report of geotechnical exploration and review vc storm...1040 harley davidson way, suite 103 1745...

CONSULTANTS • GEOTECHNICAL • MATERIALS • ENVIRONMENTAL • FORENSICS

www.amengtest.com

REPORT OF GEOTECHNICAL EXPLORATION AND REVIEW PROPOSED DETENTION POND VANOCKER ROAD STURGIS, SOUTH DAKOTA

AET No. 17-20758

Date: January 29, 2020 Prepared for: City of Sturgis 1040 Harley Davidson Way, Suite 103

Sturgis, South Dakota 57785

http://www.amengtest.com/

1745 Samco Road | Rapid City, SD 57702 Phone (605) 388-0029 | Toll Free (800) 972-6364 | www.amengtest.com | AA/EEO

This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc.

January 29, 2020 City of Sturgis 1040 Harley Davidson Way, Suite 103 Sturgis, South Dakota 57785 Attn: Liz Wunderlich, P.E. [email protected] RE: Geotechnical Exploration and Review Proposed Detention Pond Sturgis, South Dakota Report No.17-20758 Dear Liz, American Engineering Testing, Inc. (AET) is pleased to present the results of our subsurface exploration program and geotechnical engineering review for the proposed Detention Pond project in Sturgis, South Dakota. These services were performed in general accordance with our proposal on December 30, 2019 and your written authorization to proceed provided on December 31, 2019. We are submitting one electronic copy of the report to you. Within the limitations of scope, budget, and schedule, our services have been conducted according to generally accepted geotechnical engineering practices at this time and location. Other than this, no warranty, either expressed or implied, is intended. Important information regarding risk management and proper use of this report is given in the Appendix entitled “Geotechnical Report Limitations and Guidelines for Use”. Please contact me if you have any questions about the report. I can also be contacted for arranging construction observation and testing services during the earthwork phase. Sincerely, American Engineering Testing, Inc.

James Reed, P.G. Geologist Phone: (605) 388-0029 [email protected]

Page i

CONSULTANTS · GEOTECHNICAL · MATERIALS · ENVIRONMENTAL

Report of Geotechnical Exploration and Review Proposed Detention Pond - Sturgis, South Dakota AMERICAN January 29, 2020 ENGINEERING Report No. 17-20758 TESTING, INC.

Page ii Copyright 2020 American Engineering Testing, Inc. All Rights Reserved

Unauthorized use or copying of this document is strictly prohibited by anyone other than the client for the specific project.

SIGNATURE PAGE

Prepared for: Prepared by: City of Sturgis American Engineering Testing, Inc. 1040 Harley Davidson Way, Suite 103 1745 Samco Road Sturgis, South Dakota 57785 Rapid City, South Dakota 57702 Attn: Liz Wunderlich, P.E. Report Authored By: Reviewed By:

James Reed, P.G. Kristen R. Yates P.E. Geologist Rapid City Manager


TABLE OF CONTENTS Transmittal Letter .................................................................................................................................................. i Signature Page ...................................................................................................................................................... ii TABLE OF CONTENTS ..................................................................................................................................... iii 1.0 INTRODUCTION .................................................................................................................... 1 2.0 SCOPE OF SERVICES ............................................................................................................ 1 3.0 PROJECT INFORMATION ..................................................................................................... 1 4.0 SUBSURFACE EXPLORATION AND TESTING ................................................................ 2

4.1 Field Exploration Program .................................................................................................... 2 4.2 Laboratory Testing ................................................................................................................ 2

5.0 SITE CONDITIONS ................................................................................................................. 3 5.1 Surface Observations ............................................................................................................. 3 5.2 Subsurface Soils/Geology ....................................................................................................... 3 5.3 Groundwater .......................................................................................................................... 3

6.0 RECOMMENDATIONS .......................................................................................................... 3 6.1 Discussion .............................................................................................................................. 3 6.2 Site Preparation...................................................................................................................... 4

7.0 CONSTRUCTION CONSIDERATIONS ................................................................................ 5 7.1 Potential Difficulties .............................................................................................................. 5 7.2 Runoff Water in Excavation .................................................................................................. 5 7.3 Disturbance of Soils............................................................................................................... 6 7.4 Excavation Backsloping ........................................................................................................ 6 7.5 Observation and Testing ........................................................................................................ 6

8.0 LIMITATIONS ......................................................................................................................... 6 STANDARD SHEETS – Excavation and Refilling for Structural Support Freezing Weather Effects on Building Construction APPENDIX A – Geotechnical Field Exploration and Testing Boring Log Notes Unified Soil Classification System Site Location Map Boring Locatio2n Map Subsurface Boring Logs Moisture-Density Relationship Permeability Test APPENDIX B - Geotechnical Report Limitations and Guidelines for Use

Page iii


PAGE 1 OF 6

1.0 INTRODUCTION

We understand the construction of a detention pond is being proposed in Sturgis, South Dakota.

