Reams_Rd_Compaction_Grouting_Report_6.24.25.pdf

Prepared for:

DRMP, INC.

941 Lake Baldwin Lane

Orlando, FL 32814

Prepared by:

Nadic Engineering Services, Inc.

601 N. Hart Blvd

Orlando, Florida 32818 407-521-4771

Consultants in: Civil · Environmental · Geotechnical Engineering Offices in: Orlando · Miami

Compaction Grouting Monitoring Report

Reams Road Depression Orange County, Florida

Orange County Project No.: Y19-804-CH NADIC Project No.: PR.GEO-RD25034

June 24, 2025

DRMP, Inc.

941 Lake Baldwin Lane Orlando, Florida 32814

Attention: Ms. Colette Moss, P.E.

Executive Vice President of Transportation

Re: Compaction Grouting Monitoring Report

Reams Road Depression Orange County, Florida Nadic Project No. PR.GEO-RD25034

Dear Ms. Moss:

Nadic Engineering Services, Inc. (Nadic) completed Reams Road Compaction grout monitoring operation on May 13, 2025. Menard Earth Tech, Inc. performed grouting with the intent of stabilizing the very loose/raveled soil conditions observed along Reams Road between Greenbank Boulevard and Peachtree Park Court in Orange County, Florida. NADIC monitored the compaction grouting program, including grout pin installation from April 22, 2025 to May 13, 2025. We evaluated the grouting procedures based on the recommendations outlined in our report “Technical Specifications for Subsurface Stabilization by Compaction (Low Mobility Pressure) Grouting for the depression at Reams Road” dated April 16, 2025. The Specification was made available to the Specialty Contractor, Menard Earth Tech, Inc.

Project Background

On April 9th, 2025, NADIC completed a Standard Penetration Test (SPT) boring, EB-3B for the proposed Reams Road bridge located just East of Greenbank Boulevard and Reams Road Intersection, on Reams Road eastbound lane as shown on Sheet 1 in the Appendix. While drilling the boring, drilling fluid circulation was lost at 85 feet deep. A Limestone layer with N blow-counts from 13 to 100 blows per foot was found from a depth of 80 feet below ground surface to boring termination depth of 150 feet. The boring was grouted with cement-bentonite grout upon completion.

On April 10th, 2025, NADIC’s staff observed that Reams Road eastbound lane was closed because the road had sunk about 7.5 inches at the area where Boring EB-3B was drilled. Pictures taken at the area on April 9th and 10th, 2025, are shown on Plates 1 to 8 in the Appendix. NADIC recommended additional borings be performed to determine the lateral extent of the anticipated sinkhole potential and compaction grouting to remediate the very loose/raveled soil conditions (sinkhole related activity), if sinkhole potentials are determined at the site.

DRMP

Compaction Grouting Monitoring Report - Reams Road Depression Page 2 of 4 NADIC Project No.: PR.GEO-RD25034 June 24, 2025

NADIC

NADIC completed three (3) additional borings (SPT-1 through SPT-3). The results of the borings are presented below and on Sheets 1 and 2 in the Appendix. A 2-D illustration of the encountered subsurface condition along Reams Road eastbound lane is shown in Table 1 in the Appendix.

SPT-1

Boring SPT-1, located about 10 feet northwest of Boring EB-3B was started and completed on Saturday April 12th to a depth of 110 feet.

Boring Highlights:

From 9 to 14 feet, Weight of Hammer (WH) condition was encountered.

Between the depths of 40 and 47 feet, very soft/loose condition (2 and 3 blows/foot) was encountered.

No significant sinkhole indicator was observed.

SPT-2

Boring SPT-2, located about 10 feet southeast of Boring EB-3B (Boring completed before the depression) was started on Friday April 11th and completed on Saturday April 12th morning to a depth of 120 feet.

Boring Sinkhole Indicators:

Buried Organic Soils: from 6 to 17 feet below existing grade.

Loss of Drilling fluid circulation: 90% loss at 25 feet depth, 55% to 90% loss at depth of

57 to 80 feet and 100% loss at depth of 103 feet to boring termination depth.

Weight of Hammer (WH) condition: from 57 to 78 feet, and from 103 to 110 feet.

Boring was terminated at a depth of 120 feet.

SPT-3

Boring SPT-3, located about 10 feet southeast of Boring SPT-2 and about 20 feet southeast of Boring EB-3B.

