Appendix H - Geotechnical Investigation Report 5-15-24.pdf

Appendix H:

Geotechnical Investigation Report

Report on Geotechnical Investigation

Proposed RVSDS 2C/3C

Sewer Improvements

Wayne County, Michigan

Latitude 42.338714˚ N

Longitude -83.346543˚ W

Prepared for:

OHM Advisors

34000 Plymouth Road

Livonia, Michigan 48150

G2 Project No. 233839

February 10, 2024

Ms. Liz Whiddon

Engineer

OHM Advisors

34000 Plymouth Road

Livonia, Michigan 48150

Re: Report on Geotechnical Investigation

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

G2 Project No. 233839

Dear Ms. Whiddon:

We have completed the geotechnical investigation for the proposed improvements to the existing Rouge

Valley Sewage Disposal System (RVSDS) sanitary sewer spanning throughout several regions of Wayne

County, Michigan. This report presents the results of our observations, analyses, and recommendations related to earthwork, subgrade preparation, construction dewatering, earth retention construction, and utility installation/rehabilitation, as well as related construction considerations.

We appreciate the opportunity to be of service to you and look forward to discussing the recommendations presented herein. In the meantime, if you have any questions regarding this report or any other matter pertaining to the project, please call us.

Sincerely, G2 Consulting Group, LLC

Tyler S. Hesse, P.E.

Project Engineer

Jason B. Stoops, P.E.

Office Manager / Associate

TSH/JBS/jbs

Enclosures

EXECUTIVE SUMMARY

We understand that the project consists of constructing several improvements to the existing Rouge Valley Sewage

Disposal System (RVSDS) sanitary sewer spanning throughout several regions of Wayne County, Michigan. It is our understanding that the proposed improvements consist of filling cracks with grout, applying a cured-in-place-pipe

(CIPP) liner, rehabilitating existing manhole structures, constructing two (2) new manhole structures, and replacing existing bituminous pavements. It should be noted that pavement evaluation and design is not included in the scope of this report.

For the structure and grouting borings, approximately 9 inches of sandy gravel is present at the ground surface within G-01. Approximately 2 to 10 inches of sand, silty sand, clayey sand, silty clay topsoil is present at the ground surface within S-02 through S-05 and G-02 through G-05. Very loose to loose clayey sand fill underlies the topsoil within S-03 and G-04 and is present at the ground surface within S-0,1 extending to approximate depths ranging from 6 to 13 feet below existing grades. The fill soils contain intermixed topsoil, as well as wood and glass debris, and have organic matter contents ranging from 1.4 to 3.6 percent. Very stiff to hard native silty clay underlies the topsoil within S-02, S-05, and G-05 extending to approximate depths ranging from 6 feet to the explored depth of

15 feet below existing grades. Very loose to medium compact native granular soils consisting of sand, silty sand, gravelly sand, and clayey sand underlie the topsoil within S-04, G-02, and G-03, the aggregate base soil within G-01, the fill soils within S-01 and G-04, and the native cohesive soils within S-02, S-05, and G-05 extending to approximate depths ranging from 3 feet to the explored depth of 15 feet below existing grades. In general, stiff to hard native cohesive soils consisting of silty clay and sandy clay underlie the fill soil within S-03 and the native granular soil within S-02, S-04, S-05, G-01, G-03, and G-04 extending to the explored depths ranging from 15 to 25 feet. However, the native silty clay within S-04 from 3 to 6 feet and within G-05 from 8 to 13 feet is medium in consistency.

For the CIPP linter borings, approximately 7 to 13 inches of a sandy gravel aggregate base is present at the ground surface within L-01 through L-04. Approximately 4 to 8 inches of silty sand, sandy clay, clayey sand, and silty clay topsoil is present at the ground surface within L-05 through L-07 and L-09 through L-13. Very loose to medium compact granular fill soil consisting of sand and clayey sand underlie the topsoil within L-05, L-06, and L-09, and is present at the ground surface within L-08, extending to depths ranging from 1-1/2 to 11 feet below existing grades.

In general, very loose to medium compact native granular soils consisting of sand, clayey sand, and gravelly sand underlie the aggregate base soils within L-03, the fill soil within L-05, L-06, and L-09, and the native cohesive soil within L-07 and L-08, extending to depths ranging from 7 feet to the explored depth of 15 feet. However, the deeper native sand within L-03 is compact in relative density. In general, stiff to hard native cohesive soils consisting of silty clay and sandy clay underlie the aggregate base soil within L-01, L-02, and L-04, the native granular soil within L-07 and L-08, the topsoil within L-10 through L-13, extending to the explored depth of 15 feet below existing grades. However, the deeper native cohesive soil within L-04, L-07, L-08, and L-11 are soft to medium in consistency.

Groundwater measurements were taken during and upon completion of drilling operations. During drilling operations, groundwater was encountered within S-01, S-03, S-05, G-01 through G-05, and L-03 through L-09 at depths ranging from 5 to 13 feet below existing grades (Elevation 583 feet to 666 feet). No groundwater was encountered within the remaining soil borings during drilling operations. Upon completion of drilling operations, groundwater was measured at depths ranging from 6-1/2 to 13 feet below existing grades (Elevation 583 feet to

666 feet) within S-01, S-03, S-05, G-01, G-02, G-04, G-05, and L-03 through L-09. No groundwater was measured upon completion of drilling operations within the remaining soil borings.

It is our understanding that the existing sanitary sewer and associated manhole structures along Edward N. Hines

Drive from N. Main Street to Beech Daly will be rehabilitated via grouting operations. It is our understanding that the proposed repairs will be performed from within the existing manhole structures and excavations will generally not be required. However, it is our understanding that highly damaged areas may require full replacement, and within these areas, excavations will be required. Based on the provided drawings, the existing sewer has invert elevations ranging from 6 to 35 feet below existing grades.

It is our understanding that the existing sanitary sewer along Edward N. Hines Drive from Beech Daly to Outer Drive

W will be equipped with a CIPP liner. It was reported to us that the liner application will be performed within the existing manhole structures and excavations will not be required. In addition, two (2) 72-inch diameter manhole structures are to be constructed near Station 502+00. Based on the provided drawings, the proposed manhole structures will have an approximate invert elevation of 594 feet.

We anticipate it will be necessary to temporarily lower the groundwater table or cut off water flow to facilitate excavations where the existing pipeline or manhole structures are required to be exposed, and in order to construct the proposed manhole structures. Where the existing groundwater is present above the proposed excavation depth or within two (2) feet below the bottom of excavation elevation, the groundwater table would need to be lowered prior to excavation.

Within predominately granular soils, wellpoint dewatering is the preferred method of dewatering. In general, wellpoints may be suitable for dewatering these granular soils; however, difficulty may be encountered dewatering the fine-grained soils (silty sand and clayey sand). Within areas of predominately cohesive soils, we anticipate that groundwater can be lowered by approximately 1 to 2 feet with a properly constructed system of sumps and pumps.

If groundwater is required to be lowered by greater than two (2) feet, steel sheet pile (SSP) cofferdams may be required to cut off the water flow and to allow the excavation to be performed in dry conditions.

Do not consider this summary separate from the entire text of this report, with all the conclusions and qualifications mentioned herein. Details of our analysis and recommendations are discussed in the following sections and in the Appendix of this report.

PROJECT DESCRIPTION

We understand that the project consists of constructing several improvements to the existing Rouge

Valley Sewage Disposal System (RVSDS) sanitary sewer spanning throughout several regions of Wayne

County, Michigan. It is our understanding that the proposed improvements consist of filling cracks with grout, applying a cured-in-place-pipe (CIPP) liner, rehabilitating existing manhole structures, constructing two (2) new manhole structures, and replacing existing bituminous pavements. It should be noted that pavement evaluation and design is not included in the scope of this report.

Based on the provided drawings, grout will be applied to the existing sanitary sewer from N. Main Street to Beech Daly Road in order to repair cracked areas. It was reported to us that some segments of the sewer, or associated manhole structures, may be exposed in order to perform repairs, depending on the severity of the cracked areas.

Based on the provided drawings, CIPP liner will be applied to the existing sewer from Stations 548+00 to

649+00. It is our understanding that the liner will be applied in a non-invasive manner. Furthermore, we understand that two (2) new 72-inch manhole structures will be constructed near Station 502+00.

Based on the provided drawings, additional manhole structures will be rehabilitated/replaced on an as-needed basis.

If any of the above information changes, G2 Consulting Group, LLC (G2) should be notified in order to re-evaluate the recommendations provided herein. The purpose of our exploration is to determine recommendations for earthwork, subgrade preparation, construction dewatering, earth retention construction, utility installation/rehabilitation, and related construction considerations.

SCOPE OF SERVICES

The field operations, laboratory testing, and engineering report preparation were performed under direction and supervision of a licensed professional engineer. Our services were performed according to generally accepted standards and procedures in the practice of geotechnical engineering in this area.

Our scope of services for this project is as follows:

1. We drilled a total of twenty-three (23) soil borings within the vicinity of the existing sewer alignment. Soil borings S-01 through S-05 and G-01 through G-05 were performed within the areas of grouting repairs, extending to depths ranging from 15 to 25 feet. Soil borings L-01 through L-13 were performed within the areas of CIPP liner application extending to a depth of

15 each.

2. We performed laboratory testing on representative samples obtained from the soil borings.

Laboratory testing included visual engineering classification, moisture content, organic matter content, and determination of unconfined compressive strength.

3. We prepared this engineering report. The report includes recommendations regarding earthwork, subgrade preparation, temporary construction dewatering, earth retention construction, and utility installation/rehabilitation, as well as related construction considerations.

FIELD OPERATIONS

OHM Advisors, in conjunction with G2, selected the number, depth, and location of the soil borings. The soil boring locations were located in the field, prior to the field operations, by a G2 representative using

GPS assisted mobile technology and by conventional taping methods from known surface features. The approximate soil boring locations are shown on the Soil Boring Location Plans, Plate Nos. 1 through 8.

Existing ground surface elevations at the soil boring locations were estimated based on the provided utility profiles. The resulting elevations are presented on the Soil Boring Logs, Figure Nos. 1 through 23.

The soil borings were drilled using a truck mounted and an all-terrain vehicle (ATV) mounted rotary drilling rigs. Continuous flight, 2-1/4 inch inside diameter, hollow-stem augers were used to advance the boreholes to the explored depths. Soil samples were obtained at intervals of 2-1/2 feet within the upper 10 feet and at 5 foot intervals thereafter. The samples were obtained by the Standard Penetration

Test method (ASTM D 1586), which involves driving a 2-inch diameter split-spoon sampler into the soil with a 140-pound weight falling 30 inches. The sampler is generally driven three successive 6-inch increments with the number of blows for each increment recorded. The number of blows required to advance the sampler the last 12 inches is termed the Standard Penetration Resistance (N). The blow counts for each 6-inch increment and the resulting N-value are presented on the soil boring logs.

The soil samples were placed in sealed containers and brought to our laboratory for testing and classification. During field operations, the driller-maintained logs of the subsurface conditions, including changes in stratigraphy and observed groundwater levels. The final boring logs are based on the field boring logs supplemented by laboratory soil classification and test results. The boreholes were backfilled with auger cuttings upon completion of drilling operations.

LABORATORY TESTING

Representative soil samples were subjected to laboratory testing to determine soil parameters pertinent to earthwork and utility installation/rehabilitation. An experienced geotechnical engineer classified the samples in general conformance with the Unified Soil Classification System. Laboratory testing was conducted in general conformance with the following ASTM test methods:

• “Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass” (ASTM D2216); and

• “Standard Test Methods for Determining the Water (Moisture) Content, Ash Content, and Organic

Material of Peat and Other Organic Soils” (ASTM D2974).

The unconfined compressive strengths were determined using a spring-loaded hand penetrometer and a

Torvane shear device. The hand penetrometer estimates the unconfined compressive strength to a maximum of 4-1/2 tons per square foot (tsf) by measuring the resistance of the soil sample to the penetration of a calibrated spring-loaded cylinder. The hand-held Torvane estimates the shear strength to a maximum of 1 tsf by measuring the resistance of the soil sample to the applied torque of a vane seated in the soil sample.

The results of the moisture contents, organic matter contents, and unconfined compressive strengths are indicated on the Soil Boring Logs, Figure Nos. 1 through 23, at the depths the samples were collected. We will hold the soil samples for 60 days from the date of this report, after which time they will be discarded. If you would like the samples, please let us know.

SITE DESCRIPTION

The proposed improvements to the existing RVSDS sewer are located within Plymouth, Livonia, Dearborn

Heights, Warrendale, Inkster, and Wayne. The segments of the existing sewer that are to receive grout and liner improvements are generally located within the vicinity of Edward N. Hines Drive. The properties along Edward N. Hines Drive are commercial, industrial, and residential in nature. There are numerous mature trees and vegetation along the existing sewer alignment.

Based on the provided utility profiles, existing grades along the RVSDS sanitary sewer alignment range from elevation 595 feet to 680 feet. Furthermore, existing grades generally slope downwards from west to east.

SOIL CONDITIONS

Grout/Structure Borings (G-01 through G-05 and S-01 through S-05)

Approximately 9 inches of sandy gravel is present at the ground surface within G-01. Approximately 2 to 10 inches of sand, silty sand, clayey sand, silty clay topsoil is present at the ground surface within S-

02 through S-05 and G-02 through G-05. Clayey sand fill underlies the topsoil within S-03 and G-04 and is present at the ground surface within S-0,1 extending to approximate depths ranging from 6 to 13 feet below existing grades. The fill soils contain intermixed topsoil, as well as wood and glass debris, and have organic matter contents ranging from 1.4 to 3.6 percent. Native silty clay underlies the topsoil within S-02, S-05, and G-05 extending to approximate depths ranging from 6 feet to the explored depth of 15 feet below existing grades. Native granular soils consisting of sand, silty sand, gravelly sand, and clayey sand underlie the topsoil within S-04, G-02, and G-03, the aggregate base soil within G-01, the fill soils within S-01 and G-04, and the native cohesive soils within S-02, S-05, and G-05 extending to approximate depths ranging from 3 feet to the explored depth of 15 feet below existing grades. Native cohesive soils consisting of silty clay and sandy clay underlie the fill soil within S-03 and the native granular soil within S-02, S-04, S-05, G-01, G-03, and G-04 extending to the explored depths ranging from 15 to 25 feet.

The clayey sand fill soils are very loose to loose in relative density, with standard penetration test (SPT)

N-values ranging from 2 to 9 blows per foot (bpf). The native granular soils are very loose to medium compact in relative density, with SPT N-values ranging from 2 to 22 bpf. In general, the native cohesive soils are stiff to hard in consistency, with natural moisture contents ranging from 9 to 30 percent, and unconfined compressive strengths ranging from 2,000 psf to in excess of 9,000 psf. However, the native silty clay within S-04 from 3 to 6 feet and within G-05 from 8 to 13 feet are medium in consistency, with natural moisture contents ranging from 23 to 27 percent, and an unconfined compressive strength of 1,500 psf.

CIPP Liner Borings (L-01 through L-13)

Approximately 7 to 13 inches of a sandy gravel aggregate base is present at the ground surface within L-

01 through L-04. Approximately 4 to 8 inches of silty sand, sandy clay, clayey sand, and silty clay topsoil is present at the ground surface within L-05 through L-07 and L-09 through L-13. Granular fill soil consisting of sand and clayey sand underlie the topsoil within L-05, L-06, and L-09, and is present at the ground surface within L-08, extending to depths ranging from 1-1/2 to 11 feet below existing grades. Native granular soils consisting of sand, clayey sand, and gravelly sand underlie the aggregate base soils within L-03, the fill soil within L-05, L-06, and L-09, and the native cohesive soil within L-07 and L-08, extending to depths ranging from 7 feet to the explored depth of 15 feet. Native cohesive soils consisting of silty clay and sandy clay underlie the aggregate base soil within L-01, L-02, and L-04, the native granular soil within L-07 and L-08, the topsoil within L-10 through L-13, extending to the explored depth of 15 feet below existing grades.

The granular fill soils are very loose to medium compact in relative density, with SPT N-values ranging from 2 to 11 bpf. In general, the native granular soils are very loose to medium compact in relative density, with SPT N-values ranging from 2 to 20 bpf. However, the deeper native sand within L-03 is compact in relative density, with an SPT N-value of 33 bpf. In general, the native cohesive soils are stiff to hard in consistency, with natural moisture contents ranging from 10 to 27 percent, and unconfined compressive strengths ranging from 2,000 psf to in excess of 9,000 psf. However, the deeper