36C78619B0006-037.pdf

REPORT COVER PAGE

Geotechnical Engineering Report Storm Sewer Replacement

Leavenworth, Kansas August 31, 2018

Terracon Project No. 02185206

Prepared for:

Anderson Engineering of Minnesota, LLC

Plymouth, Minnesota

Prepared by:

Terracon Consultants, Inc.

Lenexa, Kansas

Terracon Consul tants, Inc. 15620 W 113 t h St reet Lenexa, Kansas 66219 P (913) 492 7777 terracon.com

REPORT COVER LET TER T O SIGN

August 31, 2018

Anderson Engineering of Minnesota, LLC 13605 1st Avenue North Plymouth, Minnesota 55441

Attn: Mr. Eric Sautbine, P.E.

763.412.4062 esautbine@ae-mn.com

Re: Geotechnical Engineering Report Storm Sewer Replacement Leavenworth National Cemetery Leavenworth, Kansas Terracon Project No. 02185206

Dear Mr. Sautbine:

We have completed a geotechnical exploration for the above referenced project. This study was performed in general accordance with Terracon Proposal No. P02185206, dated July 26, 2018.

This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning excavation and storm sewer line support.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Sincerely, Terracon Consultants, Inc.

Daniel A. Barnett, P.G. Kole C. Berg, P.E.

Project Geologist Senior Engineer Kansas: 703 Kansas: 16720

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REPORT TOPICS

REPORT TOPICS

INTRODUCTION

SITE CONDITIONS

PROJECT DESCRIPTION

GEOTECHNICAL CHARACTERIZATION

GEOTECHNICAL OVERVIEW

EARTHWORK

STORM SEWER

GENERAL COMMENTS

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS (Boring Logs and Laboratory Data) SUPPORTING INFORMATION (General Notes and Unified Soil Classification System, Description of Rock Properties)

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INTRODUCTION

Geotechnical Engineering Report Storm Sewer Replacement

Leavenworth National Cemetery Leavenworth, Kansas

Terracon Project No. 02185206 August 31, 2018

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering evaluation performed for the proposed storm sewer replacement at Leavenworth National Cemetery in Leavenworth, Kansas. Four exploratory borings were performed at the site to depths ranging from approximately 9½ to 15 feet below existing site grades. This report describes the subsurface conditions encountered at the boring locations, presents the test data, and provides geotechnical recommendations concerning excavation and earthwork.

Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in the Exploration Results section of this report.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Project Location The project is located at Leavenworth National Cemetery in Leavenworth, Kansas.

Latitude/Longitude: 39.280118° N, 94.888801° W (approximate)

Existing Storm Sewer

The existing storm sewer is a 60-inch diameter corrugated metal pipe (CMP) with an invert elevation ranging from approximately 765 to 788 feet. We understand the existing pipe has settled and separated at joints, resulting in ground loss and subsequent settlement of the existing ground surface and pavements.

Current Ground Cover Grass, asphalt

Existing Topography Based on the provided topographic site plan, site grades slope gradually down to the north.

Storm Sewer Replacement ■ Leavenworth, Kansas August 31, 2018 ■ Terracon Project No. 02185206

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PROJECT DESCRIPTION

Item Description

Information Provided Topographic survey prepared Anderson Engineering, dated August 7, 2018.

Proposed Structures

We understand the existing 60-inch diameter CMP storm sewer will be replaced with a 60-inch diameter reinforced concrete pipe (RCP). The replacement section of pipe will have a length of approximately 900 feet.

In addition to replacement of the storm sewer, portions of the existing curb and gutter and adjacent street will be replaced and the storm sewer outfall will be reconstructed.

Excavation We expect the new RCP will be installed using open cut construction.

Based on the invert elevations of the existing CMP, we estimate the depth of the excavation will range from 5 to 9 feet below existing site grades.

