B09_Amendment_3__MALU_293291_Geotechnical_Engineering_Report_MLK_Visitor_Center_FINAL_Attchment_9_0003.pdf

GEOTECHNICAL ENGINEERING REPORT

Visitor Center Martin Luther King Jr. National Historical Park 405 Auburn Ave NE Atlanta GA

Schnabel Reference No.: 22190004.000

June 7, 2022

June 7, 2022

Michaela Kaiser, ASLA DHM Design Corporation 1390 Lawrence Street Suite 100 Denver, CO 80204

Subject: Geotechnical Engineering Report - Revised MALU 239291 – PD SD Task Order-Geotechnical Visitor Center Rehabilitation Martin Luther King Jr. National Historical Park 405 Auburn Ave NE Atlanta GA Schnabel Reference No.: 22190004.000

Dear Ms. Kaiser:

SCHNABEL ENGINEERING, LLC (Schnabel) is pleased to submit our geotechnical engineering report for this project. This report includes results from the subsurface exploration for this project. This study was performed in general accordance with our Work Plan revised on April 26, 2022.

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING, LLC

David J. Ebinger, PG Project Geologist

Richard H. Wargo, PE Principal

DHM Design Corporation MLK Visitors Center Rehabilitation, Atlanta, GA

June 7, 2022 Page 1 Schnabel Engineering, LLC Project 22190004.000 ©2022 All Rights Reserved

1.0 EXECUTIVE SUMMARY

This report presents the results of the subsurface exploration for the Martin Luther King Jr. National Historical Park Visitor Center located at 450 Auburn Ave. NE, Atlanta, Georgia. The purpose of the exploration was to evaluate the subsurface conditions at the site in support of the stormwater design.

Hand Auger with Dynamic Cone Penetrometer (DCP) and infiltration testing was conducted at the site.

Based on our field investigation the surficial soils consist of Probable Fill sampled as generally Silts or Sands with gravel and debris underlain by residuum composed of Silt with varying amounts of sand. DCP test values indicate firm or compacted soils. Infiltration testing indicate low infiltration rates (≤ 0.02 in/hr).

Groundwater was not encountered within the Hand Auger locations drilled for this study.

Based on our review of the subsurface investigation and testing data, and review of the site conditions, it is our opinion that the periodic water conditions observed within the building area are due to stormwater infiltration from rainwater. The surface topography around the building area is graded such that rainwater is allowed to pond against the exterior of building and infiltrate into the weepholes in the brick facade.

Based on discussions with the project Civil Engineer, measures should be taken to install trench drains and drainage swales, as well as grade the surface topography away from the building area to the extent possible.

The appendices include detailed information on specific aspects of the investigation, including summary tables and procedures.

We are providing this executive summary solely for purposes of overview. Any party that relies on this report must read the full report. This executive summary omits several details, any one of which could be very important to the proper application of the report.

June 7, 2022 Page 2 Schnabel Engineering, LLC Project 22190004.000 ©2022 All Rights Reserved

2.0 SCOPE OF SERVICES

Our general scope of services was outlined in our revised Work Plan dated April 25, 2022. The actual scope of services included:

Subsurface exploration, including:

o Three Hand Auger borings with Dynamic Cone Penetrometer (DCP) soundings to a maximum depth of about two feet.

o Five Hand Auger borings to a maximum depth of five feet.

o Three infiltration tests.

o Hand Auger borings were backfilled with cuttings at completion; where cuttings were insufficient pea gravel was added to ensure sufficient fill volume.

Analysis and Report, including:

o Laboratory classification of six (6) soil samples.

o Results of DCP testing o Results of infiltration tests o Field logs with photographs

Services not described in our agreement are not included in this study. We would be happy to provide additional support services to the design team as the project demands.

June 7, 2022 Page 3 Schnabel Engineering, LLC Project 22190004.000 ©2022 All Rights Reserved

3.0 DESCRIPTION OF SITE

3.1 Site Description

Martin Luther King Jr. National Historical Park Visitor Center (MALU) located at 450 Auburn Ave. NE, Atlanta, Georgia. The project area is currently developed with the Visitor Center structure surrounded by substantial areas of paved surfaces with the remainder landscaping. The project area within the site is relatively flat at an elevation of approximately 1000 feet above sea level.

3.2 Regional Geology

The Richland County Detention Facility is located in Atlanta, Georgia within the Piedmont Physiographic Province. The geology of the Piedmont is generally characterized by crystalline bedrock of various types overlain by variable thicknesses of soils derived from weathered bedrock (residuum) with soils derived from alluvial material in the dissecting stream and river valleys. United States Geological Survey (USGS) maps indicate that the site is underlain by mica schist, gneiss or amphibolite of Precambrian-Paleozoic age.

3.3 Narrative

Mr. David Ebinger of Schnabel was accompanied by Mr. Oscar “Zan” Rothrock, archaeologist (Archaeologist) with the National Park Service during all field activities. Schnabel consulted with Archaeologist on location selection of each boring location and was observed by Archaeologist for all activities. Archaeologist performed all work utilizing a shovel. During field activities Mr. Ebinger and Archaeologist discussed the drainage issues with Mr. Elvis Babilonia, a maintenance supervisor for MALU. Mr. Babilonia indicated that water pooled in the area at the north end of the pavilion on the walkway (between HA-10B and HA-11 – see Figure 1) and against the north end of the building where it would enter the structure through three doorways near HA-10B. Photographs of these areas are included in the log for HA-11. Archaeologist indicated that the site had previously been the site of a community recreational building that was demolished prior to construction of the MALU structure.

June 7, 2022 Page 4 Schnabel Engineering, LLC Project 22190004.000 ©2022 All Rights Reserved

4.0 SUBSURFACE EXPLORATION PROGRAM

We conducted a subsurface exploration that consisted of Hand Augers with Dynamic Cone Penetrometer (DCP) Testing (ASTM D6951), and infiltration testing (Aardvark Constant-head Permeameter) to identify the subsurface stratigraphy underlying the site and to evaluate the geotechnical properties of the materials encountered.

Exploration methods used are discussed below. The appendices to this report contain the results of our exploration.

4.1 Subsurface Exploration and Field Testing

4.1.1 Hand Augers with Dynamic Cone Penetrometer

Schnabel personnel advanced three Hand Auger Boring with Dynamic Cone Penetrometer (DCP) testing to a maximum depth 1.9 feet below existing ground surface (bgs) grades on April 26, 2022. The DCP testing was performed generally at one-foot intervals beginning at the ground surface. The hand auger/DCP logs from the subsurface exploration data are attached in Appendix A, along with the site location plan as Figure 1. Based on initial results from the DCP testing and evaluation of site conditions, the decision was made to discontinue DCP testing after the three initial borings.

Table 4.1.1: DCP Data

Location Test Depth (ft)

DCP Test Value (2nd int. + 3rd int.)