Boring Sinkhole Indicators:

Buried Organic Soils: from 8 to 17 feet.

Loss of Drilling fluid circulation: 50% loss at depth of 52 to 62 feet, 50% to 60% loss at depth of 78 to 95 feet.

Weight of Hammer (WH) condition: from 12 to 15 feet, 52 to 55 feet, and 92 to 110 feet.

Very loose/soft conditions: from 8 to 20 feet, 50 to 55 feet, and 75 to 110 feet.

Drilling casing dropped 12 feet from depth of 98 to 110 feet Boring was terminated at a depth of 120 feet.

Compaction Grouting Monitoring Report - Reams Road Depression Page 3 of 4 NADIC Project No.: PR.GEO-RD25034 June 24, 2025

Based on the subsurface conditions encountered and NADIC’s sinkhole experience, and to mitigate against settlement and differential settlement, subsoil improvements in the form of compaction grouting was recommended to be utilized to improve the encountered deep soft (very loose) deposits. The goal of subsoil improvement was to modify the soil properties i.e., strength and stiffness or compressibility of the soils at the site.

Compaction Grout Monitoring

Menard Earth Tech, Inc. was retained to perform the compaction grouting. The proposed stabilization program included installation of eight (8) primary grout injection pipes placed along Reams Road eastbound lane between Greenbank Boulevard and Peachtree Park Court, based on the criteria established in the grouting specifications for grout pipe withdrawal, the sequence of grouting utilized and grout intake.

The approximate grout injection pipe locations are shown on the attached Sheet 3. The grout injection pipes were installed to refusal in the limestone layer above the raveled zone.

The purpose of the grouting program was to grout from the top surface of dense competent material below the raveled zone with the intent of sealing any voids or openings to reduce the potential for future subsoil raveling and migration. As grouting pressures increased, the Contractor raised each pipe gradually with the intent of sealing any porous subsoils and filling any raveled zone above the dense competent soil.

A list of the grout pipes and depths with their respective daily breakdown of grout quantities is presented in Table 2. The approximate total injected grout volume observed by our staff during the grouting operations was 502 cubic yards. The total length of grout pipes installed was approximately 902 linear feet, as shown in Table 2.

Three- and seven-day grout compressive strength tests performed on selected grout cube samples are summarized in Table 3. The results of the strength tests indicate that the grout injected at the site exceeded the three- and seven-day requirements for the project.

Conclusions

In view of the observations made, it is our opinion that the grouting operation has been done in general accordance with the recommendations stated in the “Technical Specifications for Subsurface Stabilization by Compaction (Low Mobility Pressure) Grouting” for the depression at Reams Road and standard local practice. It is our professional opinion that the grouting operation has treated the deeper, very loose/raveled soils in the area of the observed distress.

It must be reminded that the grouting operation is intended to treat soil relaxation due to sinkhole activity only. The grouting program is not intended to treat settlement due to other processes. It is possible that further minor settlement of the area could occur due to normal settlement of loose and medium dense sands, and buried organic soils encountered from the first 6 to 17 feet below existing grade. Based on the grouting program and the apparent reaction of subsurface soils to the grouting operation, the possibility of settlement due to sinkhole activity within the treated area has been

Compaction Grouting Monitoring Report - Reams Road Depression Page 4 of 4 NADIC Project No.: PR.GEO-RD25034 June 24, 2025

NADIC

greatly reduced by this operation. Additional work that will be required at the site includes cosmetic repairs to any surfaces that were affected by the sinkhole.

We trust you will find this information suitable for your needs. Please contact us if you have any questions regarding this report. Thank you for the opportunity to be of service to you.

Sincerely, NADIC ENGINEERING SERVICES, INC.

Engineering Business No. 8214

Maria Bridges, M.S., E.I. Godwin N. Nnadi, Ph.D., P.E.

Staff Engineer Principal Engineer

FL Registration No: 50637

C:\...\2025\PR.GEO-RD25034 - Reams Road Sinkhole\Project Working File\Report

Attachment:

Sheets 1 and 2 Report of SPT Borings Sheet 3 Grout Pin Location Plan Table 1 2-D Subsurface Illustration along Reams Road Eastbound Lane Table 2 Summary of Daily Grout Intake Per Pin Table 3 Cement Grout Cube Strength Test Results Plates 1 through 8 Photographic Report

Godwin Nnadi Dr. Nnadi Stamp

Attachment

PROJECT NAME: SHEET NO.