GEOTECHNICAL CHARACTERIZATION

Subsurface Profile

We have developed a general characterization of the subsurface soil and groundwater conditions based upon our review of the data and our understanding of the geologic setting and planned construction. The following table provides our geotechnical characterization.

Stratum Approximate Depth to Bottom of Stratum Material Description Comments

1A 3 inches Root zone materials Encountered at

Borings B-1, B-2, and B-4

1B 12 inches Asphaltic concrete Encountered at Boring B-3

2 3 to 9 feet 1 Existing fill

Encountered at all borings, composed of a mixture of clay soils, sand, limestone fragments, and brick fragments.

3 Undetermined 2 Limestone bedrock

Encountered at an elevation of approximately 785 feet at Boring B-1

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Stratum Approximate Depth to Bottom of Stratum Material Description Comments

4 Undetermined 3 Shale bedrock

Encountered at an elevation of approximately 777 feet at Boring B-2

1. Borings B-3 and B-4 terminated in Stratum 2 at their planned depths of approximately 15 feet.

2. Boring B-1 terminated in Stratum 3 upon practical auger refusal at a depth of approximately 9½ feet.

3. Boring B-2 terminated in Stratum 4 upon sampler refusal at a depth of approximately 14 feet.

Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section and are attached to this report. Stratification boundaries on the boring logs represent the approximate location of changes in native soil and rock types; in situ, the transition between materials may be gradual.

Groundwater Conditions

The boreholes were observed during drilling for the presence and level of groundwater.

Groundwater was not observed in the boreholes during our subsurface exploration. Long-term observations in piezometers or observation wells, sealed from the influence of surface water, would be needed to develop more detailed groundwater information. Groundwater level fluctuations occur due to variations in rainfall, runoff, and other factors not evident at the time we performed the borings. The potential for groundwater level fluctuations should be considered when developing the design and construction plans for the project.

GEOTECHNICAL OVERVIEW

Existing fill materials composed of a mixture of clay soils, sand, limestone fragments, and brick fragments were encountered at the boring locations. Where the excavation extends through these materials, we expect the sides of the excavation will become unstable and possibly collapse. The use of trench boxes, temporary sheeting or other means of shoring may be required to support the sides of the excavation where it extends through deeper existing fills. Temporary support may also be required in areas where sufficient lateral distance does not exist to properly slope open cuts.

EARTHWORK

Site preparation, excavation, subgrade preparation and placement of engineered fills should conform to recommendations presented in this section. We recommend earthwork on this project be observed and evaluated by Terracon. The evaluation of earthwork should include observation

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Site Preparation

In areas where new engineered fill will be placed to support new structures (e.g. curb, gutters, sidewalks, pavements), all vegetation, topsoil, existing pavements and any loose, soft or otherwise unsuitable soils should be stripped. Organic soils removed during site preparation should not be used as fill beneath the proposed new structures.

Fill Material Types

All materials incorporated in engineered fill sections must be free of organic matter and debris.

Fill materials should not be frozen and should not be placed on a frozen subgrade. A sample of each material type should be tested prior to being used on the site. Soil is commonly used as fill in this locale, but not all soils are suitable. Our professional opinions concerning suitability of fill materials are presented in the following table.

Suitability as Fill Description Unified Soil Classification

Group Symbol Group Name

Suitable

Clean Gravel GW Well-graded gravel

GP Poorly graded gravel

Gravel with fines GM Silty gravel

GC Clayey gravel

Clean sand SW Well-graded sand

SP Poorly-graded sand

Sand with fines SM Silty sand

SC Clayey sand

Description Group Symbol Group Name

Marginally Suitable1

Silt ML Silt2

Clay CL Lean clay3

Clay CH Fat clay4

Description Group Symbol Group Name

Unsuitable Highly organic soils

MH Elastic silt

OL & OH Organic clay & organic silt

PT Peat

1. Depends on location and intended use. Can be used if approved by geotechnical engineer.

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2. Highly susceptible to frost action; unstable when wet. Should not be used directly below pavements and exterior slabs without prior approval of geotechnical engineer.

