Soils_Report_for_Contractor.pdf

PDF 21 MB Posted Jul 27, 2018

Attached to: COLUMBARIUM - JEFFERSON BARRACKS Federal contract opportunity
Solicitation number: W912P9-18-R-0031
Issued by: Department of the Army Corps of Engineers Engineering District St Louis

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FOR OFFICIAL USE ONLY (FOUO)

This report contains levee information that may expose a vulnerability, threaten a project’s security, and increase risk to residents, and therefore must be safeguarded. It may not be released in an uncontrolled manner.

Jefferson Barracks National Cemetery St. Louis, MO

Columbarium D Soils Report - Design Document Report (DDR)

St. Louis District, Mississippi Valley Division

Status: FINAL

JUNE 2018

1 FOR OFFICIAL USE ONLY

Jefferson Barracks National Cemetery Columbarium D

Design Document Report

SOILS REPORT

TABLE OF CONTENTS

Chapter/Paragraph Page

1.1 Report Purpose 3

1.1.1 Introduction 3

1.1.2 Project and Site Description 3

1.1.3 Subsurface Exploration and Laboratory Testing Program 3

1.1.4 Determination of Geotechnical Design Parameters 5

1.1.5 Analyses and Recommendations 6

1.1.6 Design Standards and References 10

3 FOR OFFICIAL USE ONLY

1.1 REPORT PURPOSE

1.1.1 Introduction

The U.S. Army Corps of Engineers, Mississippi Valley Saint Louis District (MVS) has completed the geotechnical engineering services for the Jefferson Barracks National Cemetery Columbarium D structure. Presented in the following report are the results of soils and geotechnical investigations, geotechnical analyses, and recommendations for the project. The MVS geotechnical investigations and analyses comprised of subsurface explorations using geophysical surveys, cone penetration tests (CPT), and traditional borings; soils testing; bearing capacity analysis; settlement analysis; and global stability.

1.1.2 Project and Site Description

This project consists of a new 10,000-niche columbarium, denoted as Columbarium D.

The project will be constructed in 2 phases. Phase 1 will consist of the construction of 5,000 niches, as well as site, irrigation, parking, and roadwork as necessary. The project is located within the Jefferson Barracks National Cemetery with the new columbarium located south-west of the Miravalle Road and Gentry Road intersection. The project site is undeveloped, though maintained by site personnel and is primarily mowed grass. On the southern end of the project site is a drainage feature which drains south-west to a wooded creek that borders the project site to the west. The ground surface of the site slopes gradually from the north-eastern corner to the south-west towards the drainage feature and western creek. Any elevations stated within this report are in feet NAVD 88 unless otherwise stated.

1.1.3 Subsurface Exploration and Laboratory Testing Program

The subsurface exploration included a geophysical survey, completed by Geotechnology, Inc., and traditional borings completed by Palmerton & Parish, Inc. It was decided a geophysical survey was necessary to determine whether the project area contained karstic features, such as sinkholes, estimate soil type, and determine the top of the bedrock. These surveys would then be used to create a more precise traditional boring investigation and soils testing program. The geophysical surveys, borings, CPTs, and soils testing data were used for general subsurface investigation to understand the general stratigraphy of the project location, develop design allowable bearing capacities, evaluate the potential for settlement, and evaluate the global soil stability of the project site.

The Jefferson Barracks Cemetery is underlain by Mississippian-aged limestone which is highly susceptible to karst solutioning and ultimately sinkholes. Other projects at the cemetery have encountered sinkholes due to this solutioning and it was determined a geophysical survey would help to locate potential karst features and assist in determining where traditional soil borings should be drilled. Two geophysical surveys were used:

electrical resistivity and seismic refraction. The interpretation of the surveys indicated 6

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areas of interest that displayed survey characteristics of possible weathered zones or solution-widened joints, bedding planes, or cavities filled with soil or water. However, traditional drilling is required to confirm whether a feature exists. The entirety of the geophysical report can be found in the last Appendix of the DDR. These areas “were selected based on localized low resistivity or velocity values, or localized and narrow depressions within the contours,” according to Geotechnology’s report. Eight traditional borings were drilled. Seven borings were drilled to top of rock (TOR) and then cored (with NQ core) 10 feet and a field determination of competent rock (17-JBNC-01, 17-JBNC-02, 17-JBNC-04, 17-JBNC-SB-05, 17-JBNC-SB-06, 17-JBNC-SB-07, and 17-JBNC-SB-08).

Three borings were drilled and sampled to TOR. Standard Penetration Test (SPT) and 3-inch thin-walled Shelby tube samples were collected on alternating 5-foot intervals beginning at 5 feet to 25 feet (17-JBNC-SB-01, 17-JBNC-SB-02, and 17-JBNC-SB-04).

One boring (17-JBNC-SB-03) was drilled in the same manner, but did not require coring as it was drilled for design classification. Additionally, 17 cone penetration tests (CPTs) were pushed until refusal. Locations of borings and CPTs, boring logs, drilling logs, CPT results, and a 3D subsurface interpretation can be found in Figures 1, 2, 3, 4, and 5 respectively. Many of the CPT results indicated that sand was present in the soils, but ground truth borings did not confirm this. Where the CPTs were registering the soils as sands, data to calculate shear strengths are not obtained. Upon further inquiry with Geotechnolgy, it was indicated that in very stiff clays that are highly overconsolidated, which was confirmed by consolidation tests, the CPT instrument will falsely label the soil as sands, as is the case with several of the CPTs at this location.

Depth to rock varies between about 9 feet below ground surface at the shallowest and about 22 feet below ground surface at the deepest with an average of about 15.6 feet.

The bedrock is at its shallowest in the northeast corner of the project site, reach its deepest in the center of the project site, and then begin to raise again on the western side of the project site. The near surface top of rock is highly weathered that transitions into a slightly weathered formation which extends into a more competent rock layer with an RQD greater than 90%.

Ground water elevation at the project site appears to be perched surface water. Three of the traditional borings (17-JBNC-SB-04, 17-JBNC-SB-05, and 17-JBNC-SB-06) encountered no groundwater during drilling. The other borings showed sporadic ground water levels that did not show a pattern. At the time of drilling, the water elevation in the adjacent creek were too low to have any effect on the ground water elevations at the project site.

In order to determine the selected necessary engineering properties for analysis and design, the following laboratory tests were performed on the selected samples recovered from the borings:

Visual descriptions by color and texture of each sample Natural moisture content of each cohesive sample

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Hand penetrometer determination of the approximate compressive strength of the cohesive samples

Atterburg Limits tests on all cohesive samples Percent passing No. 200 sieve Grain size analyses of all coarse grained samples Unit weight and specific gravity of selected undisturbed samples UU Tri-axial tests for selected undisturbed samples 1-D Consolidation tests on selected cohesive samples

Laboratory results for the boreholes are presented in Figure 6 of this appendix. Table 1 below shows a summary of all testing results from the UU tri-axial tests. After testing the samples were classified according to the Unified Soil Classification System (USCS). The general stratigraphy of the area is surficial clays (CL), underlain by a clayey gravel (GC) or silty gravel (GM) layer of possible weathered limestone, which sits on top of a limestone bedrock. Iron oxide remnants were present in several of the undisturbed samples.