Please refer to the Site Location Map included in Appendix A of this report. To assist with the

planning and design, American Engineering Testing, Inc. (AET) has been authorized to conduct

a subsurface exploration program at the site, conduct soil laboratory testing, and perform a

geotechnical engineering review for the project. This report presents the results of the above

services, and provides our engineering recommendations based on this data.

2.0 SCOPE OF SERVICES

AET's services were performed in general accordance with our proposal dated December 30,

2020. The authorized scope consists of the following:

• Drill two (2) hollow stem auger (HSA) borings with standard penetration test (SPT) sampling to depths of approximately 12.5 feet below existing grade on the west and central portion of the lot using a truck mounted drill rig.

• Soil laboratory testing. • Geotechnical engineering analysis based on the gained data and preparation of this

report. These services are intended for geotechnical purposes only. The scope is not intended to explore

for the presence or extent of environmental contamination.

3.0 PROJECT INFORMATION

The site is located on the lot immediately east of the intersection of Vanocker Road and 1st

Avenue in Sturgis, South Dakota. Based on the information provided by you, we understand the

project will consist of the construction of a detention pond approximately 12,000 sq. ft. in size.

We anticipate the existing subgrade information will be used to determine if a liner must be used

or if recompacted subgrade soils can be used to construct the detention pond. In addition, we

understand you would like to know if the material is suitable for use at other project sites.

The previously stated information represents our understanding of the proposed construction.

This information is an integral part of our engineering review. It is important that you contact us

if there are changes from that described so that we can evaluate whether modifications to our

recommendations are appropriate.


PAGE 2 OF 6

4.0 SUBSURFACE EXPLORATION AND TESTING

4.1 Field Exploration Program

The subsurface exploration program conducted for the project consisted of a total of two (2) SPT

borings. The two (2) borings were drilled on January 14, 2020 to approximately 12.5 feet below

grade at the approximate locations as determined by you, shown on the Boring Location Map

within Appendix A.

Surface elevations at the boring locations were referenced to a temporary benchmark (TBM).

The TBM used for this project was the manhole cover located at the intersection of Vanocker

Road and 1st Avenue. An assumed elevation of 100.0 feet was given to this TBM for purposes of

our report and recommendations.

The logs of the borings and details of the methods used appear in Appendix A. The logs contain

information concerning soil layering, soil classification, geologic description, and moisture

condition. Relative density or consistency is also noted for the natural soils, which is based on

the standard penetration resistance (N-value).

4.2 Laboratory Testing

The laboratory test program included natural moisture content, percent passing the #200 sieve,

Atterberg Limits, moisture-density relationship (standard Proctor) and remolded permeability

tests. The laboratory test results for the moisture content, Atterberg Limits and the percent

passing the #200 sieve content appear in Appendix A on the individual boring logs adjacent to

the samples upon which they were performed.

Based on our laboratory tests, the on-site sandy silty clay soils have a maximum standard Proctor

dry density of 111.5 pcf at an optimum moisture content of 15.0%. Using this same material, the

remolded permeability test data indicates these soils have a permeability rate of approximately

5.4x10⁻⁵ cm/sec when remolded to approximately 95% of maximum standard Proctor dry density

at optimum moisture content. The test results for the Proctor and permeability tests are

included on separate sheets within Appendix A.


PAGE 3 OF 6

5.0 SITE CONDITIONS

5.1 Surface Observations

The approximately 0.5-acre project site is located on the east side of Vanocker Road at the

intersection with 1st Avenue. In general, the ground surface is relatively flat with a gentle slope

to the east and north. The site surface was covered with grass at the time of our field activities.

5.2 Subsurface Soils/Geology

In general, beneath topsoil, the natural Terrace Deposits consisted of red-brown, firm to hard

sandy silty clay with a little gravel which extended to the final depths drilled/sampled of

approximately 13.5 feet below grade. It should be noted, in Boring B-1 the sandy silty clay did

not contain gravel within the interval beneath topsoil and to approximately 9 feet below grade. A

more detailed description of the soils and soil layers encountered can be found on the boring logs

within Appendix A.

5.3 Groundwater

At the time of our field work, subsurface water was not encountered in our borings. The presence or

lack of groundwater noted at the boring locations should not be taken as an accurate representation

of the actual groundwater levels. A long period of time is generally required for groundwater to

stabilize in the natural clay soils present at the site; this period of time is generally not available

during a typical subsurface exploration program.

6.0 RECOMMENDATIONS

6.1 Discussion

The sandy silty clay with a little gravel soils encountered in our borings indicates a synthetic liner

will likely be needed within the new pond, as the site soils have a high permeability rate.

Additionally, we understand you wish to use the excavated site soils for use as off-site fill material

in other projects around the City of Sturgis. It is our opinion these soils are suitable for use in other

projects as long as they are moisture conditioned and properly compacted as directed by a

Geotechnical Engineer. The results of the soil classification and tests performed are attached in

Appendix A of this report.


PAGE 4 OF 6

Our recommendations in the following sections are intended to help construct an impermeable

detention pond structure. Good drainage must be maintained during and after construction and

for this reason we recommend that the excavations be left open a minimal amount of time.