3. Can be expansive if dry or if liquid limit is 45 or greater.

4. Expansive. Not recommended immediately below movement-sensitive features. Must be placed with strict moisture and density control to reduce swell potential.

Fill Compaction Requirements

Item Description

Lift Thickness (maximum)

9 inches in loose thickness when large, self-propelled compaction equipment is used.

4 inches when small, hand-guided equipment (plate or “jumping jack” compactor) is used.

Minimum Compaction Requirements 1 At least 95 percent of the material’s maximum dry density 1

Moisture Content of Clay Soil LL<45 -2 to +2 percent of optimum moisture content value 1

LL>45 0 to 4 percent above the optimum moisture content value 1

Moisture Content of Granular Material Sufficient to achieve compaction without pumping when proofrolled

1. As determined by the standard Proctor test (ASTM D 698)

We recommend that engineered fill be tested for moisture content and compaction during placement. If the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

Grading and Drainage

During construction, grades should be developed to direct surface water flow away from or around the site. Exposed subgrades should be sloped to provide positive drainage so that saturation of subgrades is avoided. Surface water should not be permitted to accumulate on the site.

Earthwork Construction Considerations

Care should be taken to avoid disturbance of prepared subgrades. Unstable subgrade conditions can develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. If unstable subgrade conditions develop, stabilization measures will need to be employed. Construction traffic over the completed subgrade should be avoided to the extent practical. If the subgrade becomes frozen, desiccated, saturated, or disturbed, the affected materials should be removed or these materials should be scarified, moisture conditioned, and compacted prior to floor slab construction.

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STORM SEWER

Storm Sewer Trench Excavation Considerations

The use of trench boxes, temporary sheeting or other means of shoring may be required to support the sides of the excavation where it extends through deeper existing fills. Temporary support may also be required in areas where sufficient lateral distance does not exist to properly slope open cuts. Careful planning and execution of the trench excavations, dewatering and any sheeting/shoring installation will be important to reduce the potential for subgrade stability and ground loss due to collapse of trench sides into the excavations.

Temporary excavations will be required during construction. As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, state, and federal safety regulations.

This document describes soil classification procedures in a hierarchy of Stable Rock, Type A, Type B and Type C soils, in decreasing order of stability. Subsurface profiles shown on the boring logs can be helpful in estimating OSHA classifications, but the conditions at the time of construction should determine classification. It is the responsibility of the contractor to determine OSHA soil types. The presence of groundwater and/or degradation of slope faces may necessitate reclassification so the contractor’s “responsible person” should review conditions regularly. The contractor should be aware that slope height, slope inclination, and excavation depth should in no instance exceed those specified by these safety regulations. Flatter slopes than those dictated by these regulations may be required depending upon the soil conditions encountered and other external factors. These regulations are strictly enforced and if they are not followed, the owner, contractor, and/or earthwork and utility subcontractor could be liable and subject to substantial penalties. Under no circumstances should the information provided in this report be interpreted to mean that Terracon is responsible for construction site safety or the contractor’s activities. Construction site safety is the sole responsibility of the contractor who shall also be solely responsible for the means, methods, and sequencing of the construction operations.

In lieu of trench slopes as defined by OSHA, trench shoring or a shield (trench boxes) may be utilized to reduce overall excavation widths. The contractor or the specialty subcontractor should be responsible for the design of the temporary shoring. These designs should be performed in accordance with applicable regulatory requirements.

Care should be taken during excavation to protect the structural integrity of any existing structures, pavements, or adjacent underground utilities that are to remain in-place. The settlement tolerances of adjacent structures or improvements should be considered when determining the excavation methods. Depending upon factors such as the depth of excavation, the location of the existing improvements, groundwater and soil conditions, temporary sheeting, shoring, and underpinning may be required. Particular caution should be exercised if excavations

August 31, 2018 ■ Terracon Project No. 02185206

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All vehicles, equipment and soil piles should be kept a sufficient lateral distance from the crest of the trench slope to maintain safe working conditions. Vehicles, equipment and soil piles located adjacent to trenches could significantly influence the stability of the slopes as outlined by the OSHA regulations. A more detailed stability analysis would be required for these conditions.

