

Prior to placing any new aggregate base material, we recommend proofrolling pavement subgrades to determine if the subgrade materials are loose, soft or weak, and in need of further stabilization, compaction or subexcavation and recompaction or replacement. A second proofroll should be performed after the aggregate base material is in place, and prior to placing bituminous or concrete pavement.

C.3.h. Design Sections

Laboratory tests to determine an R-value for pavement design were not included in the scope of this project. Based on our experience with similar soils, however, it is our opinion that an R-value of 30 can be assumed for design purposes.

C.3.i. Materials and Compaction

We recommend specifying crushed aggregate base meeting the requirements of Minnesota Department of Transportation (MnDOT) Specification 3138 for Class 5. We recommend that the bituminous wear and base courses meet the requirements of Specifications 2360, Type SP.

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.

C.4. Construction Quality Control

C.4.a. Excavation Observations

We recommend having a geotechnical engineer observe all excavations related to subgrade preparation and pavement construction. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations, and the adequacy of required excavation oversizing.

C.4.b. Materials Testing

We recommend density tests be taken in excavation backfill and additional required fill placed below pavements.

We recommend tests on bituminous mixes to evaluate strength and air voids, and density tests to evaluate compaction.

We also recommend slump, air content and strength tests of Portland cement concrete.

C.4.c. Pavement Subgrade Proofroll

We recommend that proofrolling of the pavement subgrades be observed by a geotechnical engineer to determine if the results of the procedure meet project specifications, or delineate the extent of additional pavement subgrade preparation work.

C.4.d. 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.

D. Procedures

D.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 continuously. Actual sample intervals and corresponding depths are shown on the boring logs.

D.2. Material Classification and Testing

D.2.a. Visual and Manual Classification

The geologic materials encountered were visually and manually classified in accordance with ASTM

Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in jars or bags and returned to our facility for review and storage.

D.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.

E. Qualifications

E.1. Variations in Subsurface Conditions

E.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 exploration locations.

Variations in subsurface conditions present between exploration 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.

E.1.b. Groundwater Levels

Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation periods were 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.

E.2. Continuity of Professional Responsibility

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

E.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.

E.3. Use of Report

This report is for the exclusive use of the parties to which it has been addressed. 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.

E.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

- Denotes approximate soil boring location

ST1

ST2

ST3

ST4

ST5

ST6

ST7 ST8 ST9

ST10

ST11

ST12

ST13

ST14

ST15

ST16

ST17

ST18

ST19

ST20

ST21

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

SThayer Oval

Descriptive Terminology of Soil Standard D 2487 - 00 Classification of Soils for Engineering Purposes (Unified Soil Classification System)

Rev. 7/07

DD Dry density, pcf WD Wet density, pcf MC Natural moisture content, % LL Liqiuid limit, % PL Plastic limit, % PI Plasticity index, % P200 % passing 200 sieve

OC Organic content, % S Percent of saturation, % SG Specific gravity C Cohesion, psf

Angle of internal friction qu Unconfined compressive strength, psf qp Pocket penetrometer strength, tsf

Liquid Limit (LL)

Laboratory Tests

Pl as tic ity

In de x (P

I)

Drilling Notes

Standard penetration test borings were advanced by 3 1/4” or 6 1/4” ID hollow-stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated on logs.

Standard penetration test borings are designated by the prefix “ST” (Split Tube). All samples were taken with the standard 2” OD split-tube sampler, except where noted.

Power auger borings were advanced by 4” or 6” diameter continuous-flight, solid-stem augers. Soil classifications and strata depths were in-ferred from disturbed samples augered to the surface and are, therefore, somewhat approximate. Power auger borings are designated by the prefix “B.”

Hand auger borings were advanced manually with a 1 1/2” or 3 1/4” diameter auger and were limited to the depth from which the auger could be manually withdrawn. Hand auger borings are indicated by the prefix “H.”

BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as “N” value. The sampler was set 6” into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6” increments and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6” increments, respectively.

WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required.

WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required.

TW indicates thin-walled (undisturbed) tube sample.

Note: All tests were run in general accordance with applicable ASTM standards.

Particle Size Identification Boulders ............................... over 12” Cobbles ............................... 3” to 12” Gravel

Coarse ............................ 3/4” to 3” Fine ................................. No. 4 to 3/4”

Sand Coarse ............................ No. 4 to No. 10 Medium ........................... No. 10 to No. 40 Fine ................................. No. 40 to No. 200

Silt ....................................... No. 200, PI 4 or below “A” line

Clay ..................................... No. 200, PI 4 and on or above “A” line

Relative Density of Cohesionless Soils

Very loose ................................ 0 to 4 BPF Loose ....................................... 5 to 10 BPF Medium dense ......................... 11 to 30 BPF Dense ...................................... 31 to 50 BPF Very dense ............................... over 50 BPF

Consistency of Cohesive Soils Very soft ................................... 0 to 1 BPF Soft ....................................... 2 to 3 BPF Rather soft ............................... 4 to 5 BPF Medium .................................... 6 to 8 BPF Rather stiff ............................... 9 to 12 BPF Stiff ....................................... 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Hard ....................................... over 30 BPF

a. Based on the material passing the 3-in (75mm) sieve.

b. If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name.

c. Cu = D60 / D10 Cc = (D30)

D10 x D60

d. If soil contains 15% sand, add “with sand” to group name.

e. Gravels with 5 to 12% fines require dual symbols:

GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay

f. If fines classify as CL-ML, use dual symbol GC-GM or SC-SM.

g. If fines are organic, add “with organic fines” to group name.

h. If soil contains 15% gravel, add “with gravel” to group name.

i. Sands with 5 to 12% fines require dual symbols:

SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay

j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay.

k. If soil contains 10 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant.

l. If soil contains 30% plus No. 200, predominantly sand, add “sandy” to group name.

m. If soil contains 30% plus No. 200 predominantly gravel, add “gravelly” to group name.

n. PI 4 and plots on or above “A” line.

o. PI 4 or plots below “A” line.

p. PI plots on or above “A” line.

q. PI plots below “A” line.

Poorly graded sand h

Peat

Well-graded gravel d

PI plots on or above “A” line

PI 7 and plots on or above “A” line j

PI 4 or plots below “A” line j

Fi ne

-g ra in ed

S oi ls o r m or e pa ss ed th e

N o.

s ie ve

C oa rs e-gr ai ne d

So ils m or e th an

0% re ta in ed o n N o.

s ie ve

Soils Classification

Gravels More than 50% of coarse fraction retained on No. 4 sieve

Sands 50% or more of coarse fraction passes No. 4 sieve

Silts and Clays Liquid limit less than 50

Highly Organic Soils

Silts and clays Liquid limit 50 or more

Primarily organic matter, dark in color and organic odor

Group Symbol

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests a

Group Name b

GW

GP

GM

GC

SW

SP

SM

CL

ML

OL

OL

SC

Poorly graded gravel d

Silty gravel d f g

Clean Gravels 5% or less fines e

Gravels with Fines More than 12% fines e

Clean Sands 5% or less fines i

Sands with Fines More than 12% i

Fines classify as ML or MH Fines classify as CL or CH Clayey gravel d f g

Well-graded sand h

Fines classify as CL or CH Fines classify as ML or MH Silty sand f g h

Clayey sand f g h

Inorganic

Organic Liquid limit - oven dried Liquid limit - not dried

0.75

Inorganic

Organic

PI plots below “A” line

Lean clay k l m

Liquid limit - oven dried Liquid limit - not dried

0.75

CH

MH

OH

OH

Fat clay k l m

Elastic silt k l m

Organic clay k l m n

Organic silt k l m o

Organic clay k l m p

Organic silt k l m q

Cu 6 and 1 Cc 3 C

PT

Cu 4 and 1 Cc 3 C

Cu 4 and/or 1 Cc 3 C

Cu 6 and/or 1 CC 3 C

0 10 16 20 30 40 50 60 70 80 90 100 110

“U ” L ine

“A” L ine

ML or OL

MH or OHCL o r O

L

CH o r O

H

CL - ML

Silt k l m

BIT

CONC

FILL

SP

3 1/2" of Bituminous.