6.2 Site Preparation

We recommend all existing topsoil and any organic material be removed in their entirety from

within the future detention pond footprint and all areas to receive new fill. The topsoil may be

stockpiled on-site for later reuse. We also recommend any existing underground utility lines be

removed or re-routed so no lines run under the proposed new detention pond footprint.

Prior to placing any fill or structures on the excavation subgrade we recommend the exposed

subgrades be scarified to a depth of at least 8-inches, the moisture content of the scarified soils

adjusted to within -1% to +3% of their optimum moisture content and the scarified soils compacted

to at least 95% of their maximum standard Proctor (ASTM D698) dry density. All exposed

surfaces should be free of mounds and depressions which could prevent uniform compaction.

6.3 Detention Pond/Embankment Construction

It is our opinion the site sandy silty clay soils are suitable for construction of the new detention

pond berms. Our borings indicated these soils extended to the total depths drilled of

approximately 13.5 feet below the existing ground surface. We anticipate that the pond will be

excavated and built within this sandy silty clay soil. As previously indicated, the laboratory

permeability rate suggests a synthetic liner will likely be needed within the new pond to retain

water, as the existing soils have a high permeability rate.

All backfill should have a maximum aggregate size of 2-inches. If the lower lying sandy gravel

lense encountered in Boring B-2 at approximately 10 feet below grade is encountered during

construction, AET should be notified to allow for our geotechnical engineer to visit the site and

additional recommendations for constructing the lower portion of the detention pond can be

given at that time.

Excavation of the site’s sandy silty clay soils can be completed to the final grade of the detention

pond. The exposed subgrades should be scarified, moisture conditioned and recompacted to the


PAGE 5 OF 6

above recommendations. For embankment construction, the excavated soils should be moisture

conditioned to within -1% to +3% of optimum moisture content and recompacted to at least 95%

of maximum standard Proctor dry density. We recommend the new berms should have maximum

slopes of 3H:1V. We also recommend that any utility lines entering or exiting the detention

pond/embankments should be leak tested prior to use.

Although no groundwater was encountered within our soil borings, groundwater could be

encountered during construction. Therefore, the contractor should take note that temporary

dewatering of the excavations may be necessary if groundwater is encountered in trenches and/or

excavations or surface water drainage is allowed to accumulate in the trenches/excavations.

Contractors working on the project should have equipment on-site that will lower and maintain the

groundwater level below the base of the excavations.

For more information on site preparation see the Standard Sheets section of this report.

7.0 CONSTRUCTION CONSIDERATIONS

7.1 Potential Difficulties

Depending on the time of year in which construction takes place, unstable subgrade soils could

be encountered during the site and detention pond grading operations once the subgrade soils are

exposed. If encountered, additional conditioning of the soils may be required to obtain moisture

contents which allow for firm and unyielding subgrade and/or compaction.

Localized areas of soft wet subgrades can be remedied with additional excavation to expose

firmer soils and/or the use of geotextiles between the soft soils and the overlying fill. The

appropriate means of subgrade stabilization should be evaluated by the geotechnical engineer at

the time of construction.

7.2 Runoff Water in Excavation

Water can be expected to collect in the excavation bottom during times of inclement weather or

snow melt. To allow observation of the excavation bottom, reduce the potential for soil

disturbance, and facilitate filling operations, we recommend water be removed from within the

excavation during construction. Based on the soils encountered, we anticipate the groundwater


PAGE 6 OF 6

can be handled with conventional sump pumping.

7.3 Disturbance of Soils

The on-site soils can become disturbed under construction traffic, especially if the soils are wet.

If soils become disturbed, they should be subcut to the underlying undisturbed soils. The subcut

soils can then be dried and recompacted back into place, or they should be removed and replaced

with drier imported fill.

7.4 Excavation Backsloping

If excavation faces are not retained, the excavations should maintain maximum allowable slopes in

accordance with OSHA Regulations (Standards 29 CFR), Part 1926, Subpart P, “Excavations”

(can be found on www.osha.gov). Even with the required OSHA sloping, water seepage or surface

runoff can potentially induce sideslope erosion or running which could require slope maintenance.

7.5 Observation and Testing

The recommendations in this report are based on the subsurface conditions found at our test

boring locations. Since the soil conditions can be expected to vary away from the soil boring

locations, we recommend on-site observation by a geotechnical engineer/technician during

construction to evaluate these potential changes. Soil density testing should also be performed on

new fill placed in order to document that project specifications for compaction have been

satisfied.

8.0 LIMITATIONS

Within the limitations of scope, budget, and schedule, our services have been conducted

according to generally accepted geotechnical engineering practices at this time and location.

Other than this, no warranty, either expressed or implied, is intended. Important information

regarding risk management and proper use of this report is given in Appendix B entitled

“Geotechnical Report Limitations and Guidelines for Use”.