Stratum

HA-3 0 28 STRATUM F (PROBABLE FILL)

HA-3 0.5 31 STRATUM F (PROBABLE FILL)

HA-4 0.5 21 STRATUM F (PROBABLE FILL)

HA-4 1.0 50 STRATUM F (PROBABLE FILL)

HA-6 1.1 15 STRATUM F (PROBABLE FILL)

HA-6 1.9 19 STRATUM F (PROBABLE FILL)

The numbers in the Sampling Data column of the hand auger logs represent DCP test results. Each number represents the blows needed to drive a 1.5-inch diameter 45-degree cone that has been seated in the bottom of the hand augered hole, using a 15-pound hammer falling 20 inches. The sampler is typically driven three (3) 1.75-inch intervals for a total of 5.25-inches. The first 1.75-inch interval usually represents a seating interval.

We have used the DCP to help determine the relative density/stiffness of the soil. The relationship between the DCP test result and the Standard Penetration Test (SPT) N-value (determined through traditional drilling methods) is that each blow per increment from the DCP equipment represents a cone penetrometer resistance value which correlates to the SPT resistance N-value.

June 7, 2022 Page 5 Schnabel Engineering, LLC Project 22190004.000 ©2022 All Rights Reserved

The DCP test values that are 10 or less generally represent a “soft/loose” condition and values greater than 10 represent a “firm” or compact condition. The DCP test results provided on the hand auger logs indicate that at most of the depths tested, the soils are considered “loose to dense”.

Using the chart to the left, Curve B represents 95% compacted soil, which is approximately a 1:1 correlation between DCP “blows per increment” with SPT N-value “blows per foot”. A DCP test value of 4 would approximately correlate to an SPT N-value of 4, which indicates soil material in a soft/loose state. In turn, the N-value is used to estimate bearing capacity.

June 7, 2022 Page 6 Schnabel Engineering, LLC Project 22190004.000 ©2022 All Rights Reserved

4.1.2 Field Infiltration Testing

Schnabel representatives performed three (3) field infiltration tests on April 27, 2022 at Hand Auger locations HA-10B and HA-11. Two infiltration tests were performed at discrete intervals in HA-11. The locations are shown on Figure 1. Details of the infiltration test and the results are included in Appendix A.

Field infiltration at HA-10B (0.9 feet bgs) and HA-11 (2.3 feet bgs and 3.5 feet bgs) testing resulted in saturated hydraulic conductivity values (Ksat) of <0.02, ≤0.02, and 0.02 in/hr, respectively.

Table 4.1.2: Field Infiltration Data

Location Test Depth (ft)

KSAT

(in/hr)

Stratum

HA-10B 0.9 <0.02 STRATUM F (PROBABLE FILL)

HA-11 2.3 ≤0.02 STRATUM F (PROBABLE FILL)

HA-11 3.5 0.02 STRATUM A (RESIDUUM)

Schnabel conducted the infiltration testing using an Aardvark Permeameter 2840. A 10 cm diameter hole is hand augered to the target testing depth using a “planning” auger to excavate a cylindrical hole with flat base. The pressure regulator unit is lowered into the hole to the bottom of the borehole and secured in position. The unit is connected to the computer and automated readings are taken while the test is being conducted. The Aardvark is a constant-head permeameter. This means the depth of water within the borehole does not change during the measurement period. The rate of water being supplied is constantly recorded and corresponds to the soil infiltration rate from the bottom and side surfaces of the borehole.

5.0 SUBSURFACE CONDITIONS

5.1 Generalized Subsurface Stratigraphy

We characterized the following generalized subsurface stratigraphy based on the exploration:

Table 5.1: Soil Stratigraphy

Type Test Depth (ft)

Description

STRATUM F

(PROBABLE FILL)

From ground surface to depths of up to 3.0 feet.

Generally sandy silt/silty sand with gravel

STRATUM A

(RESIDUUM)

Below Stratum F, or from ground surface to termination depth of up to 5.0 feet.

Generally sandy silt/silty sand

Soil samples have been classified in accordance with ASTM D2488. The ASTM D2488 group symbols (e.g. SM), indicated above and on the boring logs, are based on visual observations of recovered soil samples. Criteria for soil classification are given in Appendix A.

June 7, 2022 Page 7 Schnabel Engineering, LLC Project 22190004.000 ©2022 All Rights Reserved

5.2 Groundwater

Groundwater was not encountered within the Hand Auger locations at the time of our study. It should also be noted that a heavy rain occurred when we were on-site one day, and the holes drilled remained dry.

6.0 GEOTECHNICAL OBSERVATIONS AND CONSIDERATIONS

Our field investigation indicated the upper soils across the site to consist of relatively compact density silty sands and sandy silts, which are of relatively low permeability. No groundwater was encountered within the depths drilled for this study.

Based on our review of the subsurface investigation and testing data, and review of the site conditions, it is our opinion that the periodic water conditions observed within the building area are due to stormwater infiltration from rainwater. The surface topography around the building area is graded such that rainwater is allowed to pond against the exterior of building and infiltrate into the weepholes in the brick facade.

Based on discussions with the project Civil Engineer, measures should be taken to install trench drains and drainage swales, as well as grade the surface topography away from the building area to the extent possible. We would recommend a minimum grade of 2%, which is similar to the minimum requirement for parking lots.

7.0 LIMITATIONS

We based the analyses and any recommendations submitted in this report on the information revealed by our exploration. We attempted to provide for normal contingencies, but the possibility remains that unexpected conditions may be encountered during construction.

This report has been prepared to aid in the evaluation of this site and to assist in the design of the project.

It is intended for use concerning this specific project.

We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report or other instrument of service.

June 7, 2022 Schnabel Engineering, LLC

FIGURES

Figure 1: Hand Auger Location Plan

APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures Identification of Soil Hand Auger Logs Laboratory Soil Test Data Field Infiltration Testing Data

SUBSURFACE EXPLORATION PROCEDURES

Test Borings – Hand Augers

The borings are advanced by turning an auger with a two (2) inch diameter cutter head. Cuttings are brought to the surface by the auger flights. At locations HA-2, HA-3, HA-4, HA-6, HA-10, and HA-10B auger refusal was encountered prior to reaching the target depth of five (5) feet.

The planned location for HA-1 was inaccessible due to the amount of buried utilities located in the immediate vicinity. The location was omitted from the study.

At HA-2 a shovel was used by the Archaeologist to remove the soil cap and a post-hole digger was utilized to a depth of approximately one (1) foot where refusal was met on what appeared to be fragments of cement block. In an offset location refusal was met on a piece of iron pipe at approximately six (6) inches.

At HA-3 the initial auger boring met refusal at approximately four (4) inches on what appeared to be asphalt fragments. In an offset location a shovel hole was dug by the Archaeologist and refusal was met at approximately ten (10) inches due to a large rock.

At HA-4 the initial auger boring met refusal on gravel at less than six (6) inches. An offset boring met auger refusal at 1.3 feet. DCP tests were conducted at depths of 0.5 and 1.0 feet.

At HA-5 the hand auger boring was completed to the target depth of five (5) feet.