Table 1 Summary of UU-Triaxial Testing Results

Boring Shelby Tube No.

No.

Tests

USCS

Classification

Depth (ft) Cohesion c (psf)

Unit Weight (pcf)

Friction Angle, ɸ

(degrees)

SB-01 ST1 2 CL 4.5-5.0 1685 122 0

SB-01 ST2 1 CL 15 1310 133 0

SB-02 ST1 3 CL 5.25-5.75 590 121 0

SB-03 ST1 3 CL 9-9.55 1037 120 0

SB-03 ST2 1 CH 19 1267 130 0

SB-04 ST1 1 CH 9.4 2592 123 0

SB-07 ST1 2 CL 4.4-4.6 1325 121 0

SB-08 ST1 3 CL 10-10.4 1411 125 0

1.1.4 Determination of Geotechnical Design Parameters

The St. Louis District assigned design parameters to the in-situ soils for the columbarium structure project area based on the results of the soil exploration and testing program.

The development of the geotechnical parameters was based upon soil descriptions, CPT results, standard penetration (N) values, sieve analysis, unit weight, moisture content, pocket penetrometer, unconsolidated undrained tests, and consolidation tests.

Proposed borrow areas are composed of clays of varying plasticity, and it is anticipated that sufficient cohesive material is present for construction of the fill for the columbarium

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project area. Testing performed on the existing soils within the footprint of the project area indicated a cohesive strength value of 1200 psf. The conservative values of Φ = 0 ° and c = 1200 psf in the undrained condition and values of Φ = 30 ° and c = 0 psf in the drained condition were chosen for the analyses of compacted soils at the project area.

These values were based off of the “1/3, 2/3 Rule”. This means the data points were plotted for shear strength and effective friction angles. 1/3 of the data points need to be to the left of the shear line and 2/3 of the data points need to be to the right. For this project, the UU tri-axial results (large square points) were emphasized when selecting the shear line. It was decided these points were more reliable as representative of the soil characteristics since there were large data gaps in the CPT data in the upper clay/silty clay layer. These values were selected based off of shear lines plots which can be seen in Figures 7 and 8.

1.1.5 Analyses and Recommendations

The bearing capacity and settlement analyses were completed with the original intent of constructing the columbarium structure on in situ soils. The result from these analyses indicated the in situ soils exposed to the columbarium load may have bearing capacity issues and experience excessive differential settlement that may inhibit the functionality of the structure. The soils exploration program also indicated the project site exhibits karstic features that require remediation. Refer to section 1.1.5.1 for karst remediation.

The bearing capacity and settlement analyses below are for information purposes only, but will not be taken into account for final design.

1.1.5.1 Remediation Recommendations for Karst Features

As discussed previously in this report, the Jefferson Barracks Cemetery is underlain by Mississippian-aged limestone which is highly susceptible to karst solutioning and ultimately sinkholes. Accelerated expansion or collapse of sinkholes can result from natural and/or anthropogenic causes. Proximity and density spatial distribution analyses have been most successful for sinkhole prediction. Sinkholes have been discovered on the cemetery property in the past and other projects have had to remediate for them.

Given the known and common occurrence of sinkholes in the vicinity, the likelihood of sinkhole formation at some point in the future is rather high.

From the geophysical survey and the 6 focal points that were selected for traditional borings and rock coring, it was discovered that the northeastern portion of the project site exhibits evidence of voids and very fractured rock. The voids varied in depth, but were no greater than 2 feet deep, and were filled with soft clay materials. Considering the nature of the limestone and previous projects in this area in which sink holes have been discovered the project site consisting of mostly clay should be excavated in its entirety with the top soil being stockpiled for re-use. Any material that classifies as a fat clay (CH) in this area is prone to settlement and swelling & shrinking issues and will not be acceptable for use as a backfill material under the structure. The fractured rock & near surface voids will be removed until competent bedrock with an RQD greater than 50% is

7 FOR OFFICIAL USE ONLY

encountered, the area will be cleaned and treated with at least one foot of dental concrete/flowable fill in the treatment areas, and then backfilled with satisfactorily compacted structural backfill. The backfill should be comprised of a lean clay (CL) material with a liquid limit of less than 40 and compacted to 98% standard proctor.

1.1.5.2 Construction Excavation Analysis and Recommendations

Removing the karst features at the project site will require a large excavation. The project site has constraints due to two roads and a creek. In order to save costs and not implement shoring along the entire site, it was proposed the site explore using 1 vertical on 1.5 horizontal excavation slopes, as opposed to shoring. These slopes are allowable as stated in OSHA 29 CFR 1926 Subpart P, Appendix B Sloping and Benching. A copy of these guidelines can be found in Figure 13 from the OSHA.gov website. These guidelines are also used in EM 385-1-1, Safety and Health Requirements. The slopes were also analyzed using GeoStudio 2007 Slope/W. Three cross-sections were analyzed using Spencer’s method with tension crack lines on the upper end of the failure surface. All of the shear surfaces were optimized. Different scenarios were analyzed including the excavation with no groundwater, excavation with groundwater, excavation with water in the creek, and excavation with an assumed vehicle load on the adjacent road. The groundwater on the site was highly variable, with some borings encountering no ground water and others encountering groundwater at inconsistent depths. This is why both groundwater and no groundwater scenarios were examined.

The vehicle pressure load was determined to be 141 pcf, based off of the weight of a track hoe, which is believed to be the heaviest vehicle load the adjacent ground surface may encounter. Both the drained and undrained conditions were analyzed. However, it is not believed that the entire excavation and backfill operation will be long enough for the soils to enter the drained condition. Table 2 below summarizes the factors of safety for each scenario within the 3 cross-sections.

1.1.5.3 Bearing Capacity Analysis

The bearing capacity analysis was performed using the Vesic method through Donald P.

Cuduto’s 2000 computer program, “Bearing Capacity of Shallow Foundations.” The borings obtained for the columbarium structure were used to develop shear strength lines in order to determine the most realistic strength parameters of the underlying soil from the CPT data and the tri-axial tests. This information, along with the general length, width, Station Vehicle Load

(failure left to right) Ground Water and Vehicle Load

(failure left to right) In-Situ Conditions

(failure right to left)

2+07 2.5 2.5 3.4

3+61 5.3 5.3 3.6

Summary of Excavation Stability Factors of Safety

8 FOR OFFICIAL USE ONLY

and foundation base depth were used to calculate the ultimate and allowable bearing capacities that the soil can withstand. An allowable bearing capacity of 2.5 ksf and an ultimate bearing capacity of 7.6 ksf.