STANDARD SHEETS


EXCAVATION AND REFILLING FOR STRUCTURAL SUPPORT EXCAVATION

Excavations for structural support at soil boring locations should be taken to depths recommended in the geotechnical report. Since conditions can vary, recommended excavation depths between and beyond the boring location should be evaluated by geotechnical field personnel. If groundwater is present, the excavation should be dewatered to avoid the risk of unobservable poor soils being left in-place. Excavation base soils may become disturbed due to construction traffic, groundwater or other reasons. Such soils should be subcut to underlying undisturbed soils. Where the excavation base slopes steeper than 4:1, the excavation bottom should be benched across the slope parallel to the excavation contour. Soil stresses under footings spread out with depth. Therefore, the excavation bottom and subsequent fill system should be laterally oversized beyond footing edges to support the footing stresses. A lateral oversize equal to the depth of fill below the footing (i.e., 1:1 oversize) is usually recommended. The lateral oversize is usually increased to 1.5:1 where compressible organic soils are exposed on the excavation sides. Variations in oversize requirements may be recommended in the geotechnical report or can be evaluated by the geotechnical field personnel. Unless the excavation is retained, the backslopes should be maintained in accordance with OSHA Regulations (Standards-29 CFR), Part 1926, Subpart P, "Excavations" (found on www.osha.gov). Even with the required OSHA sloping, groundwater can induce sideslope raveling or running which could require that flatter slopes or other approaches be used. FILLING

Filling should proceed only after the excavation bottom has been approved by the geotechnical engineer/technician. Approved fill material should be uniformly compacted in thin lifts to the compaction levels specified in the geotechnical report. The lift thickness should be thin enough to achieve specified compaction through the full lift thickness with the compaction equipment utilized. Typical thicknesses are 6" to 9" for clays and 12" to 18" for sands. Fine grained soils are moisture sensitive and are often wet (water content exceeds the "optimum moisture content" defined by a Proctor test). In this case, the soils should be scarified and dried to achieve a water content suitable for compaction. This drying process can be time consuming, labor intensive, and requires favorable weather. Select fill material may be needed where the excavation bottom is sensitive to disturbance or where standing water is present. Sands (SP) which are medium to coarse grained are preferred, and can be compacted in thicker lift thicknesses than finer grained soils. Filling operations for structural support should be closely monitored for fill type and compaction by a geotechnical technician. Monitoring should be on a full-time basis in cases where vertical fill placement is rapid; during freezing weather conditions; where groundwater is present; or where sensitive bottom conditions are present. EXCAVATION/REFILLING DURING FREEZING TEMPERATURES

Soils that freeze will heave and lose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density loss depends on the soil type and moisture condition; and is most pronounced in clays and silts. Foundations, slabs, and other improvements should be protected from frost intrusion during freezing weather. For earthwork during freezing weather, the areas to be filled should be stripped of frozen soil, snow and ice prior to new fill placement. In addition, new fill should not be allowed to freeze during or after placement. For this reason, it may be preferable to do earthwork operations in small plan areas so grade can be quickly attained instead of large areas where much frost stripping may be needed.


FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION

GENERAL

Because water expands upon freezing and soils contain water, soils which are allowed to freeze will heave and loose density. Upon thawing, these soils will not regain their original strength and density. The extent of heave and density/strength loss depends on the soil type and moisture condition. Heave is greater in soils with higher percentages of fines (silts/clays). High silt content soils are most susceptible, due to their high capillary rise potential which can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8" for each foot of frost penetration. This can translate to 1" to 2" of total frost heave. This total amount can be significantly greater if ice lensing occurs. DESIGN CONSIDERATIONS

Clayey and silty soils can be used as perimeter backfill, although the effect of their poor drainage and frost properties should be considered. Basement areas will have special drainage and lateral load requirements which are not discussed here. Frost heave may be critical in doorway areas. Stoops or sidewalks adjacent to doorways could be designed as structural slabs supported on frost footings with void spaces below. With this design, movements may then occur between the structural slab and the adjacent on-grade slabs. Non-frost susceptible granular soils (with less than 12% passing a #200 sieve) can be used below such areas. Depending on the function of surrounding areas, the granular soil layer may need a thickness transition away from the area where movement is critical. With granular soil placement over slower draining soils, subsurface drainage would be needed for the granular layer. High density extruded insulation could be used within the granular soils to reduce frost penetration, thereby reducing the granular soil thickness needed. We caution that insulation placed near the surface can increase the potential for ice glazing of the surface. The possible effects of adfreezing should be considered if clayey or silty soils are used as backfill. Adfreezing occurs when backfill adheres to rough surfaced foundation walls and lifts the wall as it freezes and heaves. This occurrence is most common with masonry block walls, unheated or poorly heated building situations and clay backfill. The potential is also increased where backfill soils are poorly compacted and become saturated. The risk of adfreezing can be decreased by placing a low friction separating layer between the wall and backfill. Adfreezing can occur on exterior piers (such as deck, fence or other similar pier footings), even if a smooth surface is provided. This is more likely in poor drainage situations where soils become saturated. Additional footing embedment and/or widened footings below the frost zones (which include tensile reinforcement) can be used to resist uplift forces. Specific designs would require individual analysis. CONSTRUCTION CONSIDERATIONS

Foundations, slabs, and other improvements which may be affected by frost movements should be insulated from frost penetration during freezing weather. If filling takes place during freezing weather, all frozen soils, snow, and ice should be stripped from areas to be filled prior to new fill placement. The new fill should not be allowed to freeze during transit, placement, or compaction. This should be considered in the project scheduling, budgeting, and quantity estimating. It is usually beneficial to perform cold weather earthwork operations in small areas where grade can be attained quickly rather than working large areas where a greater amount of frost stripping may be needed. If slab subgrade areas freeze, we recommend the subgrade be thawed prior to floor slab placement. The frost action may also require reworking and recompaction of the thawed subgrade.


