2017-0502.10 Building 13 Geotech Report.pdf

SCI ENGINEERING, INC.

650 Pierce Boulevard

O’Fallon, Illinois 62269 618-624-6969 www.sciengineering.com

Geotechnical Report

MARION VAMC BUILDING 13 – SEISMIC DEFICIENCIES

MARION, ILLINOIS

OCTOBER 2020

THE DEPARTMENT OF VETERAN AFFAIRS – OFFICE OF CONSTRUCTION AND

FACILITIES MANAGEMENT

Owner

ROMANYK CONSULTING CORP.

Architect

SCI No. 2017-0502.10

DR

AF

T

EARTH • SCIENCE • SOLUTIONS

GEOTECHNICAL

ENVIRONMENTAL

NATURAL RESOURCES

CULTURAL RESOURCES

CONSTRUCTION SERVICES

650 Pierce Boulevard, O’Fallon, Illinois 62269 ■ 618-624-6969 www.sciengineering.com

October 22, 2020

Ms. Rebecca C. Olson, AIA, ACHA, NCARB, LEED AP Romanyk Consulting Corporation 3308 Preston Road Suite 350-164 Plano, Texas 75093

RE: Geotechnical Report Marion VAMC Building 13 - Seismic Deficiencies Marion, Illinois SCI No. 2017-0502.10

Dear Ms. Olson:

Attached is our Geotechnical Report dated October 2020. It should be read in its entirety, and our recommendations applied to the design and construction of the project. Selected excerpts from the report are highlighted below:

• For the evaluation of the existing buildings, we recommend using a maximum net allowable bearing pressure of 2,700 pounds per square foot (psf) for continuous wall footings with a nominal width of 2 feet and 2,500 psf for isolated column footings with a nominal width of 2.5 feet, under static loading conditions. A one-third increase in the net allowable bearing pressures may be used for transient loadings, such as earthquake.

• Site Class C should be used for foundation design, with seismic design parameters for the site as follows: Fa = 1.04, Fv = 1.49, SDS = 0.63 and SD1 = 0.31. The Seismic Design Category (SDC) for the site is D.

We appreciate the opportunity to be of service and look forward to working with you during the construction phase of the project. SCI should participate in a meeting prior to clearing/grading of the site. Such meetings are valuable in reviewing and clarifying project requirements and responsibilities.

DR

Ms. Rebecca C. Olson, AIA, ACHA, NCARB, LEED AP 2 October 22, 2020 Romanyk Consulting Corporation SCI No. 2017-0502.10

If you have any questions or comments, please do not hesitate to contact me.

Respectfully, Prakash Paudel, E.I.

Staff Engineer

Thomas J. Casey, P.E.

Chief Geotechnical Engineer

PP/TJC/tlw

Enclosure

Geotechnical Report

\\scieng\shared\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\Report\2017-0502.10 GS Report - Marion VAMC Seismic.docx

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October 2020 SCI No. 2017-0502.10

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 SITE AND PROJECT DESCRIPTION

3.0 SUBSURFACE CONDITIONS

3.1 Existing Fill and Native Soil Profile

3.2 Bedrock Profile

3.3 Groundwater

4.0 GEOTECHNICAL/GEOLOGICAL RISKS AND DESIGN RECOMMENDATIONS

4.1 Subsurface Mining Activity

4.2 Seismic Considerations

4.2.1 Seismic Setting

4.2.2 Design Earthquake

4.2.3 International Building Code Site Classification

4.2.4 Liquefaction Potential Analysis

4.3 Shallow Foundations

5.0 LIMITATIONS

TABLES

Table 3.1 – Penetration Refusal Summary Table 4.1 – Seismic Design Parameters

FIGURES

Figure 1 – Vicinity and Topographic Map Figure 2 – Aerial Photograph Figure 3 – Site Plan Figure 4 – ISGS Mine Map

APPENDICES

Appendix A – CPT Legend and Nomenclature, CPT Logs, and CDP Boring Logs Appendix B – Corrosion Potential Test Results Appendix C – Foundation Design Calculations

DR

October 2020 SCI No. 2017-0502.10

Geotechnical Report

MARION VAMC BUILDING 13 – SEISMIC DEFICIENCIES

MARION, ILLINOIS

1.0 INTRODUCTION

At the request of Mr. Andrew M. Romanyk of Romanyk Consulting Corporation (RCC), SCI Engineering, Inc. (SCI) conducted a geotechnical exploration for the proposed corrections.

The purpose of our exploration was to characterize and evaluate the subsurface conditions, provide recommendations for the allowable bearing pressures, and address the seismic and geotechnical/geological aspects of the project. Our services were provided in general accordance with the Task Order dated

September 16, 2020 and authorized by Romanyk Consulting Corporation.

2.0 SITE AND PROJECT DESCRIPTION

SCI understands that corrections to seismic deficiencies are planned for Building 13 at the

Marion VA Medical Center. The existing structure is located at 2401 West Main Street in Marion, Illinois.

The location of the site is shown on the Vicinity and Topographic Map, Figure 1 and the existing site conditions are shown on the Aerial Photograph, Figure 2. For evaluating the existing foundations, a plan sheet entitled Attendants Quarters BLDG. No. 13, Sheet 13-2R, dated September 4, 1940 was provided.

Based on the plan provided, we understand that the existing foundations bear at elevations ranging from

453 to 454.5 and range from 2 feet wide for the continuous wall footings to 2.5 feet square for the interior columns.

Previously, SCI performed a limited geotechnical analysis in the past for Building 42 which is nearby

Building 13 at the Marion VA Medical Center. Additionally, SCI was provided a report titled

“Geotechnical Exploration Report of VAMC Marion IL Mental Health,” dated June 2011 by others. Apart from these referenced reports, we have not reviewed, nor are we aware of, any previous studies on this specific site, by SCI or others, that would affect the preparation of this report.

3.0 SUBSURFACE CONDITIONS

Four CPTu soundings, designated as C-1 through C-4 were advanced on site in September 2020.