1.1.5.4 Settlement Analysis

A consolidation settlement analysis was completed to determine the settlement for the columbarium structure. Seven 1-D consolidation tests were performed from undisturbed cohesive samples to create consolidation curves and determine various soil parameters necessary for calculating settlement in the project area. Consolidation tests and subsequent data reduction using GeoSystem Software indicated that the soils are over-consolidated with OCR values ranging between 1.05 and 6.6 in the upper clay layer, and between 1.1 and 3.6 in the clayey gravel layer. The consolidation test report and soil parameters can be found in Figure 10 of this appendix. Table 2 below shows a summary of these results. These parameters were input into the Settle3D computer program to estimate the maximum settlement that could occur from the added fill soil load and columbarium load. The analysis showed the soils beneath the structure may experience a maximum settlement of 2.04 inches with a potential differential settlement of 1.27 inches. To mitigate against excess settlement the material will be excavated and compacted to 98% standard proctor. This level of compaction will ensure settlement in negligible.

Table 3 Summary of Settlement Analysis Parameters

Boring Depth Preconsolidaiton

Strength (psf) Overconsolidation

Ratio (OCR)

SB-01 5.3 3600 5.47

SB-02 6 4800 6.58

SB-03 10.1 4000 3.23

SB-03 19 2450 1.05

SB-04 10.5 5200 4.02

SB-07 5.3 2600 4.12

SB-08 9.2 2600 2.21

1.1.5.5 Stability Analysis for Creek at End of Construction

A stability analysis was performed using the GeoStudio 2007 Slope/W for the columbarium project to analyze the stability of the creek at the end of the columbarium construction. The western side of the project site parallels a creek with steep slopes. It was deemed necessary to analyze the global stability of the project site since there would

9 FOR OFFICIAL USE ONLY

be added surcharge loads from soil fill and the columbarium structure. Three cross-sections were analyzed in both drained an undrained conditions: 1+51, 2+21, and 3+75 using the current soil parameters at the project site as obtained from the soils testing.

Calculated optimized factor of safety values range from 1.8 to 3.3. Table 4 shows a summary of the stability analysis results and Table 5 shows the soil parameters used in the stability models. These values were selected from the drained and undrained shear line plots discussed previously.

Table 4 Summary of Creek Stability Analysis Results – End of

Construction

Station Soil

Condition

Factor of

Safety

01+51 Undrained 3.3 01+51 Drained 1.8 02+21 Undrained 2.9 02+21 Drained 1.8 03+75 Undrained 2.9 03+75 Drained 2.4

Table 5 Stability Models Soil Parameters

Soil Type Unit

Weight (pcf)

Shear Strength, Undrained

(psf)

Friction Angle, Drained (degree)

Lean Clay (CL) 122 1200 28 Silt/ Silty Gravel/ Clayey Gravel (GM/GC)

127 1275 30

1.1.5.6 Foundation Excavation

The spatial distribution of the sinkholes in a particular area is often clustered. New sinkholes tend to develop in the vicinity of the old ones because the hydrogeologic and topographic settings for the old sinkholes are favorable to sinkhole development, and the existing sinkholes may further enhance the solution and erosional processes (Zhou and Beck). To mitigate against the any problematic karst issues a foundation treatment plan has been developed for this project.

10 FOR OFFICIAL USE ONLY

The contractor shall submit an excavation plan for USACE to review during the submittal process. The intent of the excavation plan is to reduce the likelihood that karst features (i.e. sinkholes, etc) develop into foundation problems and instability for the structure.

USACE will accomplish this by sealing the fractured rock surface, weak zones and near surface voids with an engineered material. Figures 4 – 6 are rocks cores at the project site. Figures 4 - 5 represents the fractured rock surface that will be removed and filled with flowable fill.

Secondly USACE will reduce the risk of large total and differential settlement that would inhibit the operations of the project. USACE will accomplish this task by selecting acceptable material and compacting it with proper equipment and moisture control.

A. Once the excavation is advanced into the initial weathered bedrock surface between approximate elevation 439 and elevation 422, the contractor shall coordinate with the COR, the project Geotechnical Engineer of Record, and the Engineering Geologist to perform an initial evaluation of the weathered bedrock surface in order to identify suitability of the substrate for product installation.

B. Once the contractor has thoroughly removed the large weathered zones, the COR and the contractor’s representative will evaluate the condition of the remaining bedrock surface to determine if further preparation and removal of material is required. After a determination has been made on the acceptable suitable foundation, flowable fill will be placed at a minimum of 1 ft thick as indicated in Figure 5 in the problematic areas.

1. Table 6 & Table 7 outlines the typical subsurface profile for the project site.

C. The final step will be to place and compact the suitable in-situ materials onsite at a 98% standard proctor. This level of compaction will ensure settlement is negligible.

11 FOR OFFICIAL USE ONLY

Boring GSE Depth to rock Top of Rock Elevation

SB-01 441.2 19.1 422.1

SB-02 445.3 19.3 426

SB-03 444.5 22.1 422.4

SB-04 447 13.8 433.2

SB-05 448.2 9.4 438.8

SB-06 450.5 12 438.5

SB-07 443.9 15.5 428.4

SB-08 437.4 14.6 422.8

CPT 1 439.1 16.21 422.9

CPT 2 441.8 18.45 423.4

CPT 3 443.3 17.48 425.8

CPT 4 443.1 18.91 424.2

CPT 5 445.8 18.57 427.2

CPT 6 448.5 10.64 437.9

CPT 6a 448.5 12.01 436.5

CPT 7 446.5 9.2 437.3

CPT 7a 446.5 14.31 432.2

CPT 8 448.9 8.15 440.7

CPT 8a 448.9 8.47 440.4

CPT 9 447.1 15.23 431.9

CPT 10 445.1 21.6 423.5

CPT 11 443.0 17.92 425.1

CPT 12 440.9 17.06 423.8

CPT 14 441.3 18.18 423.1

CPT 15 445.6 19.75 425.9

CPT 16 447.1 14.71 432.4

CPT 17 444.5 19.5 425.0

Table 6 - Top of Rock Elevation

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13 FOR OFFICIAL USE ONLY

Figure 2 – Animated site conditions filling in the weathered zones with flowable fill

Figure 3 – Example Construction Photos of Flowable Fill

14 FOR OFFICIAL USE ONLY

Figure 4 – Example of Treatment of Rock Surfaces

15 FOR OFFICIAL USE ONLY

Figure 5 – Contract Drawings for Flowable Fill

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Figure 4: Highly Weathered Rock

Figure 5: Highly Weathered Rock

Figure 6: Competent Rock

17 FOR OFFICIAL USE ONLY

1.1.6 Design Standards and References

The following design guidance documents were used to complete the tasks presented in this report:

EM 1110-1-1904, Settlement Analysis, September 1990

EM 1110-1-1905, Bearing Capacity of Soils, October 1992

EM 1110-2-1902, Slope Stability, October 2003

EM 385-1-1, Safety and Health Requirements Manual, September 2014

OSHA 29 CFR 1926, Suppart P, Appendix B – Sloping and Benching, 2017

The following computer programs were used to complete the tasks presented in this report:

Bearing Capacity of Shallow Foundations: Terzaghi and Vesic Methods, Donald P. Coduto, 2000

Settle3D, Version 3.005, Rocscience Inc., 2014

GeoStudio 2007, Version 7.23, Build 5099, GEO-SLOPE International, Ltd.