Additionally, vibrations from heavy traffic, or similar sources can influence slope stability. The exposed slope faces should be protected from the elements. Surface water should be diverted away from all excavations. The length of open trench should be held to a minimum. Where possible, construction of storm sewer lines should start at the lowest point along the proposed line and proceed upgradient. Trench excavation, pipe laying, and backfilling should be completed as rapidly as possible.

The generalized discussion provided above is based solely upon the materials encountered in the widely spaced exploratory borings. The materials encountered in the excavations along the proposed alignment may vary significantly. The borings represent soil conditions at discrete locations and are not necessarily representative of conditions along the entire alignment. Thus, the stability of the excavation slope should be reviewed continuously by qualified personnel during construction.

Storm Sewer Pipe Support

We understand that the vertical alignment of the existing ground surface will not be altered for this project. The invert elevation of the existing CMP ranges from approximately 765 feet at the east end and 788 feet at the west end. We expect the invert elevation of the new RCP will closely match the invert elevation of the existing CMP. Figure 1 is a generalized subsurface profile along the alignment of the proposed RCP.

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Figure 1. Subsurface profile along RCP Alignment

Based on the subsurface conditions at the boring locations, medium stiff to stiff native clays are present near the invert elevation of the proposed RCP. The storm sewer may be supported on stiff native clays or engineered fill. Pipes placed on unstable or disturbed subgrades can result in settlement and distress to the pipe. Pipe bedding materials should conform to the pipe manufacturer’s recommendations in order to provide uniform support.

The base of the pipe excavation should be free of water and loose/soft soil prior to placement and compaction of the bedding material and installation of the pipe. The bedding material should be placed soon after excavating to reduce bearing stratum disturbance. Should the materials at the base of the excavation become excessively dry, disturbed, saturated, or frozen, the affected soils should be removed and new engineered fill should be placed prior to placing the bedding material.

Engineered fill placed below the proposed storm drain should consist of the materials indicated in Earthwork.

GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between boring locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

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Our scope of services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third party beneficiaries intended. Any third party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties.

Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

ATTACH MENTS

ATTACHMENTS

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EXPLORATION AND TESTING PROCEDURES

Field Exploration

The borings were located in the field by Terracon personnel using a hand-held GPS unit with a horizontal accuracy of ±20 feet. Ground surface elevations indicated on the boring logs were obtained by plotting the boring locations on the provided topographic plan and interpolating between elevation contours.

The borings were drilled with a track-mounted, rotary drill rig using solid-stem, continuous flight augers to advance the boreholes. Samples of the soil encountered in the borings were obtained using thin-walled tube and split-barrel sampling procedures. In the thin-walled tube sampling procedure, a thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulically into the soil to obtain a relatively undisturbed sample. In the split-barrel sampling procedure, a standard 2-inch outside diameter split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths.

The samples were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. The drill crew backfilled the borings with auger cuttings after completion of drilling/sampling and prior to leaving the site.

The drill crew prepared a field log of each boring to record data including visual classifications of the materials encountered during drilling as well as the driller’s interpretation of the subsurface conditions between samples. The final boring logs included with this report represent the engineer's interpretation of the subsurface conditions at the borings based on field and laboratory data and observation of the samples.

Laboratory Testing

Representative soil samples were tested in the laboratory to measure their natural water content, dry unit weight, and Atterberg limits. The test results are provided on the boring logs included in Exploration Results.

The soil samples were classified in the laboratory based on visual observation, texture, plasticity, and the laboratory testing described above. The soil descriptions presented on the boring logs are in accordance with the enclosed General Notes and Unified Soil Classification System (USCS). The estimated USCS group symbols for native soils are shown on the boring logs, and a brief description of the USCS is included in this report.