The approximate sounding locations are shown on the Aerial Photograph, Figure 2 and Site Plan, Figure 3. The CPTu soundings were pushed to refusal, which varied from 4 to 23.8 feet below the existing ground surface. Additionally, direct push samples were advanced to a depth of 4 feet adjacent to each sounding location, with the exception of C-4. The sounding locations were staked in the field by SCI personnel using an Arrow 100 GNSS GPS unit with submeter accuracy. Ground surface elevations at the

DR

SCI Engineering, Inc. Marion VAMC Building 13 - Seismic Deficiencies

October 2020 Page 2 of 6 sounding locations were estimated from available LIDAR data for the site. Detailed information regarding the nature and thickness of the soils encountered are shown on the CPT Sounding Logs and Direct Push

Boring Logs contained in Appendix A.

3.1 Existing Fill and Native Soil Profile

Existing lean clay fill with trace fine to coarse sand and gravel was encountered at C-3 and extended to the termination of the direct push sample at a depth of 4 feet. We anticipate the existing fill was placed during construction of the existing structures and subsequent development of the facility. Beneath the surficial fill soils, the native soils generally consisted of soft to stiff lean clay (CL in accordance with the Unified Soil

Classification System and ASTM D 2488) and fat clay (CH) with some percentage of silt and trace amount of fine to coarse sand and gravel, which extended to the termination of the soundings. Moisture contents recorded in the upper 4 feet ranged from 22 to 27 percent. In addition, sulphate, chloride, pH, and resistivity tests were also performed on the extracted samples. The results of these tests are shown on the Direct Push

Boring Logs in Appendix A and corrosion potential test results included in Appendix B.

3.2 Bedrock Profile

Documented geology, including the Bedrock Geologic Map of the Marion Quadrangle, Illinois, indicates that bedrock at the site consists of the Carbondale Formation including five coal members: Herrin, Springfield, Houchin Creek, Colchester, and Davis. The entire formation consists of interbedded weathered/unweathered sandstone, limestone, and shale with banded bituminous coal and pyrite partings and laminae.

Penetration refusal was encountered in all four soundings at depths of 20 to 23.8 feet (approximately elevations 437 to 456 feet) as shown in Table 3.1. As an exception, the probe at C-4 was refused at a depth of approximately 4 feet indicating a very stiff material near the surface, which is likely debris from present site development. Penetration refusal is a designation applied to any material that cannot be further penetrated by the probe and is indicative of a very hard or very dense material, usually boulders or bedrock.

In addition to the soundings performed for this project, our previous experience at the site indicates bedrock is generally encountered at depths ranging from 22 to 33 feet, which is in line with the data collected for this exploration.

October 2020 Page 3 of 6

Table 3.1 - Penetration Refusal Summary

Sounding Approximate Ground Surface Elevation (ft) Depth to Auger Refusal (ft) Approximate Auger Refusal

Elevation (ft)

C-1 461.00 23.62 437.38

C-2 460.00 23.79 436.21

C-3 462.00 20.18 441.82

C-4 460.00 4.13 455.87

3.3 Groundwater

The sounding logs indicate the possibility of groundwater at depths ranging from 7 to 11 feet at the site.

Review of previous boring information indicates groundwater table depths ranging from 5 to 19.5 feet depending on the length of time between completing the boring and taking the groundwater table elevation.

The groundwater level depends on seasonal and climatic variations and may be present at different depths in the future. In addition, without extended periods of observation, accurate groundwater level measurements may not be possible, particularly in low permeability soils. This is further reinforced by the wide range of groundwater elevations measured over time.

4.0 GEOTECHNICAL/GEOLOGICAL RISKS AND DESIGN RECOMMENDATIONS

4.1 Subsurface Mining Activity

Based on the Illinois State Geologic Survey (ISGS) Williamson Directory of Coal Mines, dated

September 2019, the site is not undermined, however it is close to the buffer region of an underground coal mine which is approximately half-a-mile south-east of the project site. While the risk of settlement related to mine subsidence is possible, we believe the risk is relatively low based on the distance from the nearest mapped subsurface mine. The site location in relation to the nearest mapped mine is presented on

Figure 4, ISGS Mine Map.

4.2 Seismic Considerations

4.2.1 Seismic Setting

According to the Williamson County, Illinois Multi-Hazard Mitigation Plan 2015, the Williamson county is situated in a region susceptible to earthquakes. New Madrid Seismic Zone and the Wabash Valley Fault

System are known to be the most significant sources of seismic activity in Illinois. The epicenters of seven small earthquakes (M 2.2-M 3.4) have been recorded in Williamson County. The probability of occurrence of large earthquakes is estimated to be low in Williamson County, however, moderate earthquakes (≤ M 6) are probable. The USGS estimates that the probability of M 5.5 earthquake occurring in Marion, IL within

October 2020 Page 4 of 6 next 500 years falls in between 30 percent to 40 percent. The White Ash Fault Zone running north-south is the nearest fault zone which is approximately 2 miles away from the project site. However, the seismogenic potential of this fault is unknown, and the geologic mechanism relevant to smaller events is not fully understood.

4.2.2 Design Earthquake

According to International Building Code (IBC 2015), structures such as those proposed for this project are required to be designed to a design earthquake with a 2 percent Probability of Exceedance (PE) over a

50-year exposure period (i.e. a 2,475-year design earthquake). The design earthquake has a Moment

Magnitude (Mw) of 7.7 and a Site Modified Peak Ground Acceleration (PGA) of 0.51g, as determined from data provided by the IBC 2015 and the United States Geological Survey (USGS) National Seismic Hazard

Mapping Project.

4.2.3 International Building Code Site Classification

Based on procedures outlined in the IBC 2015 and the anticipated depth to bedrock, the site can be classified as Site Class C for foundation design. This is based predominately on the calculated weighted average shear wave velocity of 1,250 feet per second (fps) that was estimated for the site. A minimum shear wave velocity of 1,200 fps is required for a Site Class C. The shear wave velocity analysis was performed for the previous study for Building 42 that is referenced in Section 2. Based on the evaluation, a Site Class C may be used for foundation design. The seismic design parameters for the site are presented in Table 4.1 for risk categories I through IV.

Table 4.2 - Seismic Design Parameters

Item Value

Site Class C

PGA 0.51

Fpga 1.00

Fa 1.04

Fv 1.49

PGAM 0.51

Design Spectral Acceleration at 0.2 sec. (SDS) 0.63

Design Spectral Acceleration at 1.0 sec.(SD1) 0.31

Seismic Design Criteria D

October 2020 Page 5 of 6

4.2.4 Liquefaction Potential Analysis

The liquefaction potential analysis for the site was conducted using data from the field exploration and laboratory test results and the techniques outlined in the National Center for Earthquake Engineering

(NCEER) Technical Report NCEER-97-0022.

