6-Exhibit E - G Geotechnical Investigation Report dated 3.4.26 4929-6553-4624 v.1.pdf

Exhibit C

Geotechnical Investigation Report dated 3/4/26

ExhibitE

Geotechnical Investigation Report dated 3/4/26

Ge o S t r uc t ur e s , I nc .│1 0 0 0 W e st 9 t h Av e n ue , K i n g o f P r us s i a , P A 1 9 4 0 6│P h. 6 1 0 . 2 6 5 . 1 8 18 , Fx . 6 1 0 . 2 65 . 1 8 3 3│www.geos t ruc tures . ne t

Project No. G26-132 March 4, 2026

Ms. Tara Dougherty, PE Meliora Design 259 Morgan St., Phoenixville, PA 19460 C. 484.928.0400 Tara@melioradesign.com

Re: Geotechnical Investigation Report

Proposed Townhouses Union St & Meredith Ct, Modena PA

Dear Mr. Dougherty:

GeoStructures, Inc. is pleased to submit this geotechnical investigation report for the referenced project.

The subsurface conditions allow to use shallow foundations meeting flood requirements and support the proposed structures. Alternative design of driven timber piles is also provided to facilitate evaluations and economics for the elevated floor design in the flood setting. Detailed design recommendations and construction requirements are presented herein.

We appreciate the opportunity to provide our services on this project and look forward to assisting you throughout the design, development, and construction phases. Please feel free to contact us if you have any questions.

Sincerely, Daniel W. Eshete, P.G.

Project Manager

Jianchao Li, P.E.

Associate mailto:Tara@melioradesign.com

GeoStructures, Inc. ii

TABLE OF CONTENTS

1. INTRODUCTION

2. EXISTING CONDITIONS AND PROJECT DESCRIPTION

3. FIELD EXPLORATION

4. LABORATORY TESTING

5. SUBSURFACE CONDITIONS

5.1 Geologic Formation

5.2 Soils

5.3 Groundwater

6. CONCLUSIONS AND RECOMMENDATIONS

6.1 General Evaluation

6.2 Foundations

6.3 Concrete Slab on Grade

6.4 Foundation Walls and Drainage

6.5 Excavation & Dewatering

6.6 Site Preparation, Structural Fill and Backfill

7. LIMITATIONS

FIGURES

Figure 1. Site Location Map Figure 2. Site Aerial Map Figure 3. Site Geologic Map

DRAWINGS

Drawing 1. Geotechnical Investigation Plan Drawing 2. Test Boring Profiles Detail 1. Ballast Stabilization Detail

APPENDICES

Appendix A. Test Boring Logs Appendix B. Laboratory Soil Test Results

GeoStructures, Inc. 3

1. INTRODUCTION

This report documents a geotechnical investigation conducted by GeoStructures, Inc. for the referenced project. The report pertains to the proposed buildings, pavement areas, and pool. The objectives of our study have been to explore and characterize the subsurface soil and groundwater conditions, and to establish the geotechnical criteria for the design and construction of foundations. Our completed tasks comprised subsurface exploration via test borings, soil laboratory testing, geotechnical engineering analysis, and documentation of our findings and recommendations.

2. EXISTING CONDITIONS AND PROJECT DESCRIPTION

The site is located at the intersection of Union Street and Meredith Court in Modena, Pennsylvania. Currently, there are five 2-story townhomes fronting Meredith Court and the rest is a relatively flat grass area near ground elevation 274.0 ft. Based on the project information, the property got flooded during the previously Hurricane Ida flood.

We understand that the existing structures will be demolished to make way for the new development. The project involves construction of five 2-story townhomes at the place of the existing ones. The townhomes will be elevated to about 6 ft above grade to meet potential flood criteria that will be close to 100-year + Freeboard or 500-year flood levels. The foundation walls are intended to be floodable and provided with code-compliant flood openings. They will have exterior open stair towers on opposite sides of the townhomes that originate at grade level and rise to the elevated first floor. There will be ADA ramp and catwalk at the front along Meredith

Court. The existing grade is expected to remain similar with minor grading work. As a part of the schematic structural design, both pile foundation and conventional shallow foundation system with structural concrete or masonry walls at the lower level are being evaluated for building support.

3. FIELD EXPLORATION

GeoStructures conducted 3 test borings at the locations marked as B-1 through B-3, as shown in

Drawing 1. Drilling was carried out on February 18, 2026 using a Geoprobe 3126GT track rig.

The soil sampling was performed in accordance with ASTM D1586 procedures for the standard penetration test (SPT). The equipment included a 2-in. (O.D.) split-barrel sampler equipped with

GeoStructures, Inc. 4 a 140-pound, automatic safety hammer dropped from a height of 30 in. The borings were advanced using hollow-stem augers and terminated in medium dense soils at depths of 14 to 15 ft below grade. Surface elevations at the drill locations are estimated from the project survey plan provided to us (dated 7/18/2022).

During drilling, the soil samples were visually classified according to ASTM D2488 guidelines and assigned a group name based on the Unified Soil Classification System (USCS). Fine-grained soil samples were probed with a hand-held penetrometer as a measure of consistency.

The boreholes were checked for groundwater after drilling completion, and then, they were backfilled with soil cuttings to grade and patched in kind. Detailed documentations of the borings, including material descriptions, SPT data, strata divisions, penetrometer readings, and water levels, were recorded in the test boring logs of Appendix A.

4. LABORATORY TESTING

GeoStructures subjected several soil samples to the following index tests in our laboratory to verify the visual classifications and determine key index properties of the encountered materials.

The tests included particle-size analysis per ASTM D422, Atterberg limits per ASTM D4318, water content per ASTM D2216, and soil classification per the Unified Soil Classification

System (USCS) following ASTM D2487. The lab results are presented in Appendix B.

5. SUBSURFACE CONDITIONS

5.1 Geologic Formation

As portrayed in Figure 3, The underlying geology is the Octoraro Formation (Oc), which includes albite-chlorite schist, phyllite, some hornblende gneiss, and granitized members. South of Meredith Court, the geology is Peters Creek Schist (Xpc), that consists of chlorite-sericite schist containing interbedded quartzite. Sediments derived from the Octoraro Formation were encountered at the bottom of the test borings. Bedrock is expected at the refusal depths of about

15 ft below grade.

5.2 Soils

The subsurface profiles of Drawing 2 depict our idealized subsurface characterization. The identified soil layers include two residual sediments (Stratum 1A and 1B) below the topsoil

GeoStructures, Inc. 5

(about 4 inches thick) and existing fill (about 3 to 6 ft thick).

Existing fill. The existing fill is encountered in all of the borings with thicknesses of about 3 to 6

ft. It is described as loose to medium dense, black, silty sand (SM) and soft to medium, brown, sandy lean clay (CL) with some cinders in very moist conditions (moisture content of 21%).

Stratum 1. The natural Stratum 1 layers are residual soils subdivided into 1A and 1B. Stratu 1A consists of medium dense, brown, silty sand with gravel (SM) with phyllite and quartzite gravel fragments in moist conditions. The soil moisture generally ranges from about 10 to 12% and locally wet (average moisture content of 13.5%). Stratum 1B at the bottom of the borings is same as 1A except that it is dense to very dense.

5.3 Groundwater

Based on natural soil moisture conditions during drilling, the estimated groundwater level is about 8 to 11 ft deep below the current ground surfaces. Due to the close proximity of the site to the adjacent Brandywine Creek, the groundwater at the site is expected to correspond to the water level at the Creek and fluctuate seasonally following dry and wet periods.

6. CONCLUSIONS AND RECOMMENDATIONS

6.1 General Evaluation

Base on the test borings, shallow foundation is feasible for the site conditions to support the proposed structures. The site is in or near a flood plain and it should be expected that some scour potential exists even though there were no sign of previous scour or loss of ground observed. To facilitate structural and cost evaluations of the elevated floor design, alternative foundation of driven timber piles is also provided. Detailed design recommendations are provided below.

6.2 Foundations

6.2.1 Shallow Foundation Option

1. A foundation system consisting of strip and spread footings designed for an allowable bearing pressure of 3,000 psf can be used to support the proposed structures. The footings will bear on the natural Stratum 1A, or a structural fill.

2. All footings should be embedded at a minimum depth of 3 ft below the final exterior

GeoStructures, Inc. 6 grade for frost protection.

3. Uplift resistance if required, should be achieved by increasing the size and thickness of footings or embedment depth.

4. Estimated total settlement for footings subjected to the design bearing pressure is less than ½ in. Differential settlement between footings is estimated to be negligible.

5. The existing fill is not suitable for foundation bearing, and if encountered below the footing bottom, it should be completely removed and replaced with structural fill per Section 6.6 as directed by the inspecting geotechnical engineer.

6. The bottoms of all footings should be properly compacted with a tamper or walk-behind roller and the bearing conditions should be inspected/approved by the geotechnical engineer. Approved footing subgrades should not be exposed to rain or freezing conditions.

6.2.2 Timber Piles Option

1. Driven timber piles can be used to support the proposed structures. The piles should be driven through Stratum 1 soils to be terminated on refusal depths in the dense to very dense, Stratum 1B. Estimated pile embedment is 14 ft, corresponding to pile tip elevation of 260.0 ft on average as shown in the Test Boring Profiles of Drawing 2. The piles should be designed for an allowable vertical capacity of 10 tons, which will be derived primarily from end bearing at Stratum 1B.

2. The piles should be treated Southern Pine or Douglas Fir, and have a minimum tip and butt diameters of 8 and 12 in., respectively. The piles should meet the requirements of ASTM D25. Piles should be spaced at a minimum of 3 times the pile diameter (center to center) or 3 ft, whichever is greater.

3. For piles of the above specified size, driven to the specified depth and assuming maximum loss of support of 3 ft due to flooding or scour, an allowable lateral capacity of 5 kips and 10 kips against uplift can be used for design. For a higher lateral capacity, piles should be battered at 3H:4V to provide lateral resistance.

4. The pile driving hammer should have a minimum rated energy level of 12,000 ft-lb.

Dynamic pile load testing using pile driving analyzer (PDA) is required to be performed in accordance with ASTM D4945 to verify the ultimate design capacity of the piles, evaluate adequacy of the hammer, and establish the termination criteria. Driving stresses and potential pile damage will be evaluated based on PDA testing as well. A minimum of 2 piles across the site are recommended to be tested. One pile should be load-tested at initial strike as well as re-strike later within 24 to 72 hours, if needed. A factor of safety of 2.5 should be used to calculate the allowable pile design capacity when using PDA testing.

5. The settlement of the pile foundations terminated in Stratum 1B soils is estimated to be

GeoStructures, Inc. 7 less than ½ in. Differential settlement between piles is estimated to be negligible.

6. Pile driving should be inspected by a qualified geotechnical engineer to verify that piles meet the specified requirements and driven to recommended depth per design.

6.3 Concrete Slab on Grade

Subgrade prepared per Section 6.6 can support slab on grade if proposed for the townhomes. In addition to reinforcement to prevent shrinkage cracking as well curling during curing per ACI recommendations, 4 in subbase stone such as ASSHTO No. 57 is recommended.

6.4 Foundation Walls and Drainage

The foundation walls should be designed to resist active lateral earth pressures conditions. The earth pressure coefficients for on-site soils are listed in Table 1. Base friction coefficient of 0.5 should be used between the cast-in-place concrete and bearing soils. It is important to note that backfill against the walls should not take place until the concrete walls attain the specified 7-day concrete strength.

Table 1. Design Soil Properties for Foundation Walls

Soils Effective

Cohesion, c’ (ksf)

Effective Friction

Angle, φ’ (º)

Moist Unit

Weight, γt (pcf)

Active Earth

Coeff., Ka

Passive Earth

Coeff., Kp

At Rest Earth

Coeff., Ko

Existing Fill 0 28 110 0.36 2.77 0.53

Stratum 1A 0 30 120 0.33 3.33 0.50

Stratum 1B 0 36 125 0.26 3.85 0.41

6.5 Excavation & Dewatering

Standard earth moving equipment such as a backhoe or trackhoe will prove effective for the site excavation work. Both rock excavation and construction dewatering are not expected for the project.

6.6 Site Preparation, Structural Fill and Backfill

After demolition of existing structures including stripping off topsoil, the exposed subgrade across the building pad area, ramp/catwalk, and any pavement should be proofrolled to establish

GeoStructures, Inc. 8 uniform solid base for construction. A minimum of 8 passes of a 10-ton smooth-drum vibratory roller is recommended. Proofrolling should be carried out under the supervision of a geotechnical engineer. Based on the laboratory tests, the existing fill materials may be wet and require drying within +/-2% of the optimum moisture content per the standard Proctor test (ASTM D698) to facilitate the proofrolling for effective densification. Subgrade judged to be unstable or exhibiting greater than 1 in. deflection under the roller due to excess moisture should be undercut and replaced with coarse aggregate or crushed, recycled concrete compacted per the requirements of this report. Unsatisfactory soils are those which are more than 2% wetter than optimum or contain organics, debris, trash, or rock fragments larger than 6 in.

Imported structural fill if needed should consist of crushed, recycled concrete or certified cleanfill granular soils such as USCS types SM, SW, GM, GW, or dual symbol combinations thereof. The recommended acceptance testing for imported fill includes water content, sieve analysis, Atterberg Limits, and standard Proctor per ASTM standards. The acceptance criteria are as follows.

1. Liquid limit < 30 and Plasticity index < 10.

2. Silt/clay content (finer than No. 200 sieve) < 35%.

3. Maximum particle size 4 in.

4. As delivered water content within +/- 2% of optimum.

5. No organics or trash.

6. Clean fill certificate.

Structural fill should be compacted at a field water content that is within +2% of the laboratory optimum determined according to the standard Proctor test (ASTM D 698). The maximum recommended lift thickness for structural fill is 6 in. when light duty compactors are used and 10

in. when a heavy-duty roller (10-ton static weight) is used. Benching is needed to “key in” new fills with existing soils where the existing grade is on a slope.

Each lift of structural fill or backfill should be tested for water content and compaction using a nuclear moisture-density gauge (ASTM D6938). For building and pavement areas, at least 1 test should be conducted for every 2,000 SF with no fewer than 3 tests per lift. Foundation walls and trench backfill tests should be conducted every 50 ft, with no fewer than 3 tests per lift. The

GeoStructures, Inc. 9 minimum required compaction is 98% of the standard Proctor density for building pads and under foundations; 95% under pavement areas, exterior concrete slabs, and in utility pipe trenches; and 90% for landscape areas.

7. LIMITATIONS

The findings and recommendations documented in this report are based on subsurface information from 3 test borings, laboratory tests, and design information presented in Section 2 and Drawing 2. Our subsurface idealization is strictly for engineering analysis purposes, and it is not implied that the conditions depicted in the test boring profiles are identical to those that will be encountered during construction. GeoStructures should be notified and kept up to date with any design changes in order to ensure that the recommended foundation options and related criteria are still adequate.

Figures and Drawings

GeoStructures, Inc.GeoStructures, Inc.

Figures and Drawings

FIGURE 1. SITE LOCATION MAP

PROPOSED TOWNHOUSES

UNION ST & MEREDITH CT, MODENA PA

Source:

“Bing Maps in Google Earth." Bing Maps in Google Earth. N.p., n.d. Web. 3/2/2026. < http://ge-map-overlays.appspot.com/bing-maps/road >.

FIGURE 2. SITE AERIAL PHOTO MAP

UNION ST & MEREDITH CT, MODENA PA

Source:

“Bing Maps in Google Earth." Bing Maps in Google Earth. N.p., n.d. Web. 3/2/2026. < http://ge-map-overlays.appspot.com/bing-maps/road >.

Sources:

(1) “Bing Maps in Google Earth." Bing Maps in Google Earth. N.p., n.d. Web. 3/2/2026. < http://ge-map-overlays.appspot.com/bing-maps/road >.

(2) Bedrock Geologic Map of Pennsylvania by Socolow, A.A. & Berg, T.M., 1980.

(3) http://mrdata.usgs.gov/geology/state/state.php?state=PA

Xo: Octoraro Formation):

Includes albite-chlorite schist, phyllite, some hornblende gneiss, and granitized members.

Xpc: Peters Creek Schist (Probably lower Paleozoic):

Chlorite-sericite schist containing interbedded quartzite.

FIGURE 3. SITE GEOLOGIC MAP

UNION ST & MEREDITH CT, MODENA PA

DATE: 3/3/2026

PROJECT NO:

DRAWING NO:

GEOTECHNICAL INVESTIGATION PLAN

PROPOSED TOWNHOMES

UNION ST & MEREDITH CT, MODENA PA

DRAWN BY: DWESCALE: 1" = 30'

CHECKED BY: JCL

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G26-132

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SCALE: 1" = 30'

30' 30'

TEST BORING

LEGEND

NOTE: THIS DRAWING IS BASED ON PROPOSED IMPROVEMENTS PLAN PREPARED BY PADULA ENGINEERING DATED 7/18/2022.

B-1

B-2

B-3

ESTIMATED BOTTOM OF

SHALLOW FDN. EL. 270.0

10.9' (2/18/26)

(EL. 263.1')

ESTIMATED PILE

TIP EL. 260.0

ASSUMED FIRST FLOOR

EL. = 280.0'280

EL. (FT)

B-1 (273.8)

0.5'

6.0'

11.5'

15.3'

50/3" 50/3"

7.8' (2/18/26)

(EL. 266.0')

B-2 (274.0)

0.4'

5.0'

13.5' 14.3'

50/4"

B-3 (273.8)

0.4'

3.0'

11.0'

14.3'

50/4"

11.4' (2/18/26)

(EL. 262.4')

PROPOSED TOWNHOMES

EXISTING

GRADE

LEGEND

EXISTING FILL: LOOSE TO MEDIUM DENSE, BLACK, SILTY SAND (SM) AND SOFT

TO MEDIUM, BROWN, SANDY LEAN CLAY (CL), VERY MOIST, SOME CINDERS.

STRATUM 1A: MEDIUM DENSE, BROWN, SILTY SAND WITH GRAVEL (SM), VERY

MOIST TO WET, PHYLLITE AND QUARTZITE GRAVEL FRAGMENTS (RESIDUAL).

STRATUM 1B: SAME AS 1A EXCEPT DENSE TO VERY DENSE.

TOPSOIL

SHELBY TUBE

SAMPLE

PIEZOMETER

SENSING SECTION

(% REC., % RQD)

SPT N60 [PENETROMETER

READING (TSF)]

BORING I.D

(EL. [FT])

KEY

DEPTH OF STRATA

SOIL/ROCK SYMBOL

GROUNDWATER DEPTH

AT DRILLING ELEVATION

GROUNDWATER DEPTH

STABILIZED ELEVATION

[ROCK UCS IN PSI]

04' 8'

SCALE: 18" = 1'

8'

DATE: 3/4/2026

PROJECT NO:

DRAWING NO:

SCALE: DRAWN BY:

CHECKED BY:

TEST BORING PROFILES

PROPOSED TOWNHOMES

UNION ST & MEREDITH CT, MODENA PA

DWE1/8" = 1'

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G26-132

Appendix A Test Boring Logs

GeoStructures, Inc.GeoStructures, Inc.

Appendix A Test Boring Logs

Topsoil.

Loose, black, silty sand with gravel (SM), very moist, some cinders

(FILL).

Soft, brown, lean clay with sand (CL), very moist, trace gravel (FILL).

Medium dense, brown, silty sand with gravel (SM), very moist to wet, phyllite and quartzite gravel fragments (RESIDUAL).

Same as above, except dense to very dense, moist.

Bottom of borehole at 15.3'.

1.0/50

1.0/50

1.0/50

0.9/45

0.8/40

1.4/80

0.3/100

0.0-2.0

2.0-4.0

4.0-6.0

6.0-8.0

8.0-10.0

13.0-14.8

15.0-15.3

S-1

S-2

S-3

S-4

S-5

S-6

S-7

3-2-2-3

2-1-1-2

WOH-1-1-3

8-8-8-6

5-7-11-12

18-17-40- 50/3"

50/3"

0.5

2.5

6.0

11.5

15.3

Project Name: Modena Townhomes Reconstruction Project No: G26-132

County: Chester

Checked By: DWE

Logged By: TM

Driller/Company:R. Miller/GeoStructures

Drilling Methods:3-1/4" I.D. Hollow Stem Auger.

Location: 2-20 Meredith Court State: PATwp.: Coatesville

Water Depth : 7.8' During drilling (02/18/26) Water Depth :

Date: 02/18/26 - 02/18/26

Rig Type: Geoprobe 3126GT, Automatic Hammer.

Rock Core

Shelby Tube

Material Description

W C

LL

/P

L

U S

C S

/A A

S H

TO

R ec ov er y (ft

S ym bo l

D ep th (f t)

S am pl e

In te rv al

(f t)

GENERAL NOTES

S am pl e

N o.

Remarks

S am pl e

Ty pe

S P

T B lo w s or

R Q

D (f t/%

S P

T N

SAMPLE LEGEND

SPT Sample

Bulk Sample

S tra ta D iv .(f t)

E le va tio n (ft

S tre ng th

(t sf

(r oc k

U C

S : p si

GeoStructures, Inc 1000 West 9th Avenue King of Prussia PA 19406 Ph: 610-265-1818 Fx: 610-265-1833 www.geostructures.net

TEST BORING LOG

Test Boring:

Sheet:

Elevation (ft):

B-1

P ro je ct

N am e:

M od en a To w nh om es

R ec on st ru ct io n

| P ro je ct

N um be r:

G

-1

P at h:

g :\f ie ld

\g in t p ro gr am p ro je ct d at a\ pr oj ec ts

\g

\g

-1 m od en a to w nh om e re co ns tru ct io n.

gp j | D at e an d

Ti m e:

2/

/2

:5

6.

273.8

Soft to medium, brown, sandy lean clay with gravel (CL), very moist

(FILL).

Medium dense to dense, brown, silty sand with gravel (SM), very moist to wet, phyllite and quartzite gravel

(RESIDUAL).

Same as above, except very dense, moist.

Bottom of borehole at 14.3'.

0.6/30

0.3/15

0.6/30

0.6/30

1.7/85

1.2/60

0.8/40

0.3/100

0.0-2.0

2.0-4.0

4.0-6.0

6.0-8.0

8.0-10.0

10.0-12.0

12.0-14.0

14.0-14.3

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

1-3-2-3

2-2-2-1

2-4-10-10

12-14-14-12

10-8-8-9

8-12-16-14

12-16-18-20

50/4"

0.4

5.0

13.5

14.3

Project Name: Modena Townhomes Reconstruction Project No: G26-132

County: Chester

Checked By: DWE

Logged By: TM

Driller/Company:R. Miller/GeoStructures

Drilling Methods:3-1/4" I.D. Hollow Stem Auger.

Location: 2-20 Meredith Court State: PATwp.: Coatesville

Water Depth : 10.9' During drilling (02/18/26) Water Depth :

Date: 02/18/26 - 02/18/26

Rig Type: Geoprobe 3126GT, Automatic Hammer.

Rock Core

Shelby Tube

Material Description

W C

LL

/P

L

U S

C S

/A A

S H

TO

R ec ov er y (ft

S ym bo l

D ep th (f t)

S am pl e

In te rv al

(f t)

GENERAL NOTES

S am pl e

N o.

Remarks

S am pl e

Ty pe

S P

T B lo w s or

R Q

D (f t/%

S P

T N

SAMPLE LEGEND

SPT Sample

Bulk Sample

S tra ta D iv .(f t)

E le va tio n (ft

S tre ng th

(t sf

(r oc k

U C

S : p si

GeoStructures, Inc 1000 West 9th Avenue King of Prussia PA 19406 Ph: 610-265-1818 Fx: 610-265-1833 www.geostructures.net

TEST BORING LOG

Test Boring:

Sheet:

Elevation (ft):

B-2

P ro je ct

N am e:

M od en a To w nh om es

R ec on st ru ct io n

| P ro je ct

N um be r:

G

-1

P at h:

g :\f ie ld

\g in t p ro gr am p ro je ct d at a\ pr oj ec ts

\g

\g

-1 m od en a to w nh om e re co ns tru ct io n.

gp j | D at e an d

Ti m e:

2/

/2

:5

274.0

Loose to medium dense, black, silty sand (SM), very moist, some cinders

(FILL).

Soft, brown, sandy lean clay (CL), very moist (FILL).

Medium dense to dense, brown, silty sand with gravel (SM), very moist to wet, interbedded phyllite and quartzite gravel fragments

(RESIDUAL).

Same as above, except very dense, moist.

Bottom of borehole at 14.3'.

0.7/35

1.4/70

1.0/50

1.2/60

1.0/50

1.3/65

1.3/65

0.3/100

0.0-2.0

2.0-4.0

4.0-6.0

6.0-8.0

8.0-10.0

10.0-12.0

12.0-14.0

14.0-14.3

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

5-4-1-1

3-8-12-12

10-13-13-12

10-8-10-6

6-8-8-8

7-6-20-25

26-19-21-30

50/4"

0.4 1.0

3.0

11.0

14.3

Project Name: Modena Townhomes Reconstruction Project No: G26-132

County: Chester

Checked By: DWE

Logged By: TM

Driller/Company:R. Miller/GeoStructures

Drilling Methods:3-1/4" I.D. Hollow Stem Auger.

Location: 2-20 Meredith Court State: PATwp.: Coatesville

Water Depth : 11.4' During drilling (02/18/26) Water Depth :

Date: 02/18/26 - 02/18/26

Rig Type: Geoprobe 3126GT, Automatic Hammer.

Rock Core

Shelby Tube

Material Description

W C

LL

/P

L

U S

C S

/A A

S H

TO

R ec ov er y (ft

S ym bo l

D ep th (f t)

S am pl e

In te rv al

(f t)

GENERAL NOTES

S am pl e

N o.

Remarks

S am pl e

Ty pe

S P

T B lo w s or

R Q

D (f t/%

S P

T N

SAMPLE LEGEND

SPT Sample

Bulk Sample

S tra ta D iv .(f t)

E le va tio n (ft

S tre ng th

(t sf

(r oc k

U C

S : p si

GeoStructures, Inc 1000 West 9th Avenue King of Prussia PA 19406 Ph: 610-265-1818 Fx: 610-265-1833 www.geostructures.net

TEST BORING LOG

Test Boring:

Sheet:

Elevation (ft):

B-3

P ro je ct

N am e:

M od en a To w nh om es

R ec on st ru ct io n

| P ro je ct

N um be r:

G

-1

P at h:

g :\f ie ld

\g in t p ro gr am p ro je ct d at a\ pr oj ec ts

\g

\g

-1 m od en a to w nh om e re co ns tru ct io n.

gp j | D at e an d

Ti m e:

2/

/2

:5

273.8

Brown (10YR-4/3), lean clay with gravel (CL), very moist.

Brown (10YR-4/3), clayey gravel with sand (GC), very moist to wet.

Bottom of borehole at 6.3'.

0.7

4.0

6.3

Project Name: Modena Townhomes Reconstruction Project No: G26-132

County: Chester

Checked By: DWE

Logged By: TM

Driller/Company:R. Miller/GeoStructures

Drilling Methods:

Location: 2-20 Meredith Court State: PATwp.: Coatesville

Water Depth : 5.8' After digging (02/19/26) Water Depth :

Date: 02/19/26 - 02/19/26

Rig Type: Mini Excavator, .

Rock Core

Shelby Tube

Material Description

W C

LL

/P

L

U S

C S

/A A

S H

TO

R ec ov er y (ft

S ym bo l

D ep th (f t)

S am pl e

In te rv al

(f t)

GENERAL NOTES

S am pl e

N o.

Remarks

S am pl e

Ty pe

S P

T B lo w s or

R Q

D (f t/%

S P

T N

SAMPLE LEGEND

SPT Sample

Bulk Sample

S tra ta D iv .(f t)

E le va tio n (ft

S tre ng th

(t sf

(r oc k

U C

S : p si

GeoStructures, Inc 1000 West 9th Avenue King of Prussia PA 19406 Ph: 610-265-1818 Fx: 610-265-1833 www.geostructures.net

TEST BORING LOG

Test Boring:

Sheet:

Elevation (ft):

IT-1

P ro je ct

N am e:

M od en a To w nh om es

R ec on st ru ct io n

| P ro je ct

N um be r:

G

-1

P at h:

g :\f ie ld

\g in t p ro gr am p ro je ct d at a\ pr oj ec ts

\g

\g

-1 m od en a to w nh om e re co ns tru ct io n te st p its .g pj

D at e an d Ti m e:

2/

/2

:3 1.

273.9

Brown (10YR-4/3), sandy lean clay with gravel (CL), very moist.

Brown (10YR-4/3), clayey gravel with sand (GC), very moist.

Bottom of borehole at 6.2'.

0.7

4.3

6.2

Project Name: Modena Townhomes Reconstruction Project No: G26-132

County: Chester

Checked By: DWE

Logged By: TM

Driller/Company:R. Miller/GeoStructures

Drilling Methods:

Location: 2-20 Meredith Court State: PATwp.: Coatesville

Water Depth : Dry After digging (02/19/26) Water Depth :

Date: 02/19/26 - 02/19/26

Rig Type: Mini Excavator, .

Rock Core

Shelby Tube

Material Description

W C

LL

/P

L

U S

C S

/A A

S H

TO

R ec ov er y (ft

S ym bo l

D ep th (f t)

S am pl e

In te rv al

(f t)

GENERAL NOTES

S am pl e

N o.

Remarks

S am pl e

Ty pe

S P

T B lo w s or

R Q

D (f t/%

S P

T N

SAMPLE LEGEND

SPT Sample

Bulk Sample

S tra ta D iv .(f t)

E le va tio n (ft

S tre ng th

(t sf

(r oc k

U C

S : p si

GeoStructures, Inc 1000 West 9th Avenue King of Prussia PA 19406 Ph: 610-265-1818 Fx: 610-265-1833 www.geostructures.net

TEST BORING LOG

Test Boring:

Sheet:

Elevation (ft):

IT-2

P ro je ct

N am e:

M od en a To w nh om es

R ec on st ru ct io n

| P ro je ct

N um be r:

G

-1

P at h:

g :\f ie ld

\g in t p ro gr am p ro je ct d at a\ pr oj ec ts

\g

\g

-1 m od en a to w nh om e re co ns tru ct io n te st p its .g pj

D at e an d Ti m e:

2/

/2

:3 2.

273.9

Appendix B Laboratory Testing Results

GeoStructures, Inc.GeoStructures, Inc.

Appendix B Laboratory Testing Results

Boring Sample Water

Content1 Ave. Stratum LL2 PL2 PI2

Fines3 USCS4

B-1 S-3 21.0% 21.0% Fill 34 25 9 43.1 SM B-1 S-4 9.8% - - - - - B-2 S-4 12.2% - - - - - B-3 S-3 9.6% - - - - - B-3 S-5 26.9% - - - - -

B-2 S-5 11.2% 28 21 7 23.5 SC-SM

B-3 S-4 11.0% 31 23 8 26.5 SM

1 ASTM D2216.

4 Upper case denotes classification per ASTM D2487; lower case is visual classification per ASTM D2488.

1A13.5%

6.0 - 8.0

6.0 - 8.0

8.0 - 10.0

4.0 - 6.0

Summary of Index Properties

Depth (ft)

4.0 - 6.0

6.0 - 8.0

8.0 - 10.0

2 ASTM D4318.

Modena Townhome Reconstruction

2/24/2026GFAPrepared By:GeoStructures Project No: G26-132

3 ASTM D6913.

Ph. 610.265.1818 Fax 610.265.1833

GeoStructures, Inc 1000 W. 9th Ave., King of Prussia, PA 19406 www.geostructures.net

SM

Sample

Fill B-1 S-3 w (%)

MSTested By:G26-132

Silty sand

Stratum Boring

43.1

Cu

44.9

Cc

Depth (ft) 4.0 - 6.0

#DIV/0!

PL

PI

#DIV/0!

21.0

43.1

59.2

No. 200

67.5 No. 10 No. 20

No. 60

2/20/2026

Modena Townhome Reconstruction

GeoStructures Project No.:

100.0

1/4" No. 4

90.4 3/8"

88.0

Fines (Silt, Clay)Cobbles Gravel

No. 140 53.5 45.7

96.7

1-1/2"

No. 40

Coarse Medium Fine

PARTICLE SIZE ANALYSIS OF SOILS

HYDROMETER

U.S. STANDARD SIEVE NUMBERS U.S. SIEVE OPENING IN INCHES

Coarse Fine

3"

Percent Finer

0.0 12.0

Sand

2"

Sieve

77.6

1/2" 94.0

1" 3/4"

Brown

Color USCS Group Name

USCS

LL

0.0010.010.1110100

Pe rc en t F in er b y

W ei gh t

Particle Size (mm)

3 1-1/2 1 3/42 1/2 3/8 1/4 4 10 20 40 60 140 200

0 10 20 30 40 50 60 70

Pl as tic ity

In de x (P

I)

Liquid Limit (LL)

MH or OH

ML or OL

CL or OL

CH or OH

CL-ML

Ph. 610.265.1818 1000 W. 9th Avenue, King of Prussia, PA 19406 www.geostructures.net Fax 610.265.1833

SC-SM

Sample

1A B-2 S-5 w (%)

MSTested By:G26-132

Silty, clayey sand with gravel

Stratum Boring

23.5

Cu

49.8

Cc

Depth (ft) 8.0 - 10.0

#DIV/0!

PL

PI

#DIV/0!

11.2

23.5

36.9

No. 200

45.1 No. 10 No. 20

No. 60

2/20/2026

Modena Townhome Reconstruction

GeoStructures Project No.:

100.0 94.2

1/4" No. 4

77.2 3/8"

73.3

Fines (Silt, Clay)Cobbles Gravel

No. 140 31.8 25.2

90.7

1-1/2"

No. 40

Coarse Medium Fine

PARTICLE SIZE ANALYSIS OF SOILS

HYDROMETER

U.S. STANDARD SIEVE NUMBERS U.S. SIEVE OPENING IN INCHES

Coarse Fine

3"

Percent Finer

0.0 26.7

Sand

2"

Sieve

59.6

1/2" 85.8

1" 3/4"

Brown

Color USCS Group Name

USCS

LL

0.0010.010.1110100

Pe rc en t F in er b y

W ei gh t

Particle Size (mm)

3 1-1/2 1 3/42 1/2 3/8 1/4 4 10 20 40 60 140 200

0 10 20 30 40 50 60 70

Pl as tic ity

In de x (P

I)

Liquid Limit (LL)

MH or OH

ML or OL

CL or OL

CH or OH

Ph. 610.265.1818 1000 W. 9th Avenue, King of Prussia, PA 19406 www.geostructures.net Fax 610.265.1833

Brown

Color USCS Group Name

USCS

LL

Sand

2"

Sieve

58.2

1/2" 84.8

1" 3/4"

Coarse Fine

3"

Percent Finer

0.0 29.3

Coarse Medium Fine

PARTICLE SIZE ANALYSIS OF SOILS

HYDROMETER

U.S. STANDARD SIEVE NUMBERS U.S. SIEVE OPENING IN INCHES

Fines (Silt, Clay)Cobbles Gravel

No. 140 34.7 28.2

91.2

1-1/2"

No. 40

100.0

1/4" No. 4

76.0 3/8"

70.7

2/20/2026

Modena Townhome Reconstruction

GeoStructures Project No.:

26.5

39.4

No. 200

46.4 No. 10 No. 20

No. 60

PL

PI

#DIV/0!

11.0

26.5

Cu

44.2

Cc

Depth (ft) 6.0 - 8.0

#DIV/0!

Stratum Boring

MSTested By:G26-132

Silty sand with gravel

SM

Sample

1A B-3 S-4 w (%)

0.0010.010.1110100

Pe rc en t F in er b y

W ei gh t

Particle Size (mm)

3 1-1/2 1 3/42 1/2 3/8 1/4 4 10 20 40 60 140 200

0 10 20 30 40 50 60 70

Pl as tic ity

In de x (P

I)

Liquid Limit (LL)

MH or OH

ML or OL

CL or OL

CH or OH

Ph. 610.265.1818 1000 W. 9th Avenue, King of Prussia, PA 19406 www.geostructures.net Fax 610.265.1833

8a804e114a3e8f9a2980361f8750ed7ee3b6bf32477b474f025eff7c77778b24.pdf

8a804e114a3e8f9a2980361f8750ed7ee3b6bf32477b474f025eff7c77778b24.pdf

7. LIMITATIONS

7. LIMITATIONS

7. LIMITATIONS