7" of Concrete.

FILL: Silty Sand, fine- to medium-grained, trace of Gravel, dark brown, frozen.

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.9

2.0

5.0

Braun Intertec Corporation ST-1 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-1

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth feet

0.0

BIT

CONC

FILL

SP

3 1/2" of Bituminous.

8" of Concrete.

FILL: Silty Sand, fine- to medium-grained, trace of Gravel, dark brown, frozen.

POORLY GRADED SAND, fine- to medium-grained, with Gravel, brown, frozen to 4 feet then moist.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.9

2.0

5.0

Braun Intertec Corporation ST-2 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-2

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

FILL

SP

3 1/2" of Bituminous.

8" of Concrete.

FILL: Silty Sand, fine-grained, black, frozen.

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

1.0

1.5

5.0

Braun Intertec Corporation ST-3 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-3

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:5

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

FILL

SM

4" of Bituminous.

8" of Concrete.

FILL: Silty Sand, fine-grained, slightly organic, black, frozen.

SILTY SAND, fine-grained, dark brown, frozen, dense.

(Alluvium)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

1.0

4.0

5.0

Braun Intertec Corporation ST-4 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-4

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:5

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

FILL

SP

2 3/4" of Bituminous.

7" of Concrete.

FILL: Silty Sand, fine- to medium-grained, dark brown, frozen.

POORLY GRADED SAND, fine- to medium-grained, with Gravel, brown, frozen.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.9

2.0

5.0

Braun Intertec Corporation ST-5 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-5

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:5

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

FILL

SM

SP-

SM

2 3/4" of Bituminous.

7" of Concrete.

FILL: Silty Sand, fine- to medium-grained, with Gravel, brown, frozen.

SILTY SAND, fine-grained, black, frozen.

(Topsoil)

POORLY GRADED SAND with SILT, fine-grained, brown, frozen.

(Alluvium)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.9

3.0

4.0

5.0

Braun Intertec Corporation ST-6 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-6

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:5

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

FILL

SP

4 1/2" of Bituminous.

6" of Aggregate Base.

FILL: Silty Sand, fine- to medium-grained, dark brown, frozen.

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.9

1.5

5.0

Braun Intertec Corporation ST-7 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-7

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:5

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

FILL

SM

SP

5 1/2" of Bituminous.

9" of Concrete.

FILL: Silty Sand, fine-grained, slightly organic, black, frozen.

SILTY SAND, fine-grained, dark brown, frozen.

(Alluvium)

POORLY GRADED SAND, fine- to medium-grained, with Gravel, brown, frozen.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.4

1.2

2.0

3.0

5.0

Braun Intertec Corporation ST-8 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-8

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:5

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

FILL

SP

5 3/4" of Bituminous.

8" of Concrete.

FILL: Silty Sand, fine- to medium-grained, with Gravel, dark brown, frozen.

POORLY GRADED SAND, fine- to medium-grained, with Gravel, brown, frozen.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.5

1.2

4.0

5.0

Braun Intertec Corporation ST-9 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-9

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:5

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

FILL

SP

4" of Bituminous.

7" of Aggregate Base.

FILL: Silty Sand, fine- to medium-grained, dark brown, frozen.

POORLY GRADED SAND, fine-grained, brown, moist.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.9

4.0

5.0

Braun Intertec Corporation ST-10 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-10

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

SM

CONC

FILL

SP

8" of Bituminous

3" of Sand.

6" of Concrete.

FILL: Silty Sand, fine-grained, brown, frozen.