Based on our analyses, the majority of the soils have sufficient strength and/or a plasticity index that make the threat of liquefaction minimal during the design earthquake. While the amount of the seismically-induced settlement is dependent on the magnitude and distance from the seismic event, we estimate that the settlements from the design earthquake will be negligible, so liquefaction mitigation techniques are not required.

4.3 Shallow Foundations

For the evaluation of the existing building, we recommend using a maximum net allowable bearing pressure of 2,700 pounds per square foot (psf) for continuous wall footings with a nominal width of 2 feet and

2,500 psf for isolated column footings with a nominal width of 2.5 feet, under static loading conditions.

A one-third increase in the net allowable bearing pressures may be used for transient loadings, such as wind and earthquake. For evaluating future improvements that may require additional foundation elements, this maximum allowable bearing pressure can also be used. For footings of larger sizes, SCI should be contacted to evaluate appropriate allowable bearing pressures. The foundation design calculations are included in

Appendix C.

5.0 LIMITATIONS

The recommendations provided herein are for the exclusive use of Romanyk Consulting Corporation and the Department of Veteran Affairs. It is imperative that SCI be contacted by any third-party interests to evaluate the applicability of this report relative to use by anyone other than Romanyk and the VA.

Our recommendations are specific only to the project described, and are not meant to supersede more stringent requirements of local ordinances. They are based on subsurface information obtained at four specific testing locations within the project area; and our understanding of the project as presented in

Section 2.0, “Site and Project Description”; and geotechnical engineering practice consistent with the standard of care. No other warranty is expressed or implied. SCI should be contacted if conditions encountered are not consistent with those described.

October 2020 Page 6 of 6

This report was performed for evaluating the seismic stability of the existing structures and should not be used to evaluate new construction beyond the specific references presented within this report. Should new construction development occur beyond the limited defined instances here, a separate comprehensive geotechnical investigation should be performed.

VICINITY AND TOPOGRAPHIC MAP

DATE JOB NUMBER DRAWN BY

CHECKED BY

MARION VAMC - SEISMIC DEFICIENCIES

MARION, ILLINOIS

PROJECT NAME GENERAL NOTES/LEGEND

FIGURE

10/2020 2017-0502.10 T004

RCV

TJC

USGS TOPOGRAPHIC MAP

MARION, ILLINOIS QUADRANGLE

DATED 1996

10' CONTOURS

STREET MAP

HTTP://GOTO.ARCGISONLINE.COM/MAPS/WORLD_STREET_MAP

SITE

SITE

NOT TO SCALE

0 1,000 2,000 ft

1"=2,000'SCALE

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AERIAL PHOTOGRAPH

DATE JOB NUMBER DRAWN BY

CHECKED BY

MARION VAMC - SEISMIC DEFICIENCIES

MARION, ILLINOIS

PROJECT NAME GENERAL NOTES/LEGEND

FIGURE

10/2020 2017-0502.10 T004

RCV

TJC

!U !U

!U !U

C-1 C-2

C-3 C-4

AERIAL PHOTOGRAPH OBTAINED FROM GOOGLE EARTH, DATED 02/2020.

DIMENSIONS AND LOCATIONS ARE APPROXIMATE; ACTUAL MAY VARY.

DRAWING SHALL NOT BE USED OUTSIDE THE CONTEXT OF THE REPORT FOR

WHICH IT WAS GENERATED.

0 12.5 25 ft

1"=25'SCALE

!U APPROXIMATE CPT SOUNDING LOCATIONS

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ISGS MINE MAP

DATE JOB NUMBER DRAWN BY

CHECKED BY

MARION VAMC - SEISMIC DEFICIENCIES

MARION, ILLINOIS

PROJECT NAME GENERAL NOTES/LEGEND

FIGURE

10/2020 2017-0502.10 T004

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SOUTHERN JEWEL MINE

4018, 1935-1939

4533, QUALITY COAL COMPANY

QUALITY MINE4533, 1933-1941

J.W.INGRAM

INGRAM MINE

4040, 1905-1090

970, 970, WENZEL BROTHERS COAL COMPANY

WENZEL MINE

970, 1964-1965

SCOTTSBORO COAL COMPANY

SCOTTSBORO MINE

4442, 1928-1929

970, 970, AERIAL PHOTOGRAPH OBTAINED FROM ARCGIS ONLINE, WORLD IMAGERY.

MINE LOCATION INFORMATION OBTAINED FROM:

HTTP://WWW.ISGS.UIUC.EDU

ILLINOIS STATE GEOLOGICAL SURVEY DISCLAIMS THAT LOCATIONS OF SOME

FEATURES ON THE MINE MAP MAY BE OFFSET BY 500 OR MORE FEET DUE TO

ERRORS IN THE ORIGINAL SOURCE MAPS, THE COMPILATION PROCESS,

DIGITIZING, OR A COMBINATION OF THESE FACTORS. DIMENSIONS AND

LOCATIONS ARE APPROXIMATE; ACTUAL MAY VARY. DRAWING SHALL NOT BE

USED OUTSIDE THE CONTEXT OF THE REPORT FOR WHICH IT WAS GENERATED.

SITE

0 1,000 2,000 ft

1"=2,000'SCALE

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APPENDIX A

O’Fallon, Illinois 62269 618-624-6969 www.sciengineering.com

SCI Engineering, Inc 1 | P a g e 4/4/2017

USE and UNDERSTANDING of CPTu Logs

The CPTu logs show the corrected Tip Resistance (qt), Friction (fs), Porewater Pressure (U2), SPT N60 correlation (N60), and the Soil Behavior interpretation results. The corrected cone tip resistance (qt) is measured as the maximum force over the projected area of the cone tip. It is a point stress related to the bearing capacity of the soil. The measured uncorrected tip value (qc) must be corrected for porewater pressure effects (Lunne et al, 1997), especially in clays and silts where porewater pressures typically vary greatly from hydrostatic. The sleeve friction (fs) is used as a measure of soil type and can be expressed by friction ratio (RF) which is used in the soil behavior classification. The u2 position element is required for the measurement of penetration porewater pressures and the correction of tip resistance. Calculations of qt, RF, and the SPT N60 calculation are discussed below.

The estimated stratigraphic profiles included in the CPTu logs are based on relationships between qt, fs, and U2 as shown graphically in the figure below.