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The bedrock materials encountered in the borings were described in accordance with the appended Description of Rock Properties on the basis of drilling characteristics and visual classification of disturbed auger cuttings. Rock core samples and petrographic analysis may indicate other rock types.

SITE LOCA TION AND EXPLORATI ON PLANS

SITE LOCATION AND EXPLORATION PLANS

SITE LOCATION

August 31, 2018 ■ Terracon Project No. 02185206

TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY

QUADRANGLES INCLUDE: LEAVENWORTH, KS (1/1/1984) and PLATTE CITY, MO

(1/1/1975).

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS

NOT INTENDED FOR CONSTRUCTION PURPOSES

SITE

EXPLORATION PLAN

August 31, 2018 ■ Terracon Project No. 02185206

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS

NOT INTENDED FOR CONSTRUCTION PURPOSES

AERIAL PHOTOGRAPHY PROVIDED

BY MICROSOFT BING MAPS

EXPLORATION RESULTS

EXPLORATION RESULTS

42-23-19

793.5+/-

791+/-

785+/-

784.5+/-

7-5-4 N=9

11-3-4 N=7

2-50/2"

0.3

3.0

9.0

9.5

3" ROOT ZONE

FILL - FAT CLAY , trace gravel, brown and gray

LEAN CLAY (CL), trace limestone fragments, brown and gray, medium stiff

LIMESTONE, gray, highly weathered Auger Refusal at 9.5 Feet

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ELEVATION (Ft.)

Approximate Surface Elev: 794 (Ft.) +/-

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LOCATION See Exploration Plan

Latitude: 39.2795° Longitude: -94.8893°

Advancement Method:

Continuous flight solid-stem augers

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

15620 W 113th St Lenexa, KS

Notes:

Project No.: 02185206

Drill Rig: 988

BORING LOG NO. B-1

Anderson EngineeringCLIENT:

Plymouth, Minnesota

Driller: SF

Boring Completed: 08-17-2018

PROJECT: Storm Sewer Replacement

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Leavenworth National Cemetery Leavenworth, Kansas

SITE:

Boring Started: 08-17-2018WATER LEVEL OBSERVATIONS Groundwater not encountered

787.5+/-

779+/-

777+/-

774+/-

8-13-50/1"

7-6-6 N=12

10-4-4 N=8

14-50/0"

0.3

9.0

11.0

14.0

3" ROOT ZONE

FILL - FAT CLAY , with sand, gravel, and brick fragments, brown

LEAN CLAY (CL), brown and gray, stiff

SHALE, gray, highly weathered

Boring Terminated at 14 Feet

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LIMITS

ELEVATION (Ft.)

Approximate Surface Elev: 788 (Ft.) +/-

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LOCATION See Exploration Plan

Latitude: 39.2801° Longitude: -94.8886°

Advancement Method:

Continuous flight solid-stem augers

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

15620 W 113th St Lenexa, KS

Notes:

Project No.: 02185206

Drill Rig: 988

BORING LOG NO. B-2

Anderson EngineeringCLIENT:

Plymouth, Minnesota

Driller: SF

Boring Completed: 08-17-2018

PROJECT: Storm Sewer Replacement

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Leavenworth National Cemetery Leavenworth, Kansas

SITE:

101 44-24-20

782+/-

780+/-

768+/-

4-4-4 N=8

3-3-3 N=6

1-2-2 N=4

2-2-2 N=4

1.0

3.0

15.0

12" ASPHALTIC CONCRETE

FILL - FAT CLAY , trace gravel, gray

LEAN CLAY (CL), brown, medium stiff to stiff

Boring Terminated at 15 Feet

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ATTERBERG

LIMITS

ELEVATION (Ft.)