GEOSYSTEM Soils Test Software, Version 4.0.0.29, GEOSYSTEM Software, 1985-2015

FIGURE 1

Boring and CPT Locations

B-101

S T L

O U

T R

S T L

O U

S O

U R I

U .S

A R

M Y C

O R

P S O

F E

N G

E E

R S

JEFFERSON BARRACKS

SCALE 1" = 30' 0 30' 60'

17-JBNC-CPT-09

17-JBNC-SB-05

17-JBNC-CPT-15

17-JBNC-CPT-16 17-JBNC-CPT-0817-JBNC-CPT-10

17-JBNC-CPT-07

17-JBNC-CPT-06

17-JBNC-CPT-05

17-JBNC-CPT-17

17-JBNC-CPT-03

17-JBNC-CPT-11

17-JBNC-CPT-12

17-JBNC-CPT-02 17-JBNC-CPT-04

17-JBNC-CPT-14

17-JBNC-CPT-01

17-JBNC-SB-04

17-JBNC-SB-06

17-JBNC-SB-02

17-JBNC-SB-07

17-JBNC-SB-03

17-JBNC-SB-01

17-JBNC-SB-08

J E

F F

E R

S O

N B

A R

R A

C K

S N

A T

N A

L C

E M

E T

E R

G E

O T

E C

H N

A L

B O

G L

O C

A T

N P

L A

C O

L U

M B

A R

M D S

T R

U C

T U

R E

S O

A T

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

2 3

4 5

M A

R K

A P

P R

D A

T E

E N

U M

B E

S U

B M

T E

D B

P L

O T S

C A

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O T D

A T

D A

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M A

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D E

S C

C O

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R A

C T N

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

FIGURE 2

Boring Logs

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

A of Veterans Affairs

U.S. Department

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

U N I T

E D

STATES OF

R I C

N T

VETERANS

A F F

A I R

ATIONAL

EMETERY

DMINISTRATION

852-CM3-038NCA:

CONTRACT NO: W912P9-17-C-00XX

SOLICITATION NO: W912P9-18-R-0031

10 PLWSPT DESCRIPTIONLLD NOTES

SPT.= 2"O.D. STANDARD SPLIT SPOON,

140LB AUTO HAMMER W/30" DROP.

SMALL SAMPLE SIZE @ 16.1' (JAR 3).

CLASSIFICATION FOR THIS INTERVAL BASED

UPON THE MORE COMPLETE SAMPLE TAKEN

FROM SHELBY TUBE 2.

ADVANCED 4 1/4" HSA TO 19.0 BGS

BEGAN NQ CORE AT 19.1' USING A #6

IMPREGNATED BIT.

RUN 1 -

START: 1532

STOP: 1541

DOWN PRESSURE: 100 PSI

WATER PRESSURE: 100 PSI

RUN 2 -

START: 1547

STOP: 1556

DOWN PRESSURE: 100 PSI

WATER PRESSURE: 100 PSI

MB = MECHANICAL BREAK

RUN 3 -

START: 1604

STOP: 1608

DOWN PRESSURE: 100 PSI

WATER PRESSURE: 100 PSI

GROUTED HOLE TO GROUND SURFACE ON

4/17/2017 USING 2 SACKS PORTLAND

CEMENT. MIXED 8 GAL PUBLIC WATER AND

5LBS QUIK-GEL PER SACK (94LBS)

LEAN CLAY (CL), BROWN TAN, MOIST, GRASS COVERED.

LEAN CLAY (CL), BROWN TANNISH GRAY, MOIST, MEDIUM STIFF.

LEAN CLAY (CL), BROWN TANNISH GRAY, MOIST, SOFT TO MEDIUM STIFF.

CLAYEY GRAVEL WITH SAND (GC).

CLAYEY GRAVEL WITH SAND (GC), ABOUT 35% GRAVEL, FINE TO COARSE; TAN GRAY, MOIST TO WET, SOFT TO MEDIUM DENSE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 92%.

FRACTURE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 90%.

MB.

SHALE, SEAM.

FRACTURE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 100%.

MB.

FRACTURE.

411.30

19.10

REFUSAL

G.S.E. 441.20

25 4

10 PLWSPT DESCRIPTIONLLD NOTES

SPT.= 2"O.D. STANDARD SPLIT SPOON,

140LB AUTO HAMMER W/30" DROP.

SAMPLE IN JAR 3 TOO SMALL TO TEST

SHELBY TUBE REFUSAL @ 15.5'

ADVANCED 4 1/4" HSA TO 19.3 BGS

BEGAN NQ CORE AT 19.1' USING AN

IMPREGNATED BIT.

RUN 1 -

START: 0944

STOP: 0948

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 2 -

START: 0958

STOP: 1005

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

MB = MECHANICAL BREAK

RUN 3 -

START: 1015

STOP: 1024

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

GROUTED HOLE TO GROUND SURFACE ON

4/18/2017 USING 2 SACKS PORTLAND

CEMENT. MIXED 8 GAL PUBLIC WATER AND

5LBS QUIK-GEL PER SACK (94LBS)

LEAN CLAY (CL), BROWN, MOIST, GRASS COVERED.

LEAN CLAY (CL), BROWN TANNISH GRAY, MOIST, MEDIUM STIFF TO STIFF.

LEAN CLAY WITH GRAVEL (CL), ABOUT 17% GRAVEL, FINE; BROWN TANNISH GRAY, MOIST, SOFT TO MEDIUM STIFF.

CLAYEY SAND WITH GRAVEL (SC).

CLAYEY SAND WITH GRAVEL (SC), ABOUT 23% GRAVEL, FINE; TAN GRAY, MOIST TO WET, SOFT TO MEDIUM STIFF.

SILTY GRAVEL WITH SAND (GM), ABOUT 44% GRAVEL, FINE TO COARSE; BROWN TAN, MOIST TO SATURATED, MEDIUM DENSE, TRACE COBBLES.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 70%.

NODULAR, CHERT.

FRACTURE.

NODULAR, CHERT.

FRACTURE.

NO RECOVERY/VOID.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 92%.

SILTSTONE.

FRACTURE.

CLAY SEAM.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 92%.

MB.

WAVY, VERTICAL STYLOLITE.

WAVY, CLUSTER OF STYLOLITES.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 96%.

MB.

SHALE, FLASER.

WAVY, HIGH CONCENTRATION OF STYLOLITES.

FRACTURE.

LIMESTONE, NODULAR, LENTICULAR, CRYPTOCRYSTALLINE, SECONDARY LENTICULAR NODULES OF PYRITE.

FRACTURE.

MB.

SHALE, FLASER.