Appendix A AET Project No. 17-20758

Geotechnical Field Exploration and Testing Boring Log Notes

Unified Soil Classification System Site Location Map

Boring Location Map Subsurface Boring Logs

Moisture-Density Relationship Permeability


A.1 FIELD EXPLORATION The subsurface conditions at the site were explored by drilling and sampling standard penetration test borings. The locations of the borings appear on the Boring Location Map, preceding the Subsurface Boring Logs in this appendix. A.2 SAMPLING METHODS A.2.1 Ring-lined barrel Samples - Calibrated to N60 Values Standard penetration (ring-lined barrel) samples were collected in general accordance with ASTM: D3550. The ASTM test method consists of driving a 2.5-inch O.D. thick-walled, split-barrel sampler lined with brass rings into the in-situ soil with a 140-pound hammer dropped from a height of 30 inches. The sampler is driven a total of 18 inches into the soil. After an initial set of 6 inches, the number of hammer blows to drive the sampler the final 12 inches is known as the standard penetration resistance or N-value. A.2.2 Disturbed Samples (DS)/Spin-up Samples (SU) Sample types described as “DS” or “SU” on the boring logs are disturbed samples, which are taken from the flights of the auger. Because the auger disturbs the samples, possible soil layering and contact depths should be considered approximate. A.2.3 Sampling Limitations Unless actually observed in a sample, contacts between soil layers are estimated based on the spacing of samples and the action of drilling tools. Cobbles, boulders, and other large objects generally cannot be recovered from test borings, and they may be present in the ground even if they are not noted on the boring logs. Determining the thickness of “topsoil” layers is usually limited, due to variations in topsoil definition, sample recovery, and other factors. Visual-manual description often relies on color for determination, and transitioning changes can account for significant variation in thickness judgment. Accordingly, the topsoil thickness presented on the logs should not be the sole basis for calculating topsoil stripping depths and volumes. If more accurate information is needed relating to thickness and topsoil quality definition, alternate methods of sample retrieval and testing should be employed. A.3 CLASSIFICATION METHODS Soil descriptions shown on the boring logs are based on the Unified Soil Classification (USC) system. The USC system is described in ASTM: D2487 and D2488. Where laboratory classification tests (sieve analysis or Atterberg Limits) have been performed, accurate classifications per ASTM: D2487 are possible. Otherwise, soil descriptions shown on the boring logs are visual-manual judgments. Charts are attached which provide information on the USC system, the descriptive terminology, and the symbols used on the boring logs. Visual-manual judgment of the AASHTO Soil Group is also noted as a part of the soil description. A chart presenting details of the AASHTO Soil Classification System is also attached. The boring logs include descriptions of apparent geology. The geologic depositional origin of each soil layer is interpreted primarily by observation of the soil samples, which can be limited. Observations of the surrounding topography, vegetation, and development can sometimes aid this judgment. A.4 WATER LEVEL MEASUREMENTS The ground water level measurements are shown at the bottom of the boring logs. The following information appears under “Water Level Measurements” on the logs:

Date and Time of measurement Sampled Depth: lowest depth of soil sampling at the time of measurement Casing Depth: depth to bottom of casing or hollow-stem auger at time of measurement Cave-in Depth: depth at which measuring tape stops in the borehole Water Level: depth in the borehole where free water is encountered Drilling Fluid Level: same as Water Level, except that the liquid in the borehole is drilling fluid


The true location of the water table at the boring locations may be different than the water levels measured in the boreholes. This is possible because there are several factors that can affect the water level measurements in the borehole. Some of these factors include: permeability of each soil layer in profile, presence of perched water, amount of time between water level readings, presence of drilling fluid, weather conditions, and use of borehole casing. A.5 LABORATORY TEST METHODS A.5.1 Water Content Tests Conducted per AET Procedure 01-LAB-010, which is performed in general accordance with ASTM: D2216 and AASHTO: T265. A.5.2 Atterberg Limits Tests Conducted per AET Procedure 01-LAB-030, which is performed in general accordance with ASTM: D4318 and AASHTO: T89, T90. A.6 TEST STANDARD LIMITATIONS Field and laboratory testing is done in general conformance with the described procedures. Compliance with any other standards referenced within the specified standard is neither inferred nor implied. A.7 SAMPLE STORAGE Unless notified to do otherwise, we routinely retain representative samples of the soils recovered from the borings for a period of 30 days.