Non-normalized CPT Soil Behavior Type (SBT) chart

* Heavily overconsolidated or cemented

Pa = atmospheric pressure = 100 kPa = 1 tsf

Derived Values from CPT Corrected cone resistance: qt = qc + u2(1-a) Friction ratio: Rf = (fs/qt) x 100%

Equivalent SPT N60, (blows/ft) Lunne et al. (1997)

= 8.5 X

Where Ic = ((3.47 – log Qt1)2 + (log RF + 1.22)2)0.5 And Qtn = ((qt - svo)/pa) x (pa/(s'vo)n, and recalculate Ic, then iterate for n:

Iterate until the change in n, ∆n < 0.01

Z

Soil Behavior Type 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay – silty clay to clay 4 Silt mixtures – clayey silt to silty clay 5 Sand mixtures – silty sand to sandy silt 6 Sands – clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand* 9 Very stiff fine grained* DR

Project: VAMC - Marion, IL: 2017-0502.10 T104

SCI Engineering, Inc.

130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 23.62 ft, Date: 9/24/2020

Surface Elevation: 461.00 ftMarion, IL

CPT: C-1

Location:

Cone resistance qt

Tip resistance (tsf) 100806040200

D e p th ft

2 4

Cone resistance qt Sleeve friction

Friction (tsf) 21.510.50

D e p th ft

2 4

Sleeve friction Pore pressure u

Pressure (psi) 3020100-10

D e p th ft

2 4

Pore pressure u SPT N60

N60 (blows/ft) 302520151050

D e p th ft

2 4

SPT N60 Soil Behaviour Type

SBT (Robertson, 2010) 181614121086420

D e p th ft

2 4

Soil Behaviour Type

Silty sand & sandy silt Clay & silty clay

Clay

Clay & silty clay

Silty sand & sandy silt

Sand & silty sand Silty sand & sandy silt

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Silty sand & sandy silt

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/20/2020, 5:50:28 PM 1 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

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130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 23.79 ft, Date: 9/24/2020

Surface Elevation: 460.00 ftMarion, IL

CPT: C-2

Location:

Cone resistance qt

Tip resistance (tsf) 100806040200

D e p th ft

2 4

Cone resistance qt Sleeve friction

Friction (tsf) 21.510.50

D e p th ft

2 4

Sleeve friction Pore pressure u

Pressure (psi) 3020100-10

D e p th ft

2 4

Pore pressure u SPT N60

N60 (blows/ft) 302520151050

D e p th ft

2 4

SPT N60 Soil Behaviour Type

SBT (Robertson, 2010) 181614121086420

D e p th ft

2 4

Soil Behaviour Type

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay Silty sand & sandy silt Sand & silty sand Silty sand & sandy silt

Silty sand & sandy silt Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Clay

Clay & silty clay

Sand & silty sand

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/20/2020, 5:50:28 PM 2 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

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130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 20.18 ft, Date: 9/24/2020

Surface Elevation: 462.00 ftMarion, IL

CPT: C-3

Location:

Cone resistance qt

Tip resistance (tsf) 100806040200

D e p th ft

2 4

Cone resistance qt Sleeve friction

Friction (tsf) 21.510.50

D e p th ft

2 4

Sleeve friction Pore pressure u

Pressure (psi) 3020100-10

D e p th ft

2 4

Pore pressure u SPT N60

N60 (blows/ft) 302520151050

D e p th ft

2 4

SPT N60 Soil Behaviour Type

SBT (Robertson, 2010) 181614121086420

D e p th ft

2 4

Soil Behaviour Type

Clay & silty clay

Clay

Clay & silty clay

Clay & silty clay

Clay Clay & silty clay

Clay & silty clay

Clay

Clay & silty clay

Clay & silty clay

Clay

Clay & silty clay

Silty sand & sandy silt

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/20/2020, 5:50:29 PM 3 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

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130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 4.13 ft, Date: 9/24/2020

Surface Elevation: 460.00 ftMarion, IL

CPT: C-4

Location:

Cone resistance qt

Tip resistance (tsf) 100806040200

D e p th ft

2 4

Cone resistance qt Sleeve friction

Friction (tsf) 21.510.50

D e p th ft

2 4

Sleeve friction Pore pressure u

Pressure (psi) 3020100-10

D e p th ft

2 4

Pore pressure u SPT N60

N60 (blows/ft) 302520151050

D e p th ft

2 4

SPT N60 Soil Behaviour Type

SBT (Robertson, 2010) 181614121086420

D e p th ft

2 4

Soil Behaviour Type

Sand & silty sand

Silty sand & sandy silt

Clay & silty clay

Silty sand & sandy silt

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/20/2020, 5:50:29 PM 4 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

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O’Fallon, Illinois 62269 618-624-6969 www.sciengineering.com

BORING LOG LEGEND AND NOMENCLATURE

Depth is in feet below ground surface. Elevation is in feet mean sea level, site datum, or as otherwise noted.

Sample Type SS Split-spoon sample, disturbed, obtained by driving a 2-inch-O.D. split-spoon sampler (ASTM D 1586).

NX Diamond core bit, nominal 2-inch-diameter rock sample (ASTM D 2113).

ST Thin-walled (Shelby) tube sample, relatively undisturbed, obtained by pushing a 3-inch-diameter, tube (ASTM D 1587).

CS Continuous sample tube system, relatively undisturbed, obtained by split-barrel sampler in conjunction with auger advancement.

SV Shear vane, field test to determine strength of cohesive soil by pushing or driving a 2-inch-diameter vane, and then shearing by torquing soil in existing and remolded states (ASTM D 2573).

BS Bag sample, disturbed, obtained from cuttings.

Recovery is expressed as a ratio of the length recovered to the total length pushed, driven, cored.

Blows Numbers indicate blows per 6 inches of split-spoon sampler penetration when driven with a 140-pound hammer falling freely 30 inches. The number of total blows obtained for the second and third 6- inch increments is the N value (Standard Penetration Test or SPT) in blows per foot (ASTM D 1586). Practical refusal is considered to be 50 or more blows without achieving 6 inches of penetration, and is expressed as a ratio of 50 to actual penetration, e.g., 50/2 (50 blows for 2 inches).

For analysis, the N value is used when obtained by a cathead and rope system. When obtained by an automatic hammer, the N value may be increased by a factor of 1.3.