Approximate Surface Elev: 783 (Ft.) +/-

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LT

S

R E

C O

V E

R Y

DEPTH

LOCATION See Exploration Plan

Latitude: 39.2804° Longitude: -94.8875°

Advancement Method:

Continuous flight solid-stem augers

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

15620 W 113th St Lenexa, KS

Notes:

Project No.: 02185206

Drill Rig: 988

BORING LOG NO. B-3

Anderson EngineeringCLIENT:

Plymouth, Minnesota

Driller: SF

Boring Completed: 08-17-2018

PROJECT: Storm Sewer Replacement

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Leavenworth National Cemetery Leavenworth, Kansas

SITE:

40-19-21

778.5+/-

771+/-

764+/-

6-4-5 N=9

3-3-3 N=6

2-2-2 N=4

1-3-2 N=5

0.3

8.0

15.0

3" ROOT ZONE

FILL - FAT CLAY , with limestone fragments and brick fragments, brown

LEAN CLAY (CL), brown to gray, medium stiff

Boring Terminated at 15 Feet

G R

A P

H

IC

L O

G

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

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ATTERBERG

LIMITS

ELEVATION (Ft.)

Approximate Surface Elev: 779 (Ft.) +/-

W A

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LE

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LD

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T R

E S

U

LT

S

R E

C O

V E

R Y

DEPTH

LOCATION See Exploration Plan

Latitude: 39.2806° Longitude: -94.8872°

Advancement Method:

Continuous flight solid-stem augers

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

15620 W 113th St Lenexa, KS

Notes:

Project No.: 02185206

Drill Rig: 988

BORING LOG NO. B-4

Anderson EngineeringCLIENT:

Plymouth, Minnesota

Driller: SF

Boring Completed: 08-17-2018

PROJECT: Storm Sewer Replacement

Elevations were interpolated from a topographic site plan.

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Leavenworth National Cemetery Leavenworth, Kansas

SITE:

SUPPORTING INFORMA TION

SUPPORTING INFORMATION

GENERAL NOTES AND UNIFIED SOIL CLASSIFICATION SYSTEM

August 31, 2018 ■ Terracon Project No. 02185206

UNIFIED SOI L CLASSI FICATI ON SYSTEM

SAMPLING WATER LEVEL FIELD TESTS

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

N Standard Penetration Test Resistance (Blows/Ft.)

(HP) Hand Penetrometer

(T) Torvane

(DCP) Dynamic Cone Penetrometer

UC Unconfined Compressive Strength

(PID) Photo-Ionization Detector

(OVA) Organic Vapor Analyzer

DESCRIPTIVE SOIL CLASSIFICATION

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

LOCATION AND ELEVATION NOTES

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

STRENGTH TERMS

RELATIVE DENSITY OF COARSE-GRAINED SOILS

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

Descriptive Term (Density)

Standard Penetration or N-Value

Blows/Ft.

Descriptive Term (Consistency)

Unconfined Compressive Strength Qu (psf)

Standard Penetration or N-Value

Blows/Ft.

Very Loose 0 – 3 Very Soft less than 500 0 – 1

Loose 4 – 9 Soft 500 to 1,000 2 – 4 Medium Dense 10 – 29 Medium Stiff 1,000 to 2,000 4 – 8

Dense 30 – 50 Stiff 2,000 to 4,000 8 – 15 Very Dense > 50 Very Stiff 4,000 to 8,000 15 – 30

Hard > 8,000 > 30

RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) of other constituents Percent of Dry Weight

Descriptive Term(s) of other constituents

Percent of Dry Weight

Trace < 15 Trace < 5 With 15 – 29 With 5 – 12

Modifier > 30 Modifier > 12

GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION

Major Component of Sample Particle Size Term Plasticity Index Boulder Over 12 in. (300 mm) Non-plastic 0 Cobbles 12 in. to 3 in. (300 mm to 75 mm) Low 1 – 10 Gravel 3 in. to #4 sieve (4.75mm to 0.075mm) Medium 11 – 30 Sand #4 to #200 sieve (4.75mm to 0.075mm) High > 30