414.40

19.30

REFUSAL

G.S.E. 445.30

04/18/17

17-JBNC-SB-02

N 970436.117 E 879812.972

18 APR 17

E L E

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T N .A .V .D

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N 970268.28 E 879856.548

17-JBNC-SB-01

17 APR 17

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LHWJSV

ST. LOUIS, MISSOURI

U.S. ARMY CORPS OF ENGINEERS

ST. PAUL, MINNESOTA

ST. PAUL DISTRICT

U.S. ARMY CORPS OF ENGINEERS

ST. LOUIS DISTRICT

ST. LOUIS, MISSOURI

B-201

PHASE 1 - COLUMBARIUM D

BORING LOGS

17-JBNC-SB-01 & 17-JBNC-SB-02

FOR CONSTRUCTION

NATIONAL CEMETERY

JEFFERSON BARRACKS

PHASE 1: COLUMBARIUM D

MAY 2018

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

A of Veterans Affairs

U.S. Department

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

U N I T

E D

STATES OF

R I C

N T

VETERANS

A F F

A I R

ATIONAL

EMETERY

DMINISTRATION

852-CM3-038NCA:

CONTRACT NO: W912P9-17-C-00XX

SOLICITATION NO: W912P9-18-R-0031

10 PLWSPT DESCRIPTIONLLD NOTES

SPT.= 2"O.D. STANDARD SPLIT SPOON,

140LB AUTO HAMMER W/30" DROP.

SMALL SAMPLE SIZE @ 20.5' (JAR 4).

CLASSIFICATION FOR THIS INTERVAL BASED

UPON THE MORE COMPLETE SAMPLE TAKEN

FROM SHELBY TUBE 2.

10 BLOWS, NO ADVANCEMENT

BACKFILLED W/2 50LB SACKS OF BENTONITE

CHIPS AND AUGER CUTTINGS W/APPROVAL

FROM USACE GEOLOGIST ON SITE(4/18/2017)

HOLE WAS DRILLED W/ 4 1/4" HSA TO 22' ON

4/20/2017 AND GROUTED TO SURFACE UPON

REQUEST FROM JOSH GRAY(USACE) USED 2

94LB SACKS PORTLAND CEMENT. MIXED 8 GAL

PUBLIC WATER AND 5LBS QUIK-GEL PER SACK

OF PORTLAND.

LEAN CLAY (CL), BROWN, MOIST.

LEAN CLAY (CL), BROWN GRAY, MOIST, MEDIUM STIFF.

LEAN CLAY (CL), BROWN GRAY, MOIST, STIFF TO VERY STIFF.

CLAYEY GRAVEL WITH SAND (GC).

CLAYEY GRAVEL WITH SAND (GC), ABOUT 38% GRAVEL, FINE TO COARSE; BROWN TAN, MOIST, MEDIUM DENSE.

CLAYEY SAND (SC).

CLAYEY SAND WITH GRAVEL (SC), ABOUT 24% GRAVEL; BROWNISH GRAY TAN, WET, VERY SOFT, WITH FINE TO MEDIUM SAND.

CLAYEY SAND (SC), BROWNISH GRAY TAN, WET, VERY SOFT, WITH FINE TO MEDIUM SAND.

422.4022.10

REFUSAL

G.S.E. 444.50

04/19/17

10 PLWSPT DESCRIPTIONLLD NOTES

SPT.= 2"O.D. STANDARD SPLIT SPOON,

140LB AUTO HAMMER W/30" DROP.

ADVANCED 4 1/4" HSA TO 13.8 BGS

BEGAN NQ CORE AT 13.8' USING A #6

IMPREGNATED BIT.

14.6' - 16.1': LOST WATER CIRCULATION

GROUTED HOLE TO GROUND SURFACE ON

4/18/2017 USING 2 (94LBS)SACKS PORTLAND

CEMENT. MIXED 8 GAL PUBLIC WATER AND

5LBS QUIK-GEL PER SACK OF PORTLAND.

LEAN CLAY (CL), BROWN, MOIST, GRASS COVERED.

LEAN CLAY (CL), BROWN TANNISH GRAY, MOIST, MEDIUM STIFF TO STIFF.

FAT CLAY (CH).

FAT CLAY (CH), REDDISH BROWN GRAY, MOIST, MEDIUM STIFF TO STIFF.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 32%.

FRACTURE.

NO RECOVERY, POSSIBLE CLAY AND/OR VOID.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 32%.

FRACTURE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 66%.

NO RECOVERY, POSSIBLE CLAY AND/OR VOID.

LIMESTONE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 80%.

FRACTURE.

POOR RECOVERY.

FRACTURE.

MB.

FRACTURE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 97%.

FRACTURE.

SHALE SEAM.

FRACTURE.

415.10

13.80

21 11 35

REFUSAL

G.S.E. 447.00

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N 970341.088 E 879849.564

19 APR 17

17-JBNC-SB-03

17-JBNC-SB-04

N 970492.273 E 879836.209

18 APR 17

ST. PAUL DISTRICT

U.S. ARMY CORPS OF ENGINEERS

ST. LOUIS DISTRICT

ST. LOUIS, MISSOURI

B-202

PHASE 1 - COLUMBARIUM D

BORING LOGS

17-JBNC-SB-03 & 17-JBNC-SB-04

FOR CONSTRUCTION

NATIONAL CEMETERY

JEFFERSON BARRACKS

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

A of Veterans Affairs

U.S. Department

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

U N I T

E D

STATES OF

R I C

N T

VETERANS

A F F

A I R

ATIONAL

EMETERY

DMINISTRATION

852-CM3-038NCA:

CONTRACT NO: W912P9-17-C-00XX

SOLICITATION NO: W912P9-18-R-0031

10 PLWSPT DESCRIPTIONLLD NOTES

USED A NQ CORE STEEL TO ADVANCE TO

LIMESTONE

BEGAN NQ CORE AT 9.4' USING A #6

IMPREGNATED BIT.

RUN 1 -

START: 1703

STOP: 1707

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 2 -

START: 1721

STOP: 1748

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 3 -

START: 1755

STOP: 1801

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 4 -

START: 1812

STOP: 1820

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

GROUTED HOLE TO GROUND SURFACE ON

4/18/2017 USING 1 (94LBS)SACKS PORTLAND

CEMENT. MIXED 8 GAL PUBLIC WATER AND

5LBS QUIK-GEL PER SACK OF PORTLAND.

LEAN CLAY, BROWN, MOIST, GRASS COVERED.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 64%.

FRACTURE W/ CLAY.

NO RECOVERY/ POSSIBLE CLAY.

LIMESTONE, HIGHLY WEATHERED, POOR RECOVERY/ WITH CLAY, LAYER RQD = 26%.

LIMESTONE, SLIGHTLY WEATHERED.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 100%.

MB.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 86%.

FRACTURE.

WEATHERD W/ CLAY ZONE.

FRACTURE.

421.10

9.40

REFUSAL

G.S.E. 448.20

418.60

REFUSAL

G.S.E. 450.50

12.00

10 PLWSPT DESCRIPTIONLLD NOTES

USED A NQ CORE STEEL TO ADVANCE TO

LIMESTONE

BEGAN NQ CORE AT 9.4' USING A #6

IMPREGNATED BIT.

RUN 1 -

START: 0907

STOP: 0918

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

MB = MECHANICAL BREAK

RUN 2 -

START: 0929

STOP: 0939

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 3 -

START: 0946

STOP: 0952

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 4 -

START: 1001

STOP: 1009

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

GROUTED HOLE TO GROUND SURFACE ON

4/19/2017 USING 1 (94LBS)SACKS PORTLAND

CEMENT. MIXED 8 GAL PUBLIC WATER AND

5LBS QUIK-GEL PER SACK OF PORTLAND.