Vane Shear Strength is expressed as the peak strength (existing state) / the residual strength (remolded state).

Description indicates soil constituents and other classification characteristics (ASTM D 2488) and the Unified Soil Classification (ASTM D 2487). Secondary soil constituents (expressed as a percentage) are described as follows:

Trace <5 Few 5-15 With >15-30

Stratigraphic Breaks may be observed or interpreted, and are indicated by a dashed line. Transition between described materials may be gradual.

Laboratory Test Results

- Natural moisture content (ASTM D 2216) in percent.

- Dry density in pounds per cubic foot (pcf).

- Hand penetrometer value of apparently intact cohesive sample in kips per square foot (ksf).

- Unconfined compressive strength (ASTM D 2166) in kips per square foot (ksf).

- Liquid and Plastic Limits (ASTM D 4318) in percent.

RQD (Rock Quality Designation) is the ratio between the total length of core segments 4 inches or more in length and the total length of core drilled. RQD (expressed as a percentage) indicates insitu rock quality as follows:

Excellent 90 to 100 Good 75 to 90 Fair 50 to 75 Poor 25 to 50 Very Poor 0 to 25

DR

1) Low recovery.

2) Chloride = 212 mg/Kg-dry. Sulfate < 524 mg/Kg-dry. pH = 7.66. Resistivity = 4000 ohm/cm.

2 22

2.0

1.0

2.0

1.0

LEAN CLAY (CL): Brown, trace gray

Boring terminated at 4 feet.

DP

of 1

B

LO

W S

(p er in

REMARKS:

D E

P T

H ft

NONE OBSERVED WHILE DRILLING

T Y

P E

DRILLER SCI Engineering, Inc.

P

LA

S T

IC

IT

Y

IN

D E

X

BORING LOG

LI

Q

U

ID

L

IM

IT

ft WHILE DRILLING ft DAYS AFTER DRILLING

DESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

WATER LEVEL:

LABORATORY TEST RESULTS

ft

ELEVATION 461±

HAMMER N/A PROJECT NO.2017-0502.10 Task 004

SHEET 1

G R

A P

H

IC

SAMPLE

BORING NUMBER C-1

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f)

HRS AFTER DRILLING

S E

E R

E M

A R

K N

O

N U

M B

E R

X

PROJECT Marion VAMC Building 13 Seismic Deficiencies

LOCATION Marion, IL

E L

E V

A T

IO

N ft

EQUIPMENT Vertek S4 CPT w/DirectSampler

D R

Y D

E N

S

IT

Y (p cf

R E

C O

V E

R Y

(in /in

M O

IS

T

U R

E C

O N

T E

N T

DATE DRILLED 09/23/2020

DR

2) Chloride < 235 mg/Kg-dry. Sulfate < 589 mg/Kg-dry. pH = 7.98. Resistivity = 3400 ohm/cm.

3.5

2.0

3.5

2.0

LEAN CLAY (CL): Brown, trace gray, trace fine to medium sand

FAT CLAY (CH): Brown and gray, trace fine to coarse sand

Boring terminated at 4 feet.

DP

of 1

B

LO

W S

(p er in

REMARKS:

D E

P T

H ft

NONE OBSERVED WHILE DRILLING

T Y

P E

DRILLER SCI Engineering, Inc.

P

LA

S T

IC

IT

Y

IN

D E

X

BORING LOG

LI

Q

U

ID

L

IM

IT

ft WHILE DRILLING ft DAYS AFTER DRILLING

DESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

WATER LEVEL:

LABORATORY TEST RESULTS

ft

ELEVATION 460±

HAMMER N/A PROJECT NO.2017-0502.10 Task 004

SHEET 1

G R

A P

H

IC

SAMPLE

BORING NUMBER C-2

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f)

HRS AFTER DRILLING

S E

E R

E M

A R

K N

O

N U

M B

E R

X

PROJECT Marion VAMC Building 13 Seismic Deficiencies

LOCATION Marion, IL

E L

E V

A T

IO

N ft

EQUIPMENT Vertek S4 CPT w/DirectSampler

D R

Y D

E N

S

IT

Y (p cf

R E

C O

V E

R Y

(in /in

M O

IS

T

U R

E C

O N

T E

N T

DATE DRILLED 09/23/2020

DR

22 2.52.5

FILL: Brown and gray, lean clay, trace fine to coarse sand and gravel

Boring terminated at 4 feet.

DP

of 1

B

LO

W S

(p er in

REMARKS:

D E

P T

H ft

NONE OBSERVED WHILE DRILLING

T Y

P E

DRILLER SCI Engineering, Inc.

P

LA

S T

IC

IT

Y

IN

D E

X

BORING LOG

LI

Q

U

ID

L

IM

IT

ft WHILE DRILLING ft DAYS AFTER DRILLING

DESCRIPTION

(UNIFIED SOIL CLASSIFICATION)

WATER LEVEL:

LABORATORY TEST RESULTS

ft

ELEVATION 462±

HAMMER N/A PROJECT NO.2017-0502.10 Task 004

SHEET 1

G R

A P

H

IC

SAMPLE

BORING NUMBER C-3

H A

N D

P E

N E

T R

O M

E T

E R

(k sf

U N

C O

N F

IN

E

D C

O M

P R

E S

S

IV

E S

T R

E N

G T

H ks f)

HRS AFTER DRILLING

S E

E R

E M

A R

K N

O

N U

M B

E R

X

PROJECT Marion VAMC Building 13 Seismic Deficiencies

LOCATION Marion, IL

E L

E V

A T

IO

N ft

EQUIPMENT Vertek S4 CPT w/DirectSampler

D R

Y D

E N

S

IT

Y (p cf

R E

C O

V E

R Y

(in /in

M O

IS

T

U R

E C

O N

T E

N T

DATE DRILLED 09/23/2020

DR

APPENDIX B

Appendix B ‐ Corrosion Potential Testing Marion VAMC Building 13 Seismic Deficiencies

Sample Depth Resistivity feet Test 1 Test 2 Ohms‐cm

C‐1 1 ‐ 2 7.56 7.56 4000

C‐2 2 ‐ 3 7.93 8.02 3400

Laboratory Testing Results

Sounding/Boring pH

DR

ht tp:/ / w w w.teklabinc.com/

October 01, 2020

WorkOrder: 20091941VAMC-Marion, IL 2017-0502.10 T004RE:

Dear Amy Smith:

TEKLAB, INC received 2 samples on 9/30/2020 2:10:00 PM for the analysis presented in the following report.