At HA-6 the hand auger boring met refusal at 1.9 feet on gravel. A fragment of geotextile fabric was recovered in the auger immediately above the gravel. This location was located in a raised bed that is likely to have a gravel base overlain by the geotextile and then completed with fill material. DCP tests were completed at 1.1 and 1.9 feet. Planned locations HA-8 and HA-9 were located in similar raised beds; based on this and the lack of unpaved surfaces in the immediate vicinity, these locations were omitted from the study. Planned location HA-7 was also located in a raised bed; however, there was an unpaved location nearby for relocation.

At HA-7 the hand auger boring was completed to the target depth of five (5) feet.

At HA-10 the hand auger boring met refusal on gravel at one (1) foot. The boring was over-excavated using a post-hole digger to remove the gravel to at this depth and then hand-augered to refusal at 2.1 feet on a hard surface with flakes of biotite schist recovered in the auger. An unmarked plastic gas(?) pipe and tracer wire were exposed in the boring at one (1) foot depth.

At HA-10B the boring was intended to reach a depth sufficient to perform an infiltration test. This boring was advanced to approximately 0.5 feet with a post-hole digger and then completed by hand tools to a final depth of 0.9 feet. An infiltration test was performed at this depth.

At HA-11 At HA-5 the hand auger boring was completed to the target depth of five (5) feet.

Soil Classification Criteria

The group symbols on the logs represent the Unified Soil Classification System Group Symbols (ASTM D2487) based on visual observation and limited laboratory testing of the samples. Criteria for visual identification of soil samples are included in this appendix. Some variation can be expected between samples visually classified and samples classified in the laboratory.

Hand Auger/Test Locations and Elevations

Hand Auger locations were staked by Schnabel Engineering, LLC using existing site features with approximate Hand Auger locations shown on Figure 1. Locations were recorded by the Archaeologist using a Trimble Geo 7X GPS and subsequently provided to Schnabel.

ID GPS_Date GPS_Time Elevation (m)

Latitude Longitude

HA-2 4/27/2022 08:41:55am 305.509 33.7563285 -84.37370218

HA-3 4/26/2022 12:23:35pm 309.908 33.75616266 -84.37369249

HA-4 4/26/2022 11:44:13am 303.862 33.75595771 -84.3736556

HA-5 4/27/2022 07:25:37am 303.306 33.75606898 -84.37328771

HA-6 4/26/2022 08:54:21am 303.701 33.75575126 -84.37362352

HA-7 4/27/2022 08:05:48am 303.602 33.75584703 -84.37329007

HA-10 4/26/2022 01:59:18pm 304.407 33.75660905 -84.37345578

HA-10B 4/27/2022 12:02:30pm 303.752 33.75655903 -84.37341974

HA-11 4/27/2022 06:17:08am 303.172 33.75670675 -84.37314289

Location and elevation data provided by the GPS appear to be impacted by poor satellite visibility at HA-2 and HA-3. Actual locations for these are more closely approximated on Figure 1 this report.

IDENTIFICATION OF SOIL

I. DEFINITION OF SOIL GROUP NAMES (ASTM D2487) SYMBOL GROUP NAME

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

Gravels – More than 50% of coarse fraction retained on No. 4 sieve Coarse, ¾” to 3” Fine, No. 4 to ¾”

Clean Gravels Less than 5% fines

GW WELL GRADED

GRAVEL

GP POORLY GRADED

GRAVEL

Gravels with fines More than 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands – 50% or more of coarse Fraction passes No. 4 sieve Coarse, No. 10 to No. 4 Medium, No. 40 to No. 10 Fine, No. 200 to No. 40

Clean Sands Less than 5% fines

SW WELL GRADED

SAND

SP POORLY GRADED

SAND

Sands with fines More than 12% fines

SM SILTY SAND

SC CLAYEY SAND

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays – Liquid Limit less than 50 Low to medium plasticity

Inorganic CL LEAN CLAY

ML SILT

Organic OL ORGANIC CLAY

ORGANIC SILT

Silts and Clays – Liquid Limit 50 or more Medium to high plasticity

Inorganic CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT

II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D2487)

Examples

Adjective Form

GRAVELLY

SANDY

>30% to <50% coarse grained component in a fine-grained soil

GRAVELLY LEAN CLAY

CLAYEY

SILTY

>12% to <50% fine grained component in a coarse-grained soil

SILTY SAND

“With” WITH GRAVEL

WITH SAND

>15% to <30% coarse grained component in a fine-grained soil

FAT CLAY WITH GRAVEL

WITH GRAVEL

WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH SAND

WITH SILT

WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil

POORLY GRADED SAND WITH SILT

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS .......................... Unified Soil Classification Symbols are shown above as group symbols. A dual symbol “-“ indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

FILL ........................................ Man-made deposit containing soil, rock and often foreign matter.

PROBABLE FILL ................... Soils which contain no visually detected foreign matter but which are suspect with regard to origin.

DISINTEGRATED ROCK

(DR)

Residual materials with a standard penetration resistance (SPT) between 60 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

BOULDERS & COBBLES ...... Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12-inch size.

LENSES.................................. 0 to ½-inch seam within a material in a test pit.

LAYERS ................................. ½ to 12-inch seam within a material in a test pit.

MOISTURE CONDITIONS ...... Wet, moist or dry to indicate visual appearance of specimen.

COLOR ................................... Overall color, with modifiers such as light to dark or variation in coloration.

HAND AUGER LOGS

Project: Contract Number:

Auger Number:

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

Hand Auger Terminated at: n/a SG - Subgrage elevation

Equipment: Hand Auger / Hand Shovel Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-1

HAND AUGER LOG

04/26/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

NOT PERFORMED - too many utilities in area

Data Top Soil = 0 in. / Asphalt = 0 in.

n/a Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

0 ML F

0.8 ML F

1.0

Hand Auger Terminated at: 0.5' * SG - Subgrage elevation

Equipment: Hand Auger / Hand Shovel Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-2

HAND AUGER LOG

Data Top Soil = 0 in. / Asphalt = 0 in.

Sandy SILT, w/gravel orangish brown, 04/26/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Sandy SILT, brown, moist

FILL - cement block fragments moist FILL - glass, nail

Shovel refusal @ 1.0' on cement block fragments

Offsets

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

*Shovel refusal at 1.0' - performed by NPS personnel

Auger - refusal on gravel @ 0.5'

0.5' Auger Refusal at:

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

0.0 11 0 SM F

0.5 14

0.8

Hand Auger Terminated at: 0.8' SG - Subgrage elevation

Equipment: DCP and Hand Auger Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-3

DYNAMIC CONE PENETROMETER (DCP) LOG

Data Top Soil = 0 in. / Asphalt = 0 in.