LEAN CLAY, BROWN, MOIST, GRASS COVERED.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 57%.

FRACTURES.

FRACTURE.

MB.

FRACTURE.

CLAY SEAM.

FRACTURE.

CLAY SEAM.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 84%.

FRACTURES.

CLAY SEAM.

WEATHERED W/ CLAY.

FRACTURE.

WEATHERED.

FRACTURE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 11%.

FRACTURE.

NO RECOVERY/ POSSIBLE VOID.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 11%.

FRACTURE.

NO RECOVERY/ POSSIBLE VOID.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 11%.

FRACTURE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 92%.

WEATHERED W/ CLAY, TAN.

MB.

FRACTURE.

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17-JBNC-SB-05

N 970500.186 E 879857.327

18 APR 17

17-JBNC-SB-06

N 970443.912 E 879891.121

19 APR 17

ST. PAUL DISTRICT

U.S. ARMY CORPS OF ENGINEERS

ST. LOUIS DISTRICT

ST. LOUIS, MISSOURI

B-203

PHASE 1 - COLUMBARIUM D

BORING LOGS

17-JBNC-SB-05 & 17-JBNC-SB-06

FOR CONSTRUCTION

NATIONAL CEMETERY

JEFFERSON BARRACKS

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

A of Veterans Affairs

U.S. Department

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Project Director

Revisions: Date:

U N I T

E D

STATES OF

R I C

N T

VETERANS

A F F

A I R

ATIONAL

EMETERY

DMINISTRATION

852-CM3-038NCA:

CONTRACT NO: W912P9-17-C-00XX

SOLICITATION NO: W912P9-18-R-0031

10 PLWSPT DESCRIPTIONLLD NOTES

SPT.= 2"O.D. STANDARD SPLIT SPOON,

140LB AUTO HAMMER W/30" DROP.

0.1' SAMPLE DISCARDED

ADVANCED 4 1/4" HSA TO 15.5' BGS

BEGAN NQ CORE AT 15.5' USING A #6

IMPREGNATED BIT.

RUN 1 -

START: 0929

STOP: 0936

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 2 -

START: 0949

STOP: 0956

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 3 -

START: 1000

STOP: 1009

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 4 -

START: 1014

STOP: 1023

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

GROUTED HOLE TO GROUND SURFACE ON

4/20/2017 USING 2 (94LBS)SACKS PORTLAND

CEMENT. MIXED 8 GAL PUBLIC WATER AND

5LBS QUIK-GEL PER SACK OF PORTLAND.

LEAN CLAY (CL).

LEAN CLAY (CL), BROWN GRAY, MOIST, MEDIUM STIFF TO STIFF.

LEAN CLAY (CL), BROWNISH TAN GRAY, MOIST TO WET, SOFT.

HIGHLY WEATHERED LIMESTONE

LIMESTONE, HIGHLY WEATHERED W/ CLAY, WET, TAN AND LIGHT TAN

LIMESTONE, HIGHLY WEATHERED, VUGGY.

CLAY WITH LIMESTONE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 56%.

MODERATELY WEATHERED, NODULAR, CHERT.

FRACTURE.

FRACTURE; SS LAMINATIONS.

NO RECOVERY/ POSSIBLE CLAY.

CLAY WITH CALCITE SEAMS (TAN).

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 56%.

FRACTURE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 84%.

FRACTURE.

SHALE, FLASER.

FRACTURE.

SHALE SEAM.

STYLOLITE.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 88%.

FRACTURE.

CLUSTER OF STYLOLITES.

STYLOLITE.

FRACTURE.

MECHANICAL BREAK.

FRACTURE.

FRACTURE; CLAY INFILLING.

FRACTURE ALONG A STYLOLITE.

INTERBEDDED LAYERS OF SANDSTONE, LAYER RQD = 0%.

LIMESTONE, SLIGHTLY WEATHERED, INTERBEDDED, COARSELY CRYSTALLINE, HIGHLY FRACTURED LIMESTONE WITH 15.50

411.70

28 3

REFUSAL

G.S.E. 443.90

04/20/17

50/1"

10 PLWSPT DESCRIPTIONLLD NOTES

SPT.= 2"O.D. STANDARD SPLIT SPOON,

140LB AUTO HAMMER W/30" DROP.

ADVANCED 4 1/4" HSA TO 14.6 BGS

BEGAN NQ CORE AT 14.6' USING A #6

IMPREGNATED BIT.

RUN 1 -

START: 1319

STOP: 1327

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

MB = MECHANICAL BREAK

RUN 2 -

START: 1334

STOP: 1341

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

RUN 3 -

START: 1346

STOP: 1352

DOWN PRESSURE: WEIGHT OF STEEL

WATER PRESSURE: 100 PSI

GROUTED FROM 26.4' TO GROUND SURFACE ON

4/19/17 USING (2) 94 LB SACK PORTLAND

CEMENT. MIXED 8 GAL PUBLIC WATER AND 5

LBS QUIK-GEL PER SACK OF PORTLAND

LEAN CLAY (CL), BROWN, MOIST.

LEAN CLAY (CL), BROWN TANNISH GRAY, MOIST, SOFT.

LEAN CLAY (CL).

LEAN CLAY (CL), BROWN TANNISH GRAY, MOIST, SOFT TO MEDIUM STIFF.

SILT (ML).

SILT (ML), BROWN TANNISH GRAY, WET, SOFT, TRACE FINE GRAVEL.

LIMESTONE, SLIGHTLY WEATHERED, MASSIVE, FOSSILIFEROUS, LAYER RQD = 100%.

MECHANICAL BREAK.

LIMESTONE, SLIGHTLY WEATHERED, MASSIVE, LAYER RQD = 95%.

FRACTURE; CLUSTER OF STYLOLITES FROM 17.9' TO 18.2'.

FRACTURE.

FRACTURE; COARSE CRYSTALLINE, MUDDY LS @ CONTACT.

FRACTURE.

SHALE, COMPLETELY WEATHERED.

FRACTURE; EVIDENCE OF KARSTIC ACTION.

MECHANICAL BREAK; EVIDENCE OF KARSTIC ACTION.

LIMESTONE, SLIGHTLY WEATHERED, LAYER RQD = 94%.

MECHANICAL BREAK.

SHALE, COMPLETELY WEATHERED.

STYLOLITE.

FRACTURE; 23' TO 24.5' ENTRAINED FOSSIL CLASTS (HIGHLY FOSSILIFEROUS).

MECHANICAL BREAK.

STYLOLITE.

FRACTURE.

MECHANICAL BREAK.

411.00

14.60

3 37

G.S.E. 437.40

REFUSAL

04/19/17

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17-JBNC-SB-07

N 970400.111 E 879794.849

20 APR 17

17-JBNC-SB-08

N 970207.116 E 879818.449

19 APR 17

ST. PAUL DISTRICT

U.S. ARMY CORPS OF ENGINEERS

ST. LOUIS DISTRICT

ST. LOUIS, MISSOURI

B-204

PHASE 1 - COLUMBARIUM D

BORING LOGS

17-JBNC-SB-07 & 17-JBNC-SB-08

FOR CONSTRUCTION

NATIONAL CEMETERY

JEFFERSON BARRACKS

FIGURE 3

Drilling Logs

0' to 12.5': LEAN CLAY (CL), brown and tan, moist, grass covered.