Samples are analyzed on an as received basis unless otherwise requested and documented. The sample results contained in this report relate only to the requested analytes of interest as directed on the chain of custody. NELAP accredited fields of testing are indicated by the letters NELAP under the Certification column. Unless otherwise documented within this report, Teklab Inc. analyzes samples utilizing the most current methods in compliance with 40CFR.

All tests are performed in the Collinsville, IL laboratory unless otherwise noted in the Case Narrative.

All quality control criteria applicable to the test methods employed for this project have been satisfactorily met and are in accordance with NELAP except where noted. The following report shall not be reproduced, except in full, without the written approval of Teklab, Inc.

If you have any questions regarding these tests results, please feel free to call.

Sincerely, O'Fallon, IL 62269

(618) 558-0150

(618) 624-7099

TEL:

FAX:

Amy Smith SCI Engineering, Inc.

Emily Pohlman Project Manager (618)344-1004 ex 44 epohlman@teklabinc.com

DR

This reporting package includes the following:

Report Contents

Client Project: VAMC-Marion, IL 2017-0502.10 T004

Client: SCI Engineering, Inc.

Report Date: 01-Oct-2020

Work Order: 20091941 ht tp:/ / ww w .teklabinc.com/

Cover Letter 1

Report Contents 2

Definitions 3

Case Narrative 4

Accreditations 5

Laboratory Results 6

Receiving Check List 8

Chain of Custody Appended

DR

____TeklabHdrP

Definitions

Client Project: VAMC-Marion, IL 2017-0502.10 T004

Client: SCI Engineering, Inc.

Report Date: 01-Oct-2020

Work Order: 20091941 ht tp:/ / ww w .teklabinc.com/

Abbr Definition

* Analytes on report marked with an asterisk are not NELAP accredited

CCV Continuing calibration verification is a check of a standard to determine the state of calibration of an instrument between recalibration.

CRQL A Client Requested Quantitation Limit is a reporting limit that varies according to customer request. The CRQL may not be less than the MDL.

DF Dilution factor is the dilution performed during analysis only and does not take into account any dilutions made during sample preparation. The reported result is final and includes all dilution factors.

DNI Did not ignite

DUP Laboratory duplicate is a replicate aliquot prepared under the same laboratory conditions and independently analyzed to obtain a measure of precision.

ICV Initial calibration verification is a check of a standard to determine the state of calibration of an instrument before sample analysis is initiated.

IDPH IL Dept. of Public Health

LCS Laboratory control sample is a sample matrix, free from the analytes of interest,spiked with verified known amounts of analytes and analyzed exactly like a sample to establish intra-laboratory or analyst specific precision and bias or to assess the performance of all or a portion of the measurement system.

LCSD Laboratory control sample duplicate is a replicate laboratory control sample that is prepared and analyzed in order to determine the precision of the approved test method. The acceptable recovery range is listed in the QC Package (provided upon request).

MBLK Method blank is a sample of a matrix similar to the batch of associated sample (when available) that is free from the analytes of interest and is processed simultaneously with and under the same conditions as samples through all steps of the analytical procedures, and in which no target analytes or interferences should present at concentrations that impact the analytical results for sample analyses.

MDL "The method detection limit is defined as the minimum measured concentration of a substance that can be reported with 99% confidence that the measured concentration is distinguishable from method blank results."

MS Matrix spike is an aliquot of matrix fortified (spiked) with known quantities of specific analytes that is subjected to the entire analytical procedures in order to determine the effect of the matrix on an approved test method’s recovery system. The acceptable recovery range is listed in the QC Package (provided upon request).

MSD Matrix spike duplicate means a replicate matrix spike that is prepared and analyzed in order to determine the precision of the approved test method.

The acceptable recovery range is listed in the QC Package (provided upon request).

MW Molecular weight

ND Not Detected at the Reporting Limit

NELAP NELAP Accredited

PQL Practical quantitation limit means the lowest level that can be reliably achieved within specified limits of precision and accuracy during routine laboratory operation conditions.

RL The reporting limit the lowest level that the data is displayed in the final report. The reporting limit may vary according to customer request or sample dilution. The reporting limit may not be less than the MDL.

RPD Relative percent difference is a calculated difference between two recoveries (ie. MS/MSD). The acceptable recovery limit is listed in the QC Package (provided upon request).

SPK The spike is a known mass of target analyte added to a blank sample or sub-sample; used to determine recovery deficiency or for other quality control purposes.

Surr Surrogates are compounds which are similar to the analytes of interest in chemical composition and behavior in the analytical process, but which are not normally found in environmental samples.

TIC Tentatively identified compound: Analytes tentatively identified in the sample by using a library search. Only results not in the calibration standard will be reported as tentatively identified compounds. Results for tentatively identified compounds that are not present in the calibration standard, but are assigned a specific chemical name based upon the library search, are calculated using total peak areas from reconstructed ion chromatograms and a response factor of one. The nearest Internal Standard is used for the calculation. The results of any TICs must be considered estimated, and are flagged with a "T". If the estimated result is above the calibration range it is flagged "ET"

TNTC Too numerous to count ( > 200 CFU )

Qualifiers # - Unknown hydrocarbon B - Analyte detected in associated Method Blank

C - RL shown is a Client Requested Quantitation Limit E - Value above quantitation range

H - Holding times exceeded I - Associated internal standard was outside method criteria

J - Analyte detected below quantitation limits M - Manual Integration used to determine area response

ND - Not Detected at the Reporting Limit R - RPD outside accepted recovery limits

S - Spike Recovery outside recovery limits T - TIC(Tentatively identified compound)

X - Value exceeds Maximum Contaminant Level

DR

Case Narrative

Client Project: VAMC-Marion, IL 2017-0502.10 T004

Client: SCI Engineering, Inc.

Report Date: 01-Oct-2020

Work Order: 20091941 ht tp:/ / ww w .teklabinc.com/

Cooler Receipt Temp: 27.38 °C

Locations

___________________________________Collinsville

5445 Horseshoe Lake Road

Collinsville, IL 62234-7425

(618) 344-1004

(618) 344-1005 jhriley@teklabinc.com

___________________________________Springfield

3920 Pintail Dr

Springfield, IL 62711-9415

(217) 698-1004

(217) 698-1005

KKlostermann@teklabinc.com

___________________________________Kansas City

8421 Nieman Road

Lenexa, KS 66214

(913) 541-1998

(913) 541-1998 jhriley@teklabinc.com

___________________________________Collinsville Air

5445 Horseshoe Lake Road

Collinsville, IL 62234-7425

(618) 344-1004

(618) 344-1005

EHurley@teklabinc.com

___________________________________Chicago

1319 Butterfield Rd.

Downers Grove, IL 60515

(630) 324-6855 arenner@teklabinc.com

DR

____TeklabHdrP

Accreditations

Client Project: VAMC-Marion, IL 2017-0502.10 T004

Client: SCI Engineering, Inc.

Report Date: 01-Oct-2020

Work Order: 20091941 ht tp:/ / ww w .teklabinc.com/

NELAPState Cert # Exp Date LabDept

Illinois 100226 1/31/2021 CollinsvilleNELAPIEPA

Kansas E-10374 4/30/2021 CollinsvilleNELAPKDHE

Louisiana 05002 6/30/2021 CollinsvilleNELAPLDEQ

Louisiana 05003 6/30/2021 CollinsvilleNELAPLDEQ

Oklahoma 9978 8/31/2021 CollinsvilleNELAPODEQ

Arkansas 88-0966 3/14/2021 CollinsvilleADEQ

Illinois 17584 5/31/2021 CollinsvilleIDPH

Kentucky 0073 1/31/2021 CollinsvilleUST

Missouri 00930 5/31/2021 CollinsvilleMDNR

Missouri 930 1/31/2022 CollinsvilleMDNR

Page 5 of 8ht tp:/ / ww w.tek labinc.com/

DR

TeklabHdrP

Laboratory Results

Client Project: VAMC-Marion, IL 2017-0502.10 T004

Client: SCI Engineering, Inc.

Report Date: 01-Oct-2020

Work Order: 20091941 ht tp:/ / ww w .teklabinc.com/

Analyses Result Units Date AnalyzedRL DFCertification Qual

Collection Date: 09/23/2020 0:00

Lab ID: 20091941-001 Client Sample ID: C1 DP1 1-2ft Matrix: SOLID

Batch

EPA SW846 3550C, 5035A, ASTM D2974

Percent Moisture 09/30/2020 16:560.1 % 119.7* R282237

STANDARD METHODS 4500-CL E (TOTAL) 1997

Chloride 10/01/2020 11:57210 mg/Kg-dry 5212NELAP 169690

SW-846 9036 (TOTAL)

Sulfate 10/01/2020 11:57524 mg/Kg-dry 5< 524NELAP 169691

Elevated reporting limit due to sample composition.

DR

TeklabHdrP

Laboratory Results

Client Project: VAMC-Marion, IL 2017-0502.10 T004

Client: SCI Engineering, Inc.

Report Date: 01-Oct-2020

Work Order: 20091941 ht tp:/ / ww w .teklabinc.com/

Analyses Result Units Date AnalyzedRL DFCertification Qual

Collection Date: 09/23/2020 0:00

Lab ID: 20091941-002 Client Sample ID: C2 DP1 2-3ft Matrix: SOLID

Batch

EPA SW846 3550C, 5035A, ASTM D2974

Percent Moisture 09/30/2020 16:560.1 % 117.1* R282237

STANDARD METHODS 4500-CL E (TOTAL) 1997

Chloride 10/01/2020 12:13235 mg/Kg-dry 5< 235NELAP 169690

Elevated reporting limit due to sample composition.

SW-846 9036 (TOTAL)

Sulfate S 10/01/2020 12:13589 mg/Kg-dry 5< 589NELAP 169691

Matrix spike did not recover within control limits. Result is verified by re-analysis.

Elevated reporting limit due to sample composition.

DR

Receiving Check List

Client Project: VAMC-Marion, IL 2017-0502.10 T004

Client: SCI Engineering, Inc.

Report Date: 01-Oct-2020

Work Order: 20091941 ht tp:/ / w ww .teklabinc.com/

Received By: KMTCarrier: Employee

Completed by: Reviewed by:

On:

30-Sep-2020 On:

30-Sep-2020

Shipping container/cooler in good condition? Yes No Not Present

Chain of custody present? Yes No

Chain of custody signed when relinquished and received? Yes No

Chain of custody agrees with sample labels? Yes No

Samples in proper container/bottle? Yes No

Sample containers intact? Yes No

Sufficient sample volume for indicated test? Yes No

All samples received within holding time? Yes No

Container/Temp Blank temperature in compliance? Yes No

Temp °C

When thermal preservation is required, samples are compliant with a temperature between 0.1°C - 6.0°C, or when samples are received on ice the same day as collected.

The samples were out of temperature compliance upon receipt. Per client consent, proceed with analyses. - adilallo - 9/30/2020 3:37:12 PM

Water – at least one vial per sample has zero headspace? Yes No No VOA vials

Water - pH acceptable upon receipt? Yes No NA

Type of thermal preservation? None Ice Blue Ice Dry Ice

Chain of custody 1 Extra pages included 0

Reported field parameters measured: Field Lab NA

Water - TOX containers have zero headspace? No TOX containersYes No

NPDES/CWA TCN interferences checked/treated in the field? Yes No NA

Amber M. Dilallo Elizabeth A. Hurley

DR

APPENDIX C

130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 23.62 ft, Date: 9/24/2020

Surface Elevation: 461.00 ftMarion, IL

CPT: C-1

Location:

Bearing Capacity Plot

Footing Width (ft)

32.92 .82 .72 .62 .52 .42 .32 .22 .12

U lt im a te

B e a ri n g C a p a ci ty ts f)

4 .5

4 .45

4.4

4 .35

4.3

4 .25

4.2

4 .15

4.1

4 .05

3.95

3.9

3 .85

3.8

3 .75

Bearing Capacity Plot

Bearing Capacity calculation is perfromed based on the formula:

soiltkult qqRQ where:

Rk: Bearing capacity factor qt: Average corrected cone resistance over calculation depth qsoil: Pressure applied by soil above footing

No B (ft)

Start Depth

(ft)

End Depth (ft)

Ave. qt

(tsf) Soil Press.

(tsf) Ult. bearing cap. (tsf) Rk

:: Tabular results ::

1 2.00 6.50 9.50 19.23 0.39 4.240.20

2 2.50 6.50 10.25 18.47 0.39 4.080.20

3 3.00 6.50 11.00 19.75 0.39 4.340.20

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/22/2020, 11:13:45 AM 1 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

DR

AF

T jmiller2 Rectangle jmiller2 Rectangle jmiller2 Oval jmiller2 Oval

130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 23.62 ft, Date: 9/24/2020

Surface Elevation: 461.00 ftMarion, IL

CPT: C-1

Location:

Cone resistance qt

Tip resistance (tsf) 100806040200

D e p th ft

2 4

Cone resistance qt Constrained Modulus

M(CPT) (tsf) 1 ,012812612412212

D e p th ft

2 4

Constrained Modulus Cumulative settlement

Settlement (in)

10.80.60 .40 .20

D e p th ft

2 4

End of Primary Ov erall

Cumulative settlement

Settlements calculation according to theory of elasticity*

Calculation properties

Footing type: Rectangular Footing width: 2.50 (ft) L/B: 1.0 Footing pressure: 2.00 (tsf) Embedment depth: 6.50 (ft) Footing is rigid: Yes Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 60 months

* Primary settlements calculation is performed according to the following formula:

)log(S tzCa

* Secondary (creep) settlements calculation is performed according to the following formula:

z

CPT

v

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/22/2020, 11:10:15 AM 1 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

DR

130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 23.79 ft, Date: 9/24/2020

Surface Elevation: 460.00 ftMarion, IL

CPT: C-2

Location:

Bearing Capacity Plot

Footing Width (ft)

32.92 .82 .72 .62 .52 .42 .32 .22 .12

U lt im a te

B e a ri n g C a p a ci ty ts f)

4 .25

3.75

3.5

3 .25

2.75

Bearing Capacity Plot

Bearing Capacity calculation is perfromed based on the formula:

soiltkult qqRQ where:

Rk: Bearing capacity factor qt: Average corrected cone resistance over calculation depth qsoil: Pressure applied by soil above footing

No B (ft)

Start Depth

(ft)

End Depth (ft)

Ave. qt

(tsf) Soil Press.

(tsf) Ult. bearing cap. (tsf) Rk

:: Tabular results ::

1 2.00 5.50 8.50 18.65 0.33 4.060.20

2 2.50 5.50 9.25 15.48 0.33 3.430.20

3 3.00 5.50 10.00 13.74 0.33 3.080.20

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/22/2020, 11:16:10 AM 1 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

DR

AF

T jmiller2 Rectangle jmiller2 Rectangle jmiller2 Oval

130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 23.79 ft, Date: 9/24/2020

Surface Elevation: 460.00 ftMarion, IL

CPT: C-2

Location:

Cone resistance qt

Tip resistance (tsf) 100806040200

D e p th ft

2 4

Cone resistance qt Constrained Modulus

M(CPT) (tsf) 1 ,9291,429929429

D e p th ft

2 4

Constrained Modulus Cumulative settlement

Settlement (in) 0.60.40.20

D e p th ft

2 4

End of Primary Ov erall

Cumulative settlement

Settlements calculation according to theory of elasticity*

Calculation properties

Footing type: Rectangular Footing width: 2.50 (ft) L/B: 1.0 Footing pressure: 2.00 (tsf) Embedment depth: 5.50 (ft) Footing is rigid: Yes Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 60 months

* Primary settlements calculation is performed according to the following formula:

)log(S tzCa

* Secondary (creep) settlements calculation is performed according to the following formula:

z

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/22/2020, 11:07:59 AM 1 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

DR

130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 20.18 ft, Date: 9/24/2020

Surface Elevation: 462.00 ftMarion, IL

CPT: C-3

Location:

Bearing Capacity Plot

Footing Width (ft)

U lt im a te

B e a ri n g C a p a ci ty ts f)

4 .25

3.75

Bearing Capacity Plot

Bearing Capacity calculation is perfromed based on the formula:

soiltkult qqRQ where:

Rk: Bearing capacity factor qt: Average corrected cone resistance over calculation depth qsoil: Pressure applied by soil above footing

No B (ft)

Start Depth

(ft)

End Depth (ft)

Ave. qt

(tsf) Soil Press.

(tsf) Ult. bearing cap. (tsf) Rk

:: Tabular results ::

1 2.00 7.50 10.50 17.85 0.45 4.020.20

2 2.50 7.50 11.25 17.88 0.45 4.030.20

3 3.00 7.50 12.00 17.32 0.45 3.910.20

4 3.50 7.50 12.75 17.22 0.45 3.890.20

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/22/2020, 11:18:21 AM 1 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

DR

AF

T jmiller2 Rectangle jmiller2 Rectangle jmiller2 Oval

130 Point West Blvd, St. Charles, MO, 63301 Geotechnical Engineers www.sciengineering.com

Total depth: 20.18 ft, Date: 9/24/2020

Surface Elevation: 462.00 ftMarion, IL

CPT: C-3

Location:

Cone resistance qt

Tip resistance (tsf) 100806040200

D e p th ft

2 4

Cone resistance qt Constrained Modulus

M(CPT) (tsf) 67457447437427417474

D e p th ft

2 4

Constrained Modulus Cumulative settlement

Settlement (in)

10.80.60 .40 .20

D e p th ft

2 4

End of Primary Ov erall

Cumulative settlement

Settlements calculation according to theory of elasticity*

Calculation properties

Footing type: Rectangular Footing width: 2.50 (ft) L/B: 1.0 Footing pressure: 2.00 (tsf) Embedment depth: 7.50 (ft) Footing is rigid: Yes Remove excavation load: No Apply 20% rule: Yes Calculate secondary settlements: Yes Time period for primary consolidation: 6 months Time period for second. settlements: 60 months

* Primary settlements calculation is performed according to the following formula:

)log(S tzCa

* Secondary (creep) settlements calculation is performed according to the following formula:

z

CPeT-IT v.2.1.1.8 - CPTU data presentation & interpretation software - Report created on: 10/22/2020, 11:11:14 AM 1 Project file: N:\StCharles\shared\1soils\1NEW\PROJECT FILES\2017 PROJECTS\2017-0502 VISN 15 MATOC-Romanyk\T004- Marion, IL VAMC\GS\CPT\CPT data\CPTall.cpt

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