UNIFIED SOIL CLASSIFICATION SYSTEM ASTM Designations: D 2487, D2488

AMERICAN ENGINEERING TESTING, INC.

Criteria for Assigning Group Symbols and Group Names Using Laboratory TestsA

Soil Classification Notes ABased on the material passing the 3-in (75-mm) sieve. BIf field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. CGravels 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 DSands 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 (D30)2

ECu = D60 /D10, Cc = D10 x D60 FIf soil contains >15% sand, add “with sand” to group name. GIf fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. HIf fines are organic, add “with organic fines” to group name. IIf soil contains >15% gravel, add “with gravel” to group name. JIf Atterberg limits plot is hatched area, soils is a CL-ML silty clay. KIf soil contains 15 to 29% plus No. 200 add “with sand” or “with gravel”, whichever is predominant. LIf soil contains >30% plus No. 200, predominantly sand, add “sandy” to group name. MIf soil contains >30% plus No. 200, predominantly gravel, add “gravelly” to group name. NPl>4 and plots on or above “A” line. OPl<4 or plots below “A” line. PPl plots on or above “A” line. QPl plots below “A” line. RFiber Content description shown below.

Group Symbol

Group NameB

Coarse-Grained Soils More than 50% retained on No. 200 sieve

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

Clean Gravels Less than 5% finesC

Cu>4 and 1<Cc<3E GW Well graded gravelF

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

Gravels with Fines more than 12% fines C

Fines classify as ML or MH GM Silty gravelF.G.H

Fines classify as CL or CH GC Clayey gravelF.G.H

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

Clean Sands Less than 5% finesD

Cu>6 and 1<Cc<3E SW Well-graded sandI

Cu<6 and 1>Cc>3E SP Poorly-graded sandI

Sands with Fines more than 12% fines D

Fines classify as ML or MH SM Silty sandG.H.I

Fines classify as CL or CH SC Clayey sandG.H.I

Fine-Grained Soils 50% or more passes the No. 200 sieve (see Plasticity Chart below)

Silts and Clays Liquid limit less than 50

inorganic PI>7 and plots on or above “A” lineJ

CL Lean clayK.L.M

PI<4 or plots below “A” lineJ

ML SiltK.L.M

organic Liquid limit–oven dried <0.75

Liquid limit – not dried OL Organic clayK.L.M.N

Organic siltK.L.M.O

Silts and Clays Liquid limit 50 or more

inorganic PI plots on or above “A” line CH Fat clayK.L.M

PI plots below “A” line MH Elastic siltK.L.M

organic Liquid limit–oven dried <0.75

Liquid limit – not dried OH Organic clayK.L.M.P

Organic siltK.L.M.Q

Highly organic soil

Primarily organic matter, dark in color, and organic in odor

PT PeatR

3 2 ½ 1 ¾ 4 10 20 40 60 140 200100

80

60

40

20

0

0

20

40

60

80

100

81Sieve NumberScreen Opening (in.)

50 10 5 1.0 0.10.5

PARTICLE SIZE IN MILLIMETERS

SIEVE ANALYSIS

PERC

ENT

PAS

SING

PERC

ENT

RET

AINE

D

D60 = 15mm

D30 = 2.5mm

D10 = 0.075mm

Cu = = = 200D60D10

150.075 Cc = = = 5.6(D30)

D10 x D602.5

0.075 x 152 2

CL-ML

For classification of fine-grained soils and fine-grained fraction of coarse-grained soils.

Equation of "A"-lineHorizontal at PI = 4 to LL = 25.5. then PI = 0.73 (LL-20)

Equation of "U"-lineVertical at LL = 16 to PI = 7. then PI = 0.9 (LL-8)

"A" LINE

"U" LINE

CL OR OL

CH OR OH

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

10

20

30

40

50

60

16

7 4

PLAS

TICI

TY IN

DEX

(PI)

LIQUID LIMIT (LL)

Plasticity Chart

ADDITIONAL TERMINOLOGY NOTES USED BY AET FOR SOIL IDENTIFICATION AND DESCRIPTION

Grain Size Term Particle Size Boulders Over 12" Cobbles 3" to 12" Gravel #4 sieve to 3" Sand #200 to #4 sieve Fines (silt & clay) Pass #200 sieve

Gravel Percentages Term Percent A Little Gravel 3% - 14% With Gravel 15% - 29% Gravelly 30% - 50%

Consistency of Plastic Soils Term N-Value, BPF Very Soft less than 2 Soft 2 - 4 Firm 5 - 8 Stiff 9 - 15 Very Stiff 16 - 30 Hard Greater than 30

Relative Density of Non-Plastic Soils Term N-Value, BPF

Very Loose 0 - 4 Loose 5 - 10 Medium Dense 11 - 30 Dense 31 - 50

Very Dense Greater than 50

Moisture/Frost Condition (MC Column)

D (Dry): Absense of moisture, dusty, dry to touch. M (Moist): Damp, although free water not visible. Soil may still have a high water content (over “optimum”). W (Wet/ Free water visible intended to Waterbearing): describe non-plastic soils. Waterbearing usually relates to sands and sand with silt. F (Frozen): Soil frozen

Layering Notes Laminations: Layers less than ½" thick of differing material or color. Lenses: Pockets or layers greater than ½" thick of differing material or color.