4.5': LEAN CLAY (CL), brown and tannish gray, moist, medium stiff.

6.3': LEAN CLAY (CL), brown and tannish gray, moist, medium stiff.

9.5': LEAN CLAY (CL), brown and tannish gray, moist, soft to medium stiff.

USCS

SPT.= 2"O.D. standard split spoon, 140lb auto hammer w/30" drop.

Depth: 4.5"' to 6.5' Time: 22 sec Pressure: 200 psi

3. DRILLING AGENCY

1 4

INCLINED

Palmerton&Parrish,Inc.

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83

SHEET

State Plane

428.4'

CEMVS

14. ELEVATION GROUND WATER

COMPLETED

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

17JBNC-SB-01

4/17/17

DISTURBED

BEARING

N 970,268.3 E 879,856.5

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

CEMVD

VERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

2015 CME 55 Track Mount

4 1/4 I.D HSA

INSTALLATION

JBNC FY17 Soil Borings

LOCATION COORDINATES

VERTICAL

Dylan Hall

19.1

10.8

29.9 '

SHEETS

441.2'

18. SIGNATURE AND TITLE OF INSPECTOR

100%

Greg Swift Geologist

16. ELEVATION TOP OF BORING

4/17/17

17. TOTAL CORE RECOVERY FOR BORING

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING '

15. DATE BORING

B lo w s/

E N

SHEET 1 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-01

DEPTH N60Nf

0.0

2.5

5.0

7.5

10.0

Boring Designation 17JBNC-SB-01

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

428.7

422.1

12.5

19.1

0' to 12.5': LEAN CLAY (CL), brown and tan, moist, grass covered.

(continued)

12.5' to 19.1': CLAYEY GRAVEL

WITH SAND (GC).

14.5': CLAYEY GRAVEL WITH SAND

(GC), about 35% gravel, fine to coarse;

tan and gray, moist to wet, soft to medium dense.

19.1' to 22.2': LIMESTONE, slightly weathered, Layer RQD = 92%.

20.5': Fracture.

20.7': Fracture.

21.7': Fracture.

21.8': Fracture.

Depth: 14.5"' to 16.5' Time: 53 sec Pressure: 450 psi

Small sample size @ 16.1' (Jar 3). Classification for this interval based upon the more complete sample taken from shelby tube 2.

advanced 4 1/4" hsa to 19.0 bgs began NQ core at 19.1' using a #6 impregnated bit.

Run 1 -start: 1532 stop: 1541 down pressure: 100 PSI water pressure: 100 PSI

PROJECT

State Plane NAVD88

NAD 83

SHEETS

HORIZONTAL VERTICAL

INSTALLATION

CEMVS

COORDINATE SYSTEM

JBNC FY17 Soil Borings

N 970,268.3 E 879,856.5

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

441.2'

SHEET

B lo w s/

E N

SHEET 2 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-01

DEPTH N60Nf

10.0

12.5

15.0

17.5

20.0

Boring Designation 17JBNC-SB-01

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

419.0

417.4

414.2

411.3

22.2

23.8

27.0

29.9

22.2' to 27': LIMESTONE, slightly weathered, Layer RQD = 90%.

23.3': MB.

23.7' to 23.8': SHALE, seam.

24.8': Fracture.

25.5': Fracture.

25.7': Fracture.

25.9': Fracture.

26.6': Fracture.

27' to 29.9': LIMESTONE, slightly weathered, Layer RQD = 100%.

28.9': MB.

29.1': Fracture.

29.6': Fracture.

Run 2 -start: 1547 stop: 1556 down pressure: 100 PSI water pressure: 100 PSI

MB = mechanical break

Run 3 -start: 1604 stop: 1608 down pressure: 100 PSI water pressure: 100 PSI grouted hole to ground surface on 4/17/2017 using 2 sacks portland cement. mixed 8 gal public water and 5lbs quik-gel per sack (94lbs)

PROJECT

State Plane NAVD88

NAD 83

SHEETS

HORIZONTAL VERTICAL

INSTALLATION

CEMVS

COORDINATE SYSTEM

JBNC FY17 Soil Borings

N 970,268.3 E 879,856.5

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

441.2'

SHEET

B lo w s/

E N

SHEET 3 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-01

DEPTH N60Nf

22.5

25.0

27.5

Boring Designation 17JBNC-SB-01

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

0' to 12.5': LEAN CLAY (CL), brown, moist, grass covered.

4.5': LEAN CLAY (CL), brown tannish gray, moist, medium stiff to stiff.

6.3': LEAN CLAY (CL), brown tannish gray, moist, medium stiff to stiff.

9.5': LEAN CLAY WITH GRAVEL

(CL), about 17% gravel, fine; brown tannish gray, moist, soft to medium stiff.

USCS

SPT.= 2"O.D. standard split spoon, 140lb auto hammer w/30" drop.

Depth: 4.5"' to 6.5' Time: 28 sec Pressure: 400 psi

3. DRILLING AGENCY

2 4

INCLINED

Palmerton&Parrish,Inc.

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83

SHEET

State Plane

430.5' 4/18/17

CEMVS

14. ELEVATION GROUND WATER

COMPLETED

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

17JBNC-SB-02

4/18/17

DISTURBED

BEARING

N 970,436.1 E 879,813.0

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

CEMVD

VERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

2015 CME 55 Track Mount

4 1/4 I.D HSA

INSTALLATION

JBNC FY17 Soil Borings

LOCATION COORDINATES

VERTICAL

Dylan Hall

19.3

11.6

30.9 '

SHEETS

445.3'

18. SIGNATURE AND TITLE OF INSPECTOR

93%

Greg Swift Geologist

16. ELEVATION TOP OF BORING

4/18/17

17. TOTAL CORE RECOVERY FOR BORING

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING '

15. DATE BORING

B lo w s/

E N

SHEET 1 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-02

DEPTH N60Nf

0.0

2.5

5.0

7.5

10.0

Boring Designation 17JBNC-SB-02

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

432.8

429.8

426.0

425.5

424.9 424.7 424.5

423.8

12.5

15.5

19.3

19.8

20.4 20.6 20.8

21.5

0' to 12.5': LEAN CLAY (CL), brown, moist, grass covered. (continued)

12.5' to 15.5': CLAYEY SAND WITH

GRAVEL (SC).

14.5': CLAYEY SAND WITH GRAVEL

(SC), about 23% gravel, fine; tan and gray, moist to wet, soft to medium stiff.

15.5' to 19.3': SILTY GRAVEL WITH SAND (GM), about 44% gravel, fine to coarse; brown and tan, moist to saturated, medium dense, trace cobbles.

19.3' to 20.6': LIMESTONE, slightly weathered, Layer RQD = 70%.

19.6' to 19.8': Nodular, Chert.

19.9': Fracture.

20.1' to 20.4': Nodular, Chert.