13 15 Silty SAND, w/gravel, brown, moist

04/26/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Refusal @ 0.8' on gravel

17 14 moist FILL - glass, nail

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

0.8' Auger Refusal at:

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

0.0 7 0 ML F

1.0 21

1.3

Hand Auger Terminated at: 1.3' SG - Subgrage elevation

Equipment: DCP and Hand Auger Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-4

DYNAMIC CONE PENETROMETER (DCP) LOG

04/26/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

30 20

Data Top Soil = 0 in. / Asphalt = 0 in.

9 12

Refusal @ 1.3' on gravel

Auger - refusal on gravel @ 0.5'

Offsets

1.3' Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

Sandy SILT, trace gravel, brown, moist

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

0.3 ML F

0.5 SM F

1.0 ML A

5.0

Hand Auger Terminated at: n/a SG - Subgrage elevation

Equipment: Hand Auger Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-5

HAND AUGER LOG

04/27/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Data Top Soil = 3 in. / Asphalt = 0 in.

Landscape bed

SILT, w/sand, olive brown, moist

Terminated @ 5.0'

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

Silty SAND, trace gravel, brown, moist Probable FILL

Silty GRAVEL, FILL

5' Auger Refusal at:

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

1.1 5 0.4 SM F

1.9 9

1.0 SC F

1.9 F

1.9

Hand Auger Terminated at: 1.9' SG - Subgrage elevation

Equipment: DCP and Hand Auger Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-6

DYNAMIC CONE PENETROMETER (DCP) LOG

04/26/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

10 9

Data Top Soil = 4 in. / Asphalt = 0 in.

7 8 Silty SAND, reddish brown, moist

Terminated @ 1.9' on gravel

Geotextile cloth on top of gravel bed

1.9' Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

Clayey SAND, reddish brown, moist

Raised landscape bed

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

0.2 ML F

0.4 ML F

1.0 ML A

5.0

Hand Auger Terminated at: n/a SG - Subgrage elevation

Equipment: Hand Auger Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-7

HAND AUGER LOG

Data Top Soil = 2 in. / Asphalt = 0 in.

Gravelly SILT

04/27/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

SILT, w/sand, olive brown, moist

Terminated @ 5.0'

SILT w/ sand, trace gravel, brown, moist

5' Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

Hand Auger Terminated at: n/a SG - Subgrage elevation

Equipment: Hand Auger / Hand Shovel Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-8

HAND AUGER LOG

04/27/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

NOT PERFORMED - Raised landscape bed with paved surfaces adjacent

Data Top Soil = 0 in. / Asphalt = 0 in.

n/a Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

Hand Auger Terminated at: n/a SG - Subgrage elevation

Equipment: Hand Auger / Hand Shovel Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-9

HAND AUGER LOG

04/27/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Data Top Soil = 0 in. / Asphalt = 0 in.

NOT PERFORMED - Raised landscape bed with paved surfaces adjacent n/a Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

0.2 SM F

0.8 ML F

1.0

1.2 ML A?

2.1

Hand Auger Terminated at: 2.1' SG - Subgrage elevation

Equipment: Hand Auger / Post-Hole Digger Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-10

HAND AUGER LOG

Data Top Soil = 2.5 in. / Asphalt = 0 in.

Silty SAND w/gravel, brown, moist

4/26/2022 (4/27/22 follow-up)

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Sandy SILT, light brown, moist

Black tracer wire - cut @ 1' unmarked PVC gas line @1'

2.1' Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

Gravel - auger refusal

Using post-hole digger to remove gravel 5/27/22

Sandy SILT, light brown, moist

Refusal @ 2.1 biotite schist flakes at refusal

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 1

Date:

Location:

Depth (ft)

0.2 SM F

0.4 CL F

0.9

Hand Auger Terminated at: n/a SG - Subgrage elevation

Equipment: Hand Auger / Hand Tools Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-10B

HAND AUGER LOG

04/27/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Sandy CLAY, w/gravel, brown, moist

Data Top Soil = 2.0 in. / Asphalt = 0 in.

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

Silty SAND w/gravel, very dark brown, moist

Terminated @ 0.9'

Terminated at target depth for permeameter test

Encountered gravel was removed using hand tools to shape permeameter hole (auger refusal should be assumed @ < 0.9')

Permeameter @ 0.9'

0.9' Auger Refusal at:

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 1 of 2

Date:

Location:

Depth (ft)

0.3 ML F

1.0 CL F?

3.0 ML A

5.0

Hand Auger Terminated at: n/a SG - Subgrage elevation

Equipment: Hand Auger Ground Surface Elevation (ft): --

SE Representative: D. Ebinger

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-11

HAND AUGER LOG

Data Top Soil = 2.5 in. / Asphalt = 0 in.

04/26/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Sandy SILT, orangish brown, moist

Permeameter testing performed

Terminated @ 5.0'

Permeameter @ 2.3' (4/27/22)

@ 2.3' & 3.5' in offset boring on 4/27/22

5' Auger Refusal at:

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

Sand SILT, trave gravel, orangish brown, moist

Sandy CLAY, trace gravel, orangish brown with gray mottles Probable FILL

Permeameter @ 3.5' (4/27/22)

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

Sheet Number: 2 of 2

Date:

Location:

Depth (ft)

Hand Auger Terminated at: n/a SG - Subgrage elevation

Comments: Sampling depth is based on subgrade elevation and one foot interval(s) below subgrade.

DCP Data indicates the number of blows to drive the penetrometer into the soil in 1 3/4-inch increments.

Soil description is based on visual classification ASTM D-2488.

Additional Photo (Google Earth)

5' Auger Refusal at:

SE Representative: D. Ebinger

04/26/22

See location map

Sampling Depth

(ft)

Strata Description Soil Group

Symbol Stratum Remarks

Data Top Soil = 2.5 in. / Asphalt = 0 in.

MLK Historical Park Visitor Center 22190004

Atlanta, GA HA-11

HAND AUGER LOG

Equipment: Hand Auger Ground Surface Elevation (ft): --

C:\Users\debinger\OneDrive - Schnabel Engineering Inc\Documents\Projects\03-SEProducts\01-Investigations\03-Logs\Logs.xlsx

LABORATORY SOIL TEST DATA

HA-2

0.0 - 0.5

Grab

SILTY GRAVEL WITH SAND (GM), brown

F 10.3 43 27 16 37.3 27.8

HA-5

2.0 - 3.0

Grab

SILTY SAND (SM), grayish brown

A 19.2 NP NP NP 0.4 49.0

HA-7

3.0 - 4.0

Grab

SILTY SAND (SM), grayish brown

A 23.7 NP NP NP 0.0 40.4

HA-10

1.2 - 2.1

Grab

SILTY SAND WITH GRAVEL (SM), brown

F 12.4 50 29 21 26.9 31.3

HA-11

2.0 - 3.0

Grab

SILTY SAND (SM), trace gravel, brown

F 18.0 37 26 11 9.2 47.6

HA-11

3.0 - 4.0

Grab

SANDY LEAN CLAY (CL), brown

A 23.4 44 24 20 0.0 61.5

Description of Soil Specimen

Project Number: 22190004.000

Notes:

Project:

Sample Depth ft

Elevation ft

MLK Historical Park Visitors Center Atlanta

GA

Sample Type

Sheet 1 of 1

Boring No.