Checked by:

Modified by:

Checked by:

Approved by:

NAMES

GNN

GNN

DATES

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

SHEET TITLE:

MB

NADIC Project No. PR.GEO-RD25034

REPORT OF SPT BORINGSORANGE COUNTY,

FLORIDA

ROAD NAME

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PROJECT NO.

Y19-804-CH

COUNTY

ORANGE

N A

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REAMS ROAD

FINAL DESIGN OF REAMS RD (FROM SOUTH OF

SUMMERLAKE PARK BLVD TO TABORFIELD AVE)

04-22-2025 ENGINEER OF RECORD:

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO FL, 32818

GODWIN N. NNADI, P.E. NO. 50637

Drawn by:

NOTES

1. Standard Penetration Test borings were performed in accordance with ASTM D-1586. Standard Penetration Resistance are shown on the borings at the test depths in blows per foot unless otherwise noticed Subsurface conditions shown on the boring do not represent conditions between boring locations.

Actual conditions between the borings may vary from those shown.

2.

Unified Soil Classifications shown on the boring are based on visual examination and limited laboratory testing

3.

N Standard penetration resistance in blows per foot (18" spoon ASTM D-1586)

Standard Penetration Test Data

Spoon Inside Diameter 1.5 in.

Spoon Outside Diameter 2 in.

ASTM Standard Automatic Hammer Average Hammer Drop 30 in.

Hammer Weight 140 lbs.

Approximate SPT boring location Estimated seasonal high groundwater level

Groundwater level encountered on date shown 04/09/2025

(SP) Unified soil classification group symbol

W = Natural Moisture Content (%) (FM 1-T265) -200 =

OC =

LL=

PI =

ɣd = Cc = Cr = E0 = Pc =

Percent Passing No.200 US Standard Sieve (%)(FM 1-T088) Organic Content (%) (FM 1-T267) Liquid Limit (%) (FM 1-T089) Plasticity Index (%) (FM 1-T090) Dry Density (pcf) (ASTM D7263) Compression Index (FM T-216) Recompression Index (FM T-216) Initial Void Ratio (FM T-216) Preconsolidation Pressure (pcf) (FM T-216)

GRANULAR MATERIALS

RELATIVE

DENSITY

SPT

(BLOWS/FT.)

Very loose Loose Medium Dense Dense Very Dense

Less than 4 4-10 10-30 30-50 Greater than 50

Very soft Soft Firm Stiff Very Stiff Hard

CONSISTENCY

SPT

(BLOWS/FT.)

Less than 2 2-4 4-8 8-15 15-30 Greater than 30

SILTS AND CLAYS

SPT

(BLOWS/FT.)

Less than 3 3-8 8-24 24-40 Greater than 40

SPT

(BLOWS/FT.)

Less than 1 1-3 3-6 6-12 12-24 Greater than 24

Drop Safety Hammer Automatic Hammer

Drop Safety Hammer Automatic Hammer

SAND

LEGEND

04-22-2025

Boring No.:

Approximate Latitude:

Approximate Longitude:

Approximate Elevation:

Date Drilled:

D

EP

TH

IN

F

EE

T

D

EP

TH

IN

F

EE

T

Non-plasticNP

0N

3.8" Asphalt and 7.0" Base Brown fine SAND with silt, (SP-SM)

Boring Terminated @ Depth 110'

ASTM Standard Automatic Hammer

- trace organic

- brown to gray, no organic

Brown silty SAND, (SM)

Light brown sandy CLAY, (CH)

WH

- dark brown with organic

Brown silty SAND, (SM)

Dark brown clayey SAND, (SC)

Light brown silty SAND, (SM) Light brown silty LIMESTONE, (LS)

10%

15%

30%

25%

20%

30%

15%

15%

16%

20%

15%

10%

25% 60%

100%

LIMESTONECLAYEY

SAND

SILTY

SAND

PEAT

SANDY

CLAY

Undisturbed Sample (Shelby Tube) Weight of HammerWH

Percent Loss of Circulation of Drilling Fluid Depth to which NW casing was driven in feet

115'

EB-3B

28°26'8.17"N 81°35'0.33"W

04/09/2025

SPT-1

28°26'8.23"N 81°35'0.42"W

04/12/2025

N

WH

04/09/2025

Boring Terminated @

Depth 150' ASTM Standard Automatic Hammer

3.8" Asphalt and 3.8" Base Gray fine SAND, (SP)