20.4': Fracture.

20.55': Fracture.

20.6' to 20.8': No recovery/Void.

20.8' to 21.5': LIMESTONE, slightly weathered, Layer RQD = 92%.

21.5' to 22.5': SILTSTONE.

sample in Jar 3 too small to test Depth: 14.5"' to 15.5' Time: 45 sec Pressure: 750 psi shelby tube refusal @ 15.5' advanced 4 1/4" hsa to 19.3 bgs began NQ core at 19.1' using an impregnated bit.

Run 1 -start: 0944 stop: 0948 down pressure: weight of steel water pressure: 100 PSI

Run 2 -

PROJECT

State Plane NAVD88

NAD 83

SHEETS

HORIZONTAL VERTICAL

INSTALLATION

CEMVS

COORDINATE SYSTEM

JBNC FY17 Soil Borings

N 970,436.1 E 879,813.0

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

445.3'

SHEET

B lo w s/

E N

SHEET 2 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-02

DEPTH N60Nf

10.0

12.5

15.0

17.5

20.0

Boring Designation 17JBNC-SB-02

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

422.8 422.7

419.9

419.5 419.3

417.5

416.3

415.7

414.7

414.4

22.5 22.6

25.4

25.8 26.0

27.8

29.0

29.6

30.6

30.9

21.5' to 22.5': SILTSTONE. (continued) 22.3': Fracture.

22.5' to 22.6': Clay seam.

22.6' to 26': LIMESTONE, slightly weathered, Layer RQD = 92%.

23.9': MB.

24.3': MB.

24.5' to 25.4': Wavy, Vertical Stylolite.

25.5' to 25.8': Wavy, Cluster of Stylolites.

26' to 30.9': LIMESTONE, slightly weathered, Layer RQD = 96%.

27.58': MB.

27.6' to 27.8': SHALE, flaser.

27.9' to 29': Wavy, High concentration of stylolites.

29.2': Fracture.

29.25' to 29.6': LIMESTONE, nodular, lenticular, cryptocrystalline, Secondary lenticular nodules of Pyrite.

29.6': Fracture.

30.35': MB.

30.4' to 30.6': SHALE, flaser.

start: 0958 stop: 1005 down pressure: weight of steel water pressure: 100 PSI

MB = mechanical break

Run 3 -start: 1015 stop: 1024 down pressure: weight of steel water pressure: 100 PSI grouted hole to ground surface on 4/18/2017 using 2 sacks portland cement. mixed 8 gal public water and 5lbs quik-gel per sack (94lbs)

PROJECT

State Plane NAVD88

NAD 83

SHEETS

HORIZONTAL VERTICAL

INSTALLATION

CEMVS

COORDINATE SYSTEM

JBNC FY17 Soil Borings

N 970,436.1 E 879,813.0

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

445.3'

SHEET

B lo w s/

E N

SHEET 3 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-02

DEPTH N60Nf

22.5

25.0

27.5

30.0

Boring Designation 17JBNC-SB-02

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

/2 moist.

4': LEAN CLAY (CL), brown and gray, moist, medium stiff.

9': LEAN CLAY (CL), brown and gray, moist, stiff to very stiff.

USCS

SPT.= 2"O.D. standard split spoon, 140lb auto hammer w/30" drop.

Depth: 9"' to 11' Time: 43 sec Pressure: 550 psi

100 CL

3. DRILLING AGENCY

2 4

INCLINED

Palmerton&Parrish,Inc.

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83

SHEET

State Plane

425.0' 4/19/17

CEMVS

14. ELEVATION GROUND WATER

COMPLETED

DEG FROM

VERTICAL

HORIZONTAL

DRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

17JBNC-SB-03

4/19/17

DISTURBED

BEARING

N 970,341.1 E 879,849.6

STARTED

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

CEMVD

VERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

2015 CME 55 Track Mount

4 1/4 I.D HSA

INSTALLATION

JBNC FY17 Soil Borings

LOCATION COORDINATES

VERTICAL

Dylan Hall

22.1

0.0

22.1 '

SHEETS

444.5'

18. SIGNATURE AND TITLE OF INSPECTOR

N/A

Greg Swift Geologist

16. ELEVATION TOP OF BORING

4/19/17

17. TOTAL CORE RECOVERY FOR BORING

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING '

15. DATE BORING

B lo w s/

E N

SHEET 1 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-03

DEPTH N60Nf

0.0

2.5

5.0

7.5

10.0

Boring Designation 17JBNC-SB-03

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

432.0

426.5

422.4

12.5

18.0

22.1

0' to 12.5': LEAN CLAY (CL), brown, moist. (continued)

10.6': LEAN CLAY (CL), brown and gray, moist, stiff to very stiff.

12.5' to 18': CLAYEY GRAVEL WITH

SAND (GC).

14': CLAYEY GRAVEL WITH SAND

(GC), about 38% gravel, fine to coarse;

brown and tan, moist, medium dense.

18' to 22.1': CLAYEY SAND (SC).

19.45': CLAYEY SAND WITH

GRAVEL (SC), about 24% gravel;

brownish gray and tan, wet, very soft, with fine to medium sand.

19.8': CLAYEY SAND (SC), brownish gray and tan, wet, very soft, with fine to medium sand.

Depth: 19"' to 21' Time: 31 sec Pressure: 600 psi

Small sample size @ 20.5' (Jar 4). Classification for this interval based upon the more complete sample taken from shelby tube 2.

PROJECT

State Plane NAVD88

NAD 83

SHEETS

HORIZONTAL VERTICAL

INSTALLATION

CEMVS

COORDINATE SYSTEM

JBNC FY17 Soil Borings

N 970,341.1 E 879,849.6

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

444.5'

SHEET

B lo w s/

E N

SHEET 2 of 3

ELEV

MVS FORM 1836-A Boring Designation 17JBNC-SB-03

DEPTH N60Nf

10.0

12.5

15.0

17.5

20.0

Boring Designation 17JBNC-SB-03

SEP 05

Laboratory

FIELD CLASSIFICATION OF MATERIALS

(Description)

REMARKS

F in es

S an d

G ra ve l

S am p N o.

REC

A S

T M

C la ss

A C

A M

V S

D R

N G

L O

J B

N C

F Y

B O

G S

.G P

J G

S T

D U

S L

A B

.G D

10 blows, no advancement backfilled w/2 50lb sacks of bentonite chips and auger cuttings w/approval from usace geologist on site(4/18/2017) hole was drilled w/ 4 1/4" hsa to 22' on 4/20/2017 and grouted to surface upon request from josh gray(usace) used 2 94lb sacks portland cement. mixed 8 gal public water and 5lbs quik-gel per sack of portland.

PROJECT

State Plane NAVD88

NAD 83

SHEETS

HORIZONTAL VERTICAL

INSTALLATION

CEMVS

COORDINATE SYSTEM

JBNC FY17 Soil Borings

N 970,341.1 E 879,849.6

ELEVATION TOP OF BORINGLOCATION COORDINATES

DRILLING LOG (Cont Sheet)

444.5'

SHEET

B lo w s/

E N

SHEET 3 of 3

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