Fiber Content of Peat Fiber Content Term (Visual Estimate) Fibric Peat: Greater than 67% Hemic Peat: 33 – 67% Sapric Peat: Less than 33%

Organic/Roots Description (if no lab tests) Soils are described as organic, if soil is not peat and is judged to have sufficient organic fines content to influence the soil properties. Slightly organic used for borderline cases. With roots: Judged to have sufficient quantity of roots to influence the soil properties. Trace roots: Small roots present, but not judged to be in sufficient quantity to significantly affect soil properties.

9

6

7

7

21

TOPSOIL, Lean Clay with organics, darkbrownSANDY SILTY CLAY, red-brown, stiff tofirm (CL-ML)

SANDY SILTY CLAY with a little gravel,red-brown, firm to very stiff (CL-ML)

Bottom of Boring

21 15109

105

111

109

61

14

12

11

20

TOPSOIL

TERRACEDEPOSITS

18

18

18

18

18

M

M

M

M

M

MC

MC

MC

MC

MC

BORINGCOMPLETED: 1/14/20

CAVE-INDEPTH

1/14/20 None

CASINGDEPTH

DR:

WATERLEVEL

16:45

DRILLINGFLUID LEVELDATE

NA3.25" HSA

SURFACE ELEVATION:

SF-1

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOGRig:LG:

13.5 NA

SAMPLEDDEPTH12.0

WATER LEVEL MEASUREMENTS

TIME

DEPTH:

RH

96.2

12.0

MH03/2011 01-DHR-060

17-20758

MATERIAL DESCRIPTION DEN

1

2

3

4

5

6

7

8

9

10

11

12

13

DEPTHIN

FEET

AET JOB NO:

PROJECT:

B-1 (p. 1 of 1)LOG OF BORING NO.

FIELD & LABORATORY TESTSMCN REC

IN. WC PLLL %-#200

AMERICANENGINEERINGTESTING, INC.

SUBSURFACE BORING LOG

SAMPLETYPE

GEOLOGY

Proposed Detention Pond; Sturgis, South Dakota

AET_

CO

RP

17-

2075

8.G

PJ A

ET+C

PT+W

ELL.

GD

T 1

/29/

20

7

6

9

16

35

TOPSOIL, Lean Clay with organics, darkbrownSANDY SILTY CLAY with a little gravel,red-brown, firm to hard (CL-ML)

with sandy gravel lense

Bottom of Boring

106

114

11

15

5

TOPSOIL

TERRACEDEPOSITS

18

18

18

18

18

M

M

M

M

M

MC

MC

MC

MC

MC

BORINGCOMPLETED: 1/14/20

CAVE-INDEPTH

1/14/20 None

CASINGDEPTH

DR:

WATERLEVEL

16:50

DRILLINGFLUID LEVELDATE

NA3.25" HSA

SURFACE ELEVATION:

SF-1

DRILLING METHOD NOTE: REFER TO

THE ATTACHED

SHEETS FOR AN

EXPLANATION OF

TERMINOLOGY ON

THIS LOGRig:LG:

13.5 NA

SAMPLEDDEPTH12.0

WATER LEVEL MEASUREMENTS

TIME

DEPTH:

RH

96.0

12.0

MH03/2011 01-DHR-060

17-20758

MATERIAL DESCRIPTION DEN

1

2

3

4

5

6

7

8

9

10

11

12

13

DEPTHIN

FEET

AET JOB NO:

PROJECT:

B-2 (p. 1 of 1)LOG OF BORING NO.

FIELD & LABORATORY TESTSMCN REC

IN. WC PLLL %-#200

AMERICANENGINEERINGTESTING, INC.

SUBSURFACE BORING LOG

SAMPLETYPE

GEOLOGY

Proposed Detention Pond; Sturgis, South Dakota

AET_

CO

RP

17-

2075

8.G

PJ A

ET+C

PT+W

ELL.

GD

T 1

/29/

20

Sample DetailsSample ID: 20-00792-S1 Field ID: Bulk B-1 & 2 (Combined) 1-7.5' Date Sampled: 1/14/2020Material:Location:

Sandy Silty Clay, red-brown (CL-ML) Bulk B-1 & 2 (Combined) 1-7.5'

Test ResultsASTM D 698

Maximum Dry Unit Weight (lbf/ft³): 111.5Optimum Water Content (%): 15.0Method: APreparation Method: MoistSpecific Gravity Method: AssumedRetained Sieve No 4 (4.75mm) (%): 0Passing Sieve No 4 (4.75mm) (%): 100Tested By: Leif LarsonDate Tested: 1/21/2020

Dry Unit Weight - Water Content Relationship

American Engineering Testing, Inc.Rapid City Sheridan1745 Samco Road 72 East Ridge Road Unit DRapid City, SD 57702 Sheridan, WY 82801Phone: (605) 388-0029 (307) 675-1863Toll Free: (800) 972-6364 www.amengtest.com