Silt or Clay Passing #200 sieve (0.075 mm)

GENERAL NOTES AND UNIFIED SOIL CLASSIFICATION SYSTEM

August 31, 2018 ■ Terracon Project No. 02185206

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol Group Name B

Coarse-Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

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

Clean Gravels:

Less than 5% fines C

Cu ³ 4 and 1 £ Cc £ 3 E GW Well-graded gravel F

Cu < 4 and/or 1 > Cc > 3 E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

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

Clean Sands:

Less than 5% fines D

Cu ³ 6 and 1 £ Cc £ 3 E SW Well-graded sand I

Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:

50% or more passes the No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:

PI > 7 and plots on or above “A” line J

CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:

Liquid limit - oven dried

< 0.75 OL Organic clay K, L, M, N

Liquid limit - not dried Organic silt K, L, M, O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic Silt K, L, M

Organic:

Liquid limit - oven dried

< 0.75 OH Organic clay K, L, M, P

Liquid limit - not dried Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C 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.

D 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

E Cu = D60/D10 Cc =

DxD

)(D

F If soil contains ³ 15% sand, add “with sand” to group name.

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

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

I If soil contains ³ 15% gravel, add “with gravel” to group name.

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

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant.

L If soil contains ³ 30% plus No. 200 predominantly sand, add

“sandy” to group name.

MIf soil contains ³ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

NPI ³ 4 and plots on or above “A” line.

OPI < 4 or plots below “A” line.

P PI plots on or above “A” line.

QPI plots below “A” line.

DESCRIPTION OF ROCK PROPERTIES

August 31, 2018 ■ Terracon Project No. 02185206

ROCK VERSION 1

WEATHERING

Term Description Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces.

Slightly weathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be discolored by weathering and may be somewhat weaker externally than in its fresh condition.

Moderately weathered

Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a continuous framework or as corestones.

Highly weathered

More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is present either as a discontinuous framework or as corestones.

Completely weathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.

Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported.

STRENGTH OR HARDNESS

Description Field Identification Uniaxial Compressive Strength, psi (MPa)

Extremely weak Indented by thumbnail 40-150 (0.3-1)

Very weak Crumbles under firm blows with point of geological hammer, can be peeled by a pocket knife 150-700 (1-5)

Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations made by firm blow with point of geological hammer 700-4,000 (5-30)

Medium strong Cannot be scraped or peeled with a pocket knife, specimen can be fractured with single firm blow of geological hammer 4,000-7,000 (30-50)

Strong rock Specimen requires more than one blow of geological hammer to fracture it 7,000-15,000 (50-100)

Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250) Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250)

DISCONTINUITY DESCRIPTION

Fracture Spacing (Joints, Faults, Other Fractures) Bedding Spacing (May Include Foliation or Banding)

Description Spacing Description Spacing Extremely close < ¾ in (<19 mm) Laminated < ½ in (<12 mm)

Very close ¾ in – 2-1/2 in (19 - 60 mm) Very thin ½ in – 2 in (12 – 50 mm) Close 2-1/2 in – 8 in (60 – 200 mm) Thin 2 in – 1 ft. (50 – 300 mm)

Moderate 8 in – 2 ft. (200 – 600 mm) Medium 1 ft. – 3 ft. (300 – 900 mm) Wide 2 ft. – 6 ft. (600 mm – 2.0 m) Thick 3 ft. – 10 ft. (900 mm – 3 m)

Very Wide 6 ft. – 20 ft. (2.0 – 6 m) Massive > 10 ft. (3 m) Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, a horizontal bedding plane would have a 0-degree angle.

ROCK QUALITY DESIGNATION (RQD) 1

Description RQD Value (%) Very Poor 0 - 25

Poor 25 – 50 Fair 50 – 75

Good 75 – 90 Excellent 90 - 100

1. The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a percentage of the total core run length.

Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009 Technical Manual for Design and Construction of Road Tunnels – Civil Elements