Summary Of Laboratory Tests Appendix

1. Soil tests in general accordance with ASTM standards.

2. Soil classifications are in general accordance with ASTM D2487(as applicable), based on testing indicated and visual classification.

3. Key to abbreviations: NP=Non-Plastic; -- indicates no test performed.

4. ASTM Methods: Natural Moisture D2216, Atterberg D4318, Gradation D6913

D Y

N A

M

IC

L A

B S

U M

M A

R Y

.0

L

O G

S A

N D

L A

B .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2

P la st ic it y

In d ex

R et ai n ed

N o

S ie ve

S tr at u m

P la st ic

L im it

L iq u id

L im it

P as si n g

N o

S ie ve

N at u ra l M o is tu re

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.095 34.9

%Silt %Clay

ASTM D6913

PI

2.437

D10 %Gravel

37.3

%Sand

27.8

D30

Sample Description

HA-2 1627

D100 D60

SILTY GRAVEL WITH SAND (GM), brown

Specimen LL PL

SRHEC

Tested Date

EC

Tested By

4/28/22

Calc by

U.S. SIEVE OPENING IN INCHES

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

37.5

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

0.0 - 0.5 ft

Project: MLK Historical Park Visitors Center Atlanta

GA

Contract: 22190004.000S

IE

V E

/S

H E

E T

.0

L

O G

S A

N D

L A

B .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

27.8

34.3

41.4

47.8

51.6

54.4

59.2

62.7

3/8"

68.1

1/2"

73.9

3/4"

80.2

1.0"

86.5

1.5"

100.0

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

50.6

%Silt %Clay

ASTM D6913

PI

0.096

D10 %Gravel

0.4

%Sand

49.0

D30

Sample Description

HA-5 NPNP

D100 D60

SILTY SAND (SM), grayish brown

NP

Specimen LL PL

SRHEC

Tested Date

EC

Tested By

4/28/22

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

9.5

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

2.0 - 3.0 ft

Project: MLK Historical Park Visitors Center Atlanta

GA

Contract: 22190004.000S

IE

V E

/S

H E

E T

.0

L

O G

S A

N D

L A

B .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

49.0

79.8

89.5

93.4

95.4

96.9

98.8

99.6

3/8"

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

59.6

%Silt %Clay

ASTM D6913

PI

0.108

D10 %Gravel

0.0

%Sand

40.4

D30

Sample Description

HA-7 NPNP

D100 D60

SILTY SAND (SM), grayish brown

NP

Specimen LL PL

SRHEC

Tested Date

EC

Tested By

4/28/22

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

4.75

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

3.0 - 4.0 ft

Project: MLK Historical Park Visitors Center Atlanta

GA

Contract: 22190004.000S

IE

V E

/S

H E

E T

.0

L

O G

S A

N D

L A

B .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

40.4

77.8

91.6

96.0

97.7

98.9

99.9

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

41.8

%Silt %Clay

ASTM D6913

PI

0.648

D10 %Gravel

26.9

%Sand

31.3

D30

Sample Description

HA-10 2129

D100 D60

SILTY SAND WITH GRAVEL (SM), brown

Specimen LL PL

SRHEC

Tested Date

EC

Tested By

4/28/22

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

37.5

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

1.2 - 2.1 ft

Project: MLK Historical Park Visitors Center Atlanta

GA

Contract: 22190004.000S

IE

V E

/S

H E

E T

.0

L

O G

S A

N D

L A

B .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

31.3

39.6

47.3

54.5

59.2

62.8

68.7

73.1

3/8"

77.0

1/2"

80.0

3/4"

81.4

1.0"

81.4

1.5"

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

43.2

%Silt %Clay

ASTM D6913

PI

0.192

D10 %Gravel

9.2

%Sand

47.6

D30

Sample Description

HA-11 1126

D100 D60

SILTY SAND (SM), trace gravel, brown

Specimen LL PL

SRHEC

Tested Date

EC

Tested By

4/28/22

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

2.0 - 3.0 ft

Project: MLK Historical Park Visitors Center Atlanta

GA

Contract: 22190004.000S

IE

V E

/S

H E

E T

.0

L

O G

S A

N D

L A

B .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

47.6

56.0

64.3

71.6

76.5

80.7

87.4

90.8

3/8"

92.9

1/2"

95.4

3/4"

0.0010.010.1110100

16 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

38.5

%Silt %Clay

ASTM D6913

PI

D10 %Gravel

0.0

%Sand

61.5

D30

Sample Description

HA-11 2024

D100 D60

SANDY LEAN CLAY (CL), brown

Specimen LL PL

SRHEC

Tested Date

EC

Tested By

4/28/22

41.5 6

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

100 14060

Percent Finer

4.75

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 30

Test Method

Atterberg

ASTM D4318

Reviewed by

3.0 - 4.0 ft

Project: MLK Historical Park Visitors Center Atlanta

GA

Contract: 22190004.000S

IE

V E

/S

H E

E T

.0

L

O G

S A

N D

L A

B .G

P J

T E

S T

T E

M P

LA

T

E .G

D T

/1

/2 fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

Sieve Size

% Finer

61.5

62.1

63.7

67.9

71.0

72.6

99.4

0 20 40 60 80 100

P

LA

S T

IC

IT

Y I

N D

E X

ATTERBERG LIMITS

LIQUID LIMIT

HA-2

HA-5

HA-7

HA-10

HA-11

HA-11

CL

ML

DescriptionFinesPIPLLLSpecimen

PLOTTED DATA REPRESENTS SOIL PASSING NO. 40 SIEVE

NP

NP

NP

NP

NP

NP

SILTY GRAVEL WITH SAND (GM), brown

SILTY SAND (SM), grayish brown

SILTY SAND (SM), grayish brown

SILTY SAND WITH GRAVEL (SM), brown

SILTY SAND (SM), trace gravel, brown

SANDY LEAN CLAY (CL), brown

CH

MHCL-ML

0.0 - 0.5 ft

2.0 - 3.0 ft

3.0 - 4.0 ft

1.2 - 2.1 ft

2.0 - 3.0 ft

3.0 - 4.0 ft

Project: MLK Historical Park Visitors Center Atlanta

GA

Contract: 22190004.000A T

T E

R B

E R

G _L

IM

IT

S

.0

L O

G S

A N

D L

A B

.G P

J T

E S

T T

E M

P

LA

T E

.G D

T

/1

/2

FIELD INFILTRATION TESTING DATA

SimplyData Software Suite Aardvark Permeameter

Water Consumption Rate

Location:

Site:

Time interval: 0.1 minutes

Ksat Method: Earth Manual

Steady Flow Rate: 0.000 ml/min

Tmp Adj Flow Rate: 0.000 ml/min

Percolation Rate: (undefined)

Ksat: <= 0.02

Site Details:

Notes:

Site GPS Position

Longitude:

Latitude: 4/27/2022 2:08:58 PM 0 0

4/27/2022 2:09:04 PM 0 0 0 0 0

4/27/2022 2:09:10 PM 0 0 0 0 0

10 cm Hole Diameter 4/27/2022 2:09:16 PM 0 0 0 0 0

4/27/2022 2:09:22 PM 0 0 0 0 0

4/27/2022 2:09:28 PM 0 0 0 0 0

20 º C Water Temperature 4/27/2022 2:09:34 PM 0 0 0 0 0

4/27/2022 2:09:40 PM 0 0 0 0 0

4/27/2022 2:09:46 PM 0 0 0 0 0

4/27/2022 2:09:52 PM 0 0 0 0 0

4/27/2022 2:09:58 PM 0 0 0 0 0

21 cm Hole Depth 4/27/2022 2:10:04 PM 0 0 0 0 0

4/27/2022 2:10:10 PM 0 0 0 0 0

4/27/2022 2:10:16 PM 0 0 0 0 0

7.5 cm Water Height in Hole 4/27/2022 2:10:22 PM 0 0 0 0 0

4/27/2022 2:10:28 PM 0 0 0 0 0

4/27/2022 2:10:35 PM 0 0 0 0 0

4/27/2022 2:10:41 PM 0 0 0 0 0

500 cm Water Table Depth 4/27/2022 2:10:47 PM 0 0 0 0 0

4/27/2022 2:10:53 PM 1.6 0 ‐1.6 0 ‐16

4/27/2022 2:10:59 PM 0 0 1.6 1.6 16

Soil Texture Structure Category: 4/27/2022 2:11:05 PM 0 0 0 1.6 0

4/27/2022 2:11:11 PM 0 0 0 1.6 0

4/27/2022 2:11:17 PM 0 0 0 1.6 0

4/27/2022 2:11:23 PM 0 0 0 1.6 0

4/27/2022 2:11:29 PM 0 0 0 1.6 0

4/27/2022 2:11:35 PM 0 0 0 1.6 0

4/27/2022 2:11:41 PM ‐20 0 20 21.6 200

4/27/2022 2:11:47 PM ‐42.4 0 22.4 44 224

4/27/2022 2:11:53 PM ‐43 0 0.6 44.6 6

4/27/2022 2:11:59 PM ‐43.6 0 0.6 45.2 6

4/27/2022 2:12:06 PM ‐44.4 0 0.8 46 6.857

4/27/2022 2:12:12 PM ‐44.2 0 ‐0.2 46 ‐2

4/27/2022 2:12:18 PM ‐45.2 0 1 47 10

4/27/2022 2:12:24 PM ‐45.6 0 0.4 47.4 4

4/27/2022 2:12:30 PM ‐45.4 0 ‐0.2 47.4 ‐2

4/27/2022 2:12:36 PM ‐46 0 0.6 48 6

4/27/2022 2:12:42 PM ‐46.2 0 0.2 48.2 2

4/27/2022 2:12:48 PM ‐46.8 0 0.6 48.8 6

4/27/2022 2:12:54 PM ‐47.2 0 0.4 49.2 4

4/27/2022 2:13:00 PM ‐47.4 0 0.2 49.4 2

4/27/2022 2:13:06 PM ‐47.4 0 0 49.4 0

4/27/2022 2:13:12 PM ‐47.8 0 0.4 49.8 4

4/27/2022 2:13:18 PM ‐48 0 0.2 50 2

4/27/2022 2:13:24 PM ‐48 0 0 50 0

4/27/2022 2:13:30 PM ‐48 0 0 50 0

4/27/2022 2:13:36 PM ‐48.2 0 0.2 50.2 2

4/27/2022 2:13:43 PM ‐49.8 0 1.6 51.8 13.714

4/27/2022 2:13:49 PM ‐48 0 ‐1.8 51.8 ‐18

4/27/2022 2:13:55 PM ‐48.8 0 0.8 52.6 8

4/27/2022 2:14:01 PM ‐48.8 0 0 52.6 0

4/27/2022 2:14:07 PM ‐49.2 0 0.4 53 4

4/27/2022 2:14:13 PM ‐49.4 0 0.2 53.2 2

4/27/2022 2:14:19 PM ‐50.8 0 1.4 54.6 14

4/27/2022 2:14:25 PM ‐49 0 ‐1.8 54.6 ‐18

4/27/2022 2:14:31 PM ‐50.2 0 1.2 55.8 12

4/27/2022 2:14:37 PM ‐50 0 ‐0.2 55.8 ‐2

4/27/2022 2:14:43 PM ‐50 0 0 55.8 0

4/27/2022 2:14:49 PM ‐50 0 0 55.8 0

4/27/2022 2:14:55 PM ‐50.4 0 0.4 56.2 4

4/27/2022 2:15:02 PM ‐50.6 0 0.2 56.4 1.714

4/27/2022 2:15:08 PM ‐50.4 0 ‐0.2 56.4 ‐2

4/27/2022 2:15:14 PM ‐50.4 0 0 56.4 0

4/27/2022 2:15:20 PM ‐51 0 0.6 57 6

4/27/2022 2:15:26 PM ‐51 0 0 57 0

4/27/2022 2:15:32 PM ‐51 0 0 57 0

4/27/2022 2:15:38 PM ‐51.2 0 0.2 57.2 2

4/27/2022 2:15:44 PM ‐52 0 0.8 58 8

4/27/2022 2:15:50 PM ‐51.8 0 ‐0.2 58 ‐2

4/27/2022 2:15:56 PM ‐52 0 0.2 58.2 2

4/27/2022 2:16:02 PM ‐51.4 0 ‐0.6 58.2 ‐6

4/27/2022 2:16:08 PM ‐53.6 0 2.2 60.4 22

4/27/2022 2:16:14 PM ‐51.8 0 ‐1.8 60.4 ‐18

4/27/2022 2:16:20 PM ‐52.6 0 0.8 61.2 8

4/27/2022 2:16:27 PM ‐52.6 0 0 61.2 0

4/27/2022 2:16:33 PM ‐53 0 0.4 61.6 4

Interval Water

Consumed (ml)

Total Water

Consumed (ml)

Water

Consumption Rate

(ml / min)

Ignore this

Reading?

Time

Reservoir Water

Level (ml)

Elapsed Time

Interval (minutes)

MLK

HA10B 8a

Soils which are both fine textured (clayey or silty) and unstructured; may also include some fine sands.