Report No: PTR:20-00792-S1

Project:Sturgis, South DakotaProposed Detention Pond

Client:

2/3/2020Date of Issue:

CC:STURGIS, CITY OF

Job No: 17-20758

Proctor Report

Page 1 of 1Form No: 110031, Report No: PTR:20-00792-S1 © 2000-2018 QESTLab by SpectraQEST.com

Comments

AMERICAN ENGINEERING TESTINGFALLING HEAD PERMEABILITY TEST

AET No: 17-20758

Sample No: Bulk B-1 & 2 Project Name: Proposed Detention Pond

Technician: Leif Larson Project Location: Sturgis, South Dakota

Date Tested: 1/23/2020 Sample No: Bulk B-1 & 2 (Combined) 1-7.5'

Standpipe Area: 0.316 cm2 Specimen Diameter (D): 10.11 cm

Specimen Area: 80.27 cm2 Initial Height or Length of Specimen (L): 12.58 cm

Date and Time at

Date and Time at

Elapsed Time ho

hf (cm)Water

Temperature WaterInclude

inK

Permeability

Period Start

Period End

⌂t(Second

(cm)Reading

Difference (h0-hf)

(oCelsius) Viscosity Average (y/n)

Coefficient (cm / sec)

1/24/20 11:00 1/24/20 11:40 2400 150 115.4 34.6 20.0 0.9335 Y 9.18E-05

1/24/20 11:40 1/24/20 12:15 2100 150 117 33 20.0 0.9335 N 1.08E-04

1/24/20 12:15 1/24/20 13:10 3300 150 103.6 46.4 20.0 0.9335 Y 5.34E-05

1/24/20 13:10 1/24/20 14:00 3000 150 110 40 20.0 0.9335 Y 6.61E-05

1/24/20 14:00 1/24/20 14:40 2400 150 113.5 36.5 20.0 0.9335 Y 8.84E-05

1/24/20 14:40 1/24/20 15:00 1200 150 100.4 49.6 20.0 0.9335 N 1.38E-04

1/24/20 15:00 1/24/20 17:00 7200 150 106.2 43.8 20.0 0.9335 Y 2.57E-05

1/24/20 17:00 1/24/20 17:45 2700 150 119 31 20.0 0.9335 Y 8.77E-05

1/27/20 10:00 1/27/20 13:00 10800 150 84.2 65.8 20.0 0.9335 Y 1.15E-05

1/27/20 13:00 1/27/20 15:00 7200 150 105.5 44.5 20.0 0.9335 Y 2.53E-05

1/27/20 15:00 1/27/20 17:25 8700 150 119.8 30.2 20.0 0.9335 Y 2.77E-05

1/28/20 7:50 1/28/20 8:50 3600 150 109.2 40.8 20.0 0.9335 Y 5.43E-05

1/28/20 8:50 1/28/20 9:50 3600 150 110.3 39.7 20.0 0.9335 Y 5.54E-05

1/28/20 9:50 1/28/20 10:50 3600 150 115.3 34.7 20.0 0.9335 Y 6.11E-05

1/28/20 10:50 1/28/20 11:50 3600 150 110.6 39.4 20.0 0.9335 Y 5.58E-05

k20= (La) * ln(ho) Average Permeability Coefficient = 5.42E-05 cm/sec

A ⌂t hf

Reviewed By:

Date:

Mkto (S-8) (1/04)

29-Jan-20

Chamber No:

James Reed


Appendix B

Geotechnical Report Limitations and Guidelines for Use

Geotechnical Report Limitations and Guidelines for Use AET Project No. 17-20758

Appendix - Page 1 of 2 AMERICAN ENGINEERING TESTING, INC.

REFERENCE This appendix provides information to help you manage your risks relating to subsurface problems which are caused by construction delays, cost overruns, claims, and disputes. This information was developed and provided by ASFE1, of which, we are a member firm. RISK MANAGEMENT INFORMATION Geotechnical Services are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. No one, not even you, should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on A Unique Set of Project-Specific Factors Geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typically factors include: the client’s goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was:

• not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made.

Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect:

• the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse,

• elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership.

As a general rule, always inform your geotechnical engineer of project changes, even minor ones, and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineering report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. 1 ASFE, 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 : www.asfe.org

http://www.asfe.org/

Geotechnical Report Limitations and Guidelines for Use AET Project No. 17-20758

Appendix - Page 2 of 2 AMERICAN ENGINEERING TESTING, INC.

Most Geotechnical Findings Are Professional Opinions Site exploration identified subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report’s Recommendations Are Not Final Do not over rely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engineers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report’s recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members’ misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geotechnical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team’s plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer’s Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In the letter, advise contractors that the report was not prepared for purposes of bid development and that the report’s accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need to prefer. A prebid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their report. Sometimes labeled “limitations” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenvironmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvironmental information, ask your geotechnical consultant for risk management guidance. Do not rely on an environmental report prepared for someone else.

report of geotechnical exploration and review vc storm...1040 harley davidson way, suite 103 1745...

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