POORLY GRADED SAND, fine- to medium-grained, with Gravel, brown, frozen.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.7 0.9

1.4

2.0

5.0

Braun Intertec Corporation ST-11 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-11

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

FILL

SP

8 1/4" of Bituminous.

FILL: Silty Sand, fine-grained, brown, frozen.

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.8

2.0

5.0

Braun Intertec Corporation ST-12 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-12

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

FILL

SP

SP

4" of Bituminous.

12" of Aggregate Base.

FILL: Silty Sand, fine-grained, dark brown, frozen.

POORLY GRADED SAND, fine-grained, brown, moist, medium dense.

(Glacial Outwash)

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

1.3

2.0

4.0

5.0

Braun Intertec Corporation ST-13 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-13

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

FILL

2 1/2" of Bituminous.

12" of Aggregate Base.

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

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

1.3

5.0

Braun Intertec Corporation ST-14 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-14

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

FILL

FILL

2 3/4" of Bituminous.

12" of Aggregate Base.

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

FILL: Silty Sand, fine- to medium-grained, dark brown, frozen.

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

1.3

4.0

5.0

Braun Intertec Corporation ST-15 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/21/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-15

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

FILL

SP

3 1/2" of Bituminous.

8" of Concrete.

FILL: Silty Sand, fine- to medium-grained, with Gravel, brown, frozen.

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.9

3.0

5.0

Braun Intertec Corporation ST-16 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/24/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-16

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

FILL

SP

3" of Bituminous.

5" of Aggregate Base.

FILL: Silty Sand, fine- to medium-grained, with Gravel, dark brown, frozen.

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3

0.8

1.5

5.0

Braun Intertec Corporation ST-17 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/24/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-17

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

TS

SM

SP

6" of Bituminous.

6" of Aggregate Base.

SILTY SAND, fine-grained, slightly organic, black, frozen.

(Topsoil)

SILTY SAND, fine-grained, dark brown, frozen.

(Alluvium)

POORLY GRADED SAND, fine-grained, brown, moist.

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.5

1.0

2.0

3.0

5.0

Braun Intertec Corporation ST-18 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/24/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-18

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

CONC

AGG

SP

6" of Bituminous.

6" of Concrete.

8" of Aggregate Base.

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.5

1.0

1.7

5.0

Braun Intertec Corporation ST-19 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/24/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-19

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

SM

SP

3" of Bituminous.

4" of Aggregate Base.

SILTY SAND, fine-grained, dark brown, frozen.

(Alluvium)

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

(Glacial Outwash)

END OF BORING.

Water not observed while drilling.

Boring then backfilled.

0.3 0.6

2.0

5.0

Braun Intertec Corporation ST-20 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/24/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-20

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth

BIT

AGG

SM

SP

3" of Bituminous.

4" of Aggregate Base.

SILTY SAND, fine-grained, dark brown to brown, frozen, moist.

(Alluvium)

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

(Glacial Outwash)

END OF BORING.

Water not observed when probing boring _ days after withdrawal of auger.

Boring then backfilled.

0.3

0.7

3.0

5.0

Braun Intertec Corporation ST-21 page 1 of 1

3 1/4" HSA, AutohammerR. Hansen 3/24/14 1" = 2'DATE: SCALE:DRILLER:

Tests or NotesWL

L O G O F B O R I N G (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

LOCATION: See sketch.

(Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908)

Description of Materials

ST-21

METHOD:

BORING:

BPF

B14-00593

LO

G

O F

BO

RI

N G

N

G

IN

T\

PR

O

JE

CT

S\

AX

P

RO

JE

CT

S\

\0

.G

PJ

B

RA

U

N _V

8_

CU

RR

EN

T.

G

D T

/4

/1

:4

Braun Project B14-00593 Geotechnical Evaluation St. Cloud VA Roadway Improvements Veterans Drive St. Cloud, Minnesota

Symbol

Depth