Steady‐state infiltration rate was near zero resulting in a high noise‐to‐signal ration which makes automatic calculation of the Ksat value impossible. Rate of consumption (based on reservoir weight, the Water Consumption data columns should be ignored because they do not properly deal with negative intervals related to noise) on 5‐min intervals is approx. 0.5 ml/min

Steady Flow Rate achieved when Water Consumption Rate changes less than

+/‐ 10 % for 3 consecutive readings

0 degrees 0 minutes 0 seconds East

0 degrees 0 minutes 0 seconds North

Inches / sec

4/27/2022 2:16:39 PM ‐52.4 0 ‐0.6 61.6 ‐6

4/27/2022 2:16:45 PM ‐50.6 0 ‐1.8 61.6 ‐18

4/27/2022 2:16:51 PM ‐52.6 0 2 63.6 20

4/27/2022 2:16:57 PM ‐52.8 0 0.2 63.8 2

4/27/2022 2:17:03 PM ‐54.2 0 1.4 65.2 14

4/27/2022 2:17:09 PM ‐56.2 0 2 67.2 20

4/27/2022 2:17:15 PM ‐53.8 0 ‐2.4 67.2 ‐24

4/27/2022 2:17:21 PM ‐53.4 0 ‐0.4 67.2 ‐4

4/27/2022 2:17:27 PM ‐53.2 0 ‐0.2 67.2 ‐2

4/27/2022 2:17:33 PM ‐53.4 0 0.2 67.4 2

4/27/2022 2:17:39 PM ‐52.2 0 ‐1.2 67.4 ‐12

4/27/2022 2:17:45 PM ‐53 0 0.8 68.2 8

4/27/2022 2:17:51 PM ‐53.4 0 0.4 68.6 4

4/27/2022 2:17:57 PM ‐54.2 0 0.8 69.4 8

4/27/2022 2:18:03 PM ‐53.2 0 ‐1 69.4 ‐10

4/27/2022 2:18:10 PM ‐53.2 0 0 69.4 0

4/27/2022 2:18:16 PM ‐53.4 0 0.2 69.6 2

4/27/2022 2:18:22 PM ‐53.4 0 0 69.6 0

4/27/2022 2:18:28 PM ‐52 0 ‐1.4 69.6 ‐14

4/27/2022 2:18:34 PM ‐52.8 0 0.8 70.4 8

4/27/2022 2:18:40 PM ‐53.2 0 0.4 70.8 4

4/27/2022 2:18:46 PM ‐53.2 0 0 70.8 0

4/27/2022 2:18:52 PM ‐53.2 0 0 70.8 0

4/27/2022 2:18:58 PM ‐53.2 0 0 70.8 0

4/27/2022 2:19:04 PM ‐55 0 1.8 72.6 18

4/27/2022 2:19:10 PM ‐53.6 0 ‐1.4 72.6 ‐14

4/27/2022 2:19:16 PM ‐54.2 0 0.6 73.2 6

4/27/2022 2:19:22 PM ‐54.2 0 0 73.2 0

4/27/2022 2:19:28 PM ‐54.2 0 0 73.2 0

4/27/2022 2:19:34 PM ‐52.4 0 ‐1.8 73.2 ‐18

4/27/2022 2:19:40 PM ‐52.2 0 ‐0.2 73.2 ‐2

4/27/2022 2:19:46 PM ‐53.2 0 1 74.2 10

4/27/2022 2:19:52 PM ‐53.2 0 0 74.2 0

4/27/2022 2:19:58 PM ‐53.2 0 0 74.2 0

4/27/2022 2:20:04 PM ‐53.2 0 0 74.2 0

4/27/2022 2:20:10 PM ‐52.6 0 ‐0.6 74.2 ‐6

4/27/2022 2:20:17 PM ‐53.8 0 1.2 75.4 10.286

4/27/2022 2:20:23 PM ‐55.4 0 1.6 77 16

4/27/2022 2:20:29 PM ‐57.6 0 2.2 79.2 22

4/27/2022 2:20:35 PM ‐53.8 0 ‐3.8 79.2 ‐38

4/27/2022 2:20:41 PM ‐53.8 0 0 79.2 0

4/27/2022 2:20:47 PM ‐54.4 0 0.6 79.8 6

4/27/2022 2:20:53 PM ‐54 0 ‐0.4 79.8 ‐4

4/27/2022 2:20:59 PM ‐55.2 0 1.2 81 12

4/27/2022 2:21:05 PM ‐60.2 0 5 86 50

4/27/2022 2:21:11 PM ‐56.6 0 ‐3.6 86 ‐36

4/27/2022 2:21:17 PM ‐54.6 0 ‐2 86 ‐20

4/27/2022 2:21:23 PM ‐56.2 0 1.6 87.6 16

4/27/2022 2:21:29 PM ‐56.4 0 0.2 87.8 2

4/27/2022 2:21:36 PM ‐57.2 0 0.8 88.6 6.857

4/27/2022 2:21:42 PM ‐53.2 0 ‐4 88.6 ‐40

4/27/2022 2:21:48 PM ‐60.8 0 7.6 96.2 76

4/27/2022 2:21:54 PM ‐62.8 0 2 98.2 20

4/27/2022 2:22:00 PM ‐56 0 ‐6.8 98.2 ‐68

4/27/2022 2:22:06 PM ‐55.6 0 ‐0.4 98.2 ‐4

4/27/2022 2:22:12 PM ‐55.8 0 0.2 98.4 2

4/27/2022 2:22:18 PM ‐58.4 0 2.6 101 26

4/27/2022 2:22:24 PM ‐58 0 ‐0.4 101 ‐4

4/27/2022 2:22:30 PM ‐58.4 0 0.4 101.4 4

4/27/2022 2:22:36 PM ‐56.4 0 ‐2 101.4 ‐20

4/27/2022 2:22:42 PM ‐56.2 0 ‐0.2 101.4 ‐2

4/27/2022 2:22:48 PM ‐56.4 0 0.2 101.6 2

4/27/2022 2:22:54 PM ‐57 0 0.6 102.2 6

4/27/2022 2:23:01 PM ‐55.8 0 ‐1.2 102.2 ‐10.286

4/27/2022 2:23:07 PM ‐55.2 0 ‐0.6 102.2 ‐6

4/27/2022 2:23:13 PM ‐54.8 0 ‐0.4 102.2 ‐4

4/27/2022 2:23:19 PM ‐57.2 0 2.4 104.6 24

4/27/2022 2:23:25 PM ‐56.2 0 ‐1 104.6 ‐10

4/27/2022 2:23:31 PM ‐57.2 0 1 105.6 10

4/27/2022 2:23:37 PM ‐56.6 0 ‐0.6 105.6 ‐6

4/27/2022 2:23:43 PM ‐57.4 0 0.8 106.4 8

4/27/2022 2:23:49 PM ‐57.4 0 0 106.4 0

4/27/2022 2:23:55 PM ‐57 0 ‐0.4 106.4 ‐4

4/27/2022 2:24:01 PM ‐57 0 0 106.4 0

4/27/2022 2:24:07 PM ‐57.2 0 0.2 106.6 2

4/27/2022 2:24:14 PM ‐57.2 0 0 106.6 0

4/27/2022 2:24:20 PM ‐57.6 0 0.4 107 4

4/27/2022 2:24:26 PM ‐58 0 0.4 107.4 4

4/27/2022 2:24:32 PM ‐57.8 0 ‐0.2 107.4 ‐2

4/27/2022 2:24:38 PM ‐58 0 0.2 107.6 2

4/27/2022 2:24:44 PM ‐58 0 0 107.6 0

4/27/2022 2:24:50 PM ‐61 0 3 110.6 30

4/27/2022 2:24:56 PM ‐58.8 0 ‐2.2 110.6 ‐22

4/27/2022 2:25:02 PM ‐58.2 0 ‐0.6 110.6 ‐6

4/27/2022 2:25:08 PM ‐57 0 ‐1.2 110.6 ‐12

4/27/2022 2:25:14 PM ‐59.2 0 2.2 112.8 22

4/27/2022 2:25:20 PM ‐58.6 0 ‐0.6 112.8 ‐6

4/27/2022 2:25:26 PM ‐57 0 ‐1.6 112.8 ‐16

4/27/2022 2:25:32 PM ‐60.4 0 3.4 116.2 34

4/27/2022 2:25:38 PM ‐58 0 ‐2.4 116.2 ‐24

4/27/2022 2:25:44 PM ‐58 0 0 116.2 0

4/27/2022 2:25:51 PM ‐58 0 0 116.2 0

4/27/2022 2:25:57 PM ‐57.8 0 ‐0.2 116.2 ‐2

4/27/2022 2:26:03 PM ‐57.4 0 ‐0.4 116.2 ‐4

4/27/2022 2:26:09 PM ‐58.6 0 1.2 117.4 12

4/27/2022 2:26:15 PM ‐58.2 0 ‐0.4 117.4 ‐4

4/27/2022 2:26:21 PM ‐57.8 0 ‐0.4 117.4 ‐4

4/27/2022 2:26:27 PM ‐58 0 0.2 117.6 2

4/27/2022 2:26:33 PM ‐57.8 0 ‐0.2 117.6 ‐2

4/27/2022 2:26:39 PM ‐57.2 0 ‐0.6 117.6 ‐6

4/27/2022 2:26:45 PM ‐55 0 ‐2.2 117.6 ‐22

4/27/2022 2:26:51 PM ‐57.2 0 2.2 119.8 22

4/27/2022 2:26:57 PM ‐61.4 0 4.2 124 42

4/27/2022 2:27:03 PM ‐58.4 0 ‐3 124 ‐30

4/27/2022 2:27:10 PM ‐61.2 0 2.8 126.8 24

4/27/2022 2:27:16 PM ‐62.2 0 1 127.8 10

4/27/2022 2:27:22 PM ‐62.2 0 0 127.8 0

4/27/2022 2:27:28 PM ‐59 0 ‐3.2 127.8 ‐32

4/27/2022 2:27:34 PM ‐70.4 0 11.4 139.2 114

4/27/2022 2:27:40 PM ‐61.4 0 ‐9 139.2 ‐90

4/27/2022 2:27:46 PM ‐59.6 0 ‐1.8 139.2 ‐18

4/27/2022 2:27:52 PM ‐57.4 0 ‐2.2 139.2 ‐22

4/27/2022 2:27:58 PM ‐60.6 0 3.2 142.4 32

4/27/2022 2:28:04 PM ‐56.8 0 ‐3.8 142.4 ‐38

4/27/2022 2:28:10 PM ‐60.2 0 3.4 145.8 34

4/27/2022 2:28:16 PM ‐62.4 0 2.2 148 22

4/27/2022 2:28:22 PM ‐59.4 0 ‐3 148 ‐30

4/27/2022 2:28:29 PM ‐61.2 0 1.8 149.8 15.429

4/27/2022 2:28:35 PM ‐60.2 0 ‐1 149.8 ‐10

4/27/2022 2:28:40 PM ‐58.4 0 ‐1.8 149.8 ‐21.6

4/27/2022 2:28:47 PM ‐57 0 ‐1.4 149.8 ‐12

4/27/2022 2:28:53 PM ‐56.8 0 ‐0.2 149.8 ‐2

4/27/2022 2:28:59 PM ‐58.6 0 1.8 151.6 18

4/27/2022 2:29:05 PM ‐58 0 ‐0.6 151.6 ‐6

4/27/2022 2:29:11 PM ‐57.4 0 ‐0.6 151.6 ‐6

4/27/2022 2:29:17 PM ‐55.6 0 ‐1.8 151.6 ‐18

4/27/2022 2:29:23 PM ‐57 0 1.4 153 14

4/27/2022 2:29:29 PM ‐56.4 0 ‐0.6 153 ‐6

4/27/2022 2:29:35 PM ‐58.4 0 2 155 20

4/27/2022 2:29:41 PM ‐58.4 0 0 155 0

4/27/2022 2:29:47 PM ‐59.6 0 1.2 156.2 12

4/27/2022 2:29:53 PM ‐59 0 ‐0.6 156.2 ‐6

4/27/2022 2:29:59 PM ‐59.8 0 0.8 157 8

4/27/2022 2:30:06 PM ‐59.4 0 ‐0.4 157 ‐3.429

4/27/2022 2:30:12 PM ‐59.6 0 0.2 157.2 2

4/27/2022 2:30:18 PM ‐59.2 0 ‐0.4 157.2 ‐4

Location:

Site:

Time interval: 0.1 minutes

Ksat Method: Earth Manual

Steady Flow Rate: 0.000 ml/min

Tmp Adj Flow Rate: 0.000 ml/min

Percolation Rate: (undefined)

Ksat: <0.02 (undefined)

Site Details:

Notes:

Site GPS Position

Longitude:

Latitude: 4/27/2022 11:39:26 A ‐481.4 0

4/27/2022 11:39:32 A ‐491 0 9.6 9.6 96

4/27/2022 11:39:38 A ‐501.6 0 10.6 20.2 106

10 cm Hole Diameter 4/27/2022 11:39:44 A ‐509.8 0 8.2 28.4 82

4/27/2022 11:39:51 A ‐514 0 4.2 32.6 36

4/27/2022 11:39:57 A ‐517.8 0 3.8 36.4 38

20 º C Water Temperature 4/27/2022 11:40:03 A ‐522 0 4.2 40.6 42

4/27/2022 11:40:09 A ‐525.6 0 3.6 44.2 36

4/27/2022 11:40:15 A ‐530.2 0 4.6 48.8 46

4/27/2022 11:40:21 A ‐533.2 0 3 51.8 30

4/27/2022 11:40:27 A ‐537 0 3.8 55.6 38

71 cm Hole Depth 4/27/2022 11:40:33 A ‐540.8 0 3.8 59.4 38

4/27/2022 11:40:39 A ‐544 0 3.2 62.6 32

4/27/2022 11:40:45 A ‐548 0 4 66.6 40

7.5 cm Water Height in Hole 4/27/2022 11:40:51 A ‐549.2 0 1.2 67.8 12

4/27/2022 11:40:57 A ‐551 0 1.8 69.6 18

4/27/2022 11:41:03 A ‐552.6 0 1.6 71.2 16

4/27/2022 11:41:09 A ‐554.6 0 2 73.2 20

300 cm…