Dark brown PEAT, (PT)

Dark brown fine SAND with silt, trace organic, (SP-SM)

Brown fine SAND, (SP) Light brown silty SAND, (SM)

Light brown sandy CLAY, (CH)

Light brown silty SAND, (SM)

W = 25 -200 = 11

OC = 3.5

W = 282 Cc = 4.10 -200 = 80 Cr = 0.18

OC = 68 E0 = 4.18

ɣd = 17.9 Pc = 0.6

W = 41 -200 = 89

LL = 98

PI = 70

W = 42 -200 = 21

LL = NP

PI = NP

-200 = 12

- brown

Gray clayey SAND, (SC)

- with limestone fragments

Light brown silty LIMESTONE, (LS)

100%

Light brown fine SAND with silt, trace limestone fragments, (SP-SM)

Light brown silty LIMESTONE, (LS)

105'

145'

04/12/2025

GNN

MB 06-23-2025

06-23-2025

QUADRANGLE: WINDERMERE, FL

SECTION: 35

TOWNSHIP: 23 SOUTH

RANGE: 27 EAST

Photo Issue 2024

NOT TO SCALE

Box Culvert

Reams Rd

SPT-3

SPT-1

EB-3B

SPT-2

AutoCAD SHX Text

NADIC

AutoCAD SHX Text

ENGINEERING

PROJECT NAME: SHEET NO.

Checked by:

Modified by:

Checked by:

Approved by:

NAMES

GNN

GNN

DATES

DESCRIPTIONDATE BY DESCRIPTION DATE

REVISIONS

BY

SHEET TITLE:

MB

NADIC Project No. PR.GEO-RD25034

REPORT OF SPT BORINGSORANGE COUNTY,

FLORIDA

ROAD NAME

C :\U se rs

\m br id ge s\ N ad ic

E ng in ee rin g

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PROJECT NO.

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COUNTY

ORANGE

N A

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S H

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REAMS ROAD

FINAL DESIGN OF REAMS RD (FROM SOUTH OF

SUMMERLAKE PARK BLVD TO TABORFIELD AVE)

04-22-2025 ENGINEER OF RECORD:

NADIC ENGINEERING SERVICES, INC.

601 N. HART BOULEVARD

ORLANDO FL, 32818

GODWIN N. NNADI, P.E. NO. 50637

Drawn by:

NOTES

1. Standard Penetration Test borings were performed in accordance with ASTM D-1586. Standard Penetration Resistance are shown on the borings at the test depths in blows per foot unless otherwise noticed Subsurface conditions shown on the boring do not represent conditions between boring locations.

Actual conditions between the borings may vary from those shown.

2.

Unified Soil Classifications shown on the boring are based on visual examination and limited laboratory testing

3.

N Standard penetration resistance in blows per foot (18" spoon ASTM D-1586)

Standard Penetration Test Data

Spoon Inside Diameter 1.5 in.

Spoon Outside Diameter 2 in.

ASTM Standard Automatic Hammer Average Hammer Drop 30 in.

Hammer Weight 140 lbs.

Approximate SPT boring location Estimated seasonal high groundwater level

Groundwater level encountered on date shown 04/09/2025

(SP) Unified soil classification group symbol

W = Natural Moisture Content (%) (FM 1-T265) -200 =

OC =

LL=

PI =

Percent Passing No.200 US Standard Sieve (%)(FM 1-T088) Organic Content (%) (FM 1-T267) Liquid Limit (%) (FM 1-T089) Plasticity Index (%) (FM 1-T090)

GRANULAR MATERIALS

RELATIVE

DENSITY

SPT

(BLOWS/FT.)

Very loose Loose Medium Dense Dense Very Dense

Less than 4 4-10 10-30 30-50 Greater than 50

Very soft Soft Firm Stiff Very Stiff Hard

CONSISTENCY

SPT

(BLOWS/FT.)

Less than 2 2-4 4-8 8-15 15-30 Greater than 30

SILTS AND CLAYS

SPT

(BLOWS/FT.)

Less than 3 3-8 8-24 24-40 Greater than 40

SPT

(BLOWS/FT.)

Less than 1 1-3 3-6 6-12 12-24 Greater than 24

Drop Safety Hammer Automatic Hammer

Drop Safety Hammer Automatic Hammer

SAND

LEGEND

04-22-2025

QUADRANGLE: WINDERMERE, FL

SECTION: 35

TOWNSHIP: 23 SOUTH

RANGE: 27 EAST

Photo Issue 2024

NOT TO SCALE

Boring No.:

Approximate Latitude:

Approximate Longitude:

Approximate Elevation:

Date Drilled:

SPT-2

28°26'8.11"N 81°35'0.23"W

04/12/2025

Non-plasticNP

0 LIMESTONECLAYEY

SAND

SILTY

SAND

PEAT

SANDY

CLAY

Weight of HammerWH

Percent Loss of Circulation of Drilling Fluid Depth to which NW casing was driven in feet

115'

N

WH

Boring Terminated @ Depth 120'

ASTM Standard Automatic Hammer

04/12/2025

50/3"

WH

WH

WH

WH

WH

Brown to gray fine SAND with silt, (SP-SM)

Dark brown PEAT, (PT)

Dark brown fine SAND with silt, (SP-SM)

Brown silty SAND, (SM)

Gray sandy CLAY, (CH)

Light brown to gray silty SAND, (SM)

Gray to dark gray clayey SAND, (SC)

Dark gray sandy CLAY, (CH)

Gray to dark gray clayey SAND, (SC)

Light brown silty LIMESTONE, (LS)

Brown silty SAND, (SM)

Light brown silty LIMESTONE, (LS)

115'

90%

50%

35%

30%

35%

90%

40%

5%

55%

45%

100%

50%

80%

60%

5%

SPT-3

28°26'8.06"N 81°35'0.14"W

04/14/2025

N

WH

WH

WH

WR

WR

WR

Boring Terminated @ Depth 120'

ASTM Standard Automatic Hammer

04/14/2025

50/3"

Brown to gray fine SAND with silt, (SP-SM)

Dark brown PEAT, (PT)

Dark brown fine SAND with silt, trace organic, (SP-SM)

Light brown silty SAND, (SM)

Light brown clayey SAND, (SC)

Light brown sandy CLAY, (CH)

Light brown silty SAND, (SM)

Gray to dark gray clayey SAND, (SC)

Light brown silty LIMESTONE, (LS)

*No recovery

Weight of RodWR No sample recovery*No recovery

115' Light brown silty LIMESTONE, (LS)

15%

30%

50%

45%

40%

50%

55%

60%

50%

60%

100%

3.7" Asphalt

D

EP

TH

IN

F

EE

T

D

EP

TH

IN

F

EE

T

GNN

MB 06-23-2025

06-23-2025

SPT-3

SPT-1

EB-3B

SPT-2

Box Culvert

Reams Rd

AutoCAD SHX Text

NADIC

AutoCAD SHX Text

ENGINEERING

Compaction Grouting Monitoring Report - Reams Road Depression NADIC Project No.: PR.GEO-RD25034

June 24, 2025

Depth (ft) SPT-1 EB-3B SPT-2 Pin 3W SPT-3 Pin 2W Pin 1 Pin 2E Pin 3E Pin 4E Pin 5E Pin 6E Interpreted layers Range of N-Values

(blows/foot)

1.5 12 HA 9 15

3.5 9 HA 7 13

5.5 4 12 6 10

7.5 2 8 3 6

10 WH 1 2 1

15 5 WH 5 WH

20 4 1 3 2 25 8 9 5 4 30 9 11 9 21 35 4 5 7 3 40 3 2 6 5 45 2 1 4 4 50 10 3 7 2

55 10 6 7 WH

60 4 5 VOID VOID 7 VOID VOID VOID VOID VOID VOID VOID

65 8 5 VOID VOID 5 VOID VOID VOID VOID VOID VOID VOID

70 5 15 VOID VOID 6 VOID VOID VOID VOID VOID VOID VOID

75 5 13 VOID VOID VOID VOID VOID VOID VOID VOID VOID VOID

80 22 13 3 VOID VOID VOID VOID VOID VOID VOID VOID VOID

85 28 31 5 VOID VOID VOID VOID VOID VOID VOID VOID

90 18 22 22 VOID VOID VOID VOID VOID VOID VOID VOID

95 8 20 27 VOID VOID VOID VOID VOID VOID VOID

100 21 72 38 VOID VOID VOID VOID VOID VOID VOID

105 72 98 VOID VOID VOID VOID VOID VOID VOID

110 55 54 VOID VOID VOID VOID VOID VOID

115 60 79 55 VOID VOID VOID VOID

120 50 50/3" 50/3" VOID

125 100 VOID

130 48 VOID

135 38 VOID

140 52 VOID

145 20 VOID

150 78

Legend Depth Description WB = Westbound 0-25 Sand/Sand with silt EB = Eastbound 6-15 Peat WH = Weight of Hammer

10-95 Clayey Sand WR = Weight of Rod 20-150 Silty Sand HA = Hand Auger 35-70 Sandy Clay

75-150 Silty Limestone Void 60-145 Void

No N-Blow 0-25 Interpolated Soil Type No N-Blow 30-55 Interpolated Soil Type No N-Blow 85-150 Interpolated Soil Type

Very loose to very dense silty LIMESTONE (LS), occasionally with very soft to soft clayey SAND (SC) and very loose to dense silty SAND (SM)

WR - 100

TABLE 1

2-D ILLUSTRATION OF SUBSURFACE CONDITIONS ALONG REAMS ROAD EASTBOUND LANE

Very loose to dense fine SAND (SP) to fine SAND with silt (SP-SM), occasionally with interbedded layer of PEAT (PT) and soft to very stiff clayey SAND (SC)

WH - 30

Very loose to medium dense silty SAND (SM) to very soft to hard clayey SAND

(SC), occasionally with interbedded layer of very soft to stiff sandy CLAY (CH)

WH - 57

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

Casing (ft)

Grout

(CY)

3W 1491523.8,

468670.3 97.8 85 30 10 20 10 10 10 25 3.5 33.5

2W 1491519.2,

468676.9 97.9 95 15 10 10 10 10 10 20 16.5 40 46.5

1 1491514.8,

468684.1 97.9 120 25 10 10 10 20 20 26 20 39 8 68

2E 1491509.3,

468690.4 97.9 120 10 10 10 10 10 10 10 10 10 10 20 20 50 19 89

3E 1491505.0,

468698.5 97.7 150 10 10 10 10 10 10 37 46 26 20 57 17 113

4E 1491499.8,

468704.8 97.8 107 15 10 10 10 38 20 9 11 35 6 57

5E 1491496.1,

468712.1 97.9 120 15 10 15 10 40 20 50 23 63

6E 1491476.4,

468741.4 98.2 105 10 10 25 10 20 5 25 11 20 1 32

DRMP

Compaction Grouting Monitoring Report - Reams Road Depression NADIC Project No.: PR.GEO-RD25034 June 24, 2025

Total Grout Placed (CY)

TABLE 2

SUMMARY OF DAILY GROUT INTAKE PER PIN

Grout Pin ID

4/29/2025 4/30/2025 5/1/2025 5/6/2025 5/12/2025

Approx.

Grout

Pin Northing and Easting

Approx.

Grout

Pin Elevation

(feet, NAVD-88)

Total Grout Intake Per Pin

(CY)

Pin Original Length (feet)

4/22/2025 4/23/2025 5/13/2025

Pull Out Lengths (feet)/Grout Intake (CY)

4/24/2025 4/25/2025 5/7/2025 5/8/2025 5/9/2025

Compaction Grouting Monitoring Report - Reams Road Depression

NADIC Project No.: PR.GEO-RD25034 June 24, 2025

TABLE 3

CEMENT GROUT CUBE STRENGTH TEST RESULTS

Date Sampled Grout Pipe Location Curing Age

(Days)

Average Compressive

Strength (psi)

04/22/25 1

04/23/25 3W

04/23/25 3W

04/24/25 3W

04/25/25 2W

04/29/25 5E

04/29/25 2E

04/30/25 5E

04/30/25 2E

05/01/25 1

05/01/25 4E

05/06/25 3E

05/06/25 3E

05/07/25 3E

05/07/25 2E

05/08/25 3E

05/08/25 3E, 5E

05/09/25 2E

05/13/25 4E

FINAL DESIGN OF REAMS ROAD

(From South of Summerlake Park Boulevard to Taborfield Avenue)

PLATE 1 OF 8

Before Drilling

After Drilling

PLATE 2 OF 8

Next Day After Drilling (April 10th ,2025)

PLATE 3 OF 8

Next Day After Drilling

PLATE 4 OF 8

Next Day After Drilling

PLATE 5 OF 8

Next Day After Drilling

PLATE 6 OF 8

Next Day After Drilling

PLATE 7 OF 8

Next Day After Drilling

PLATE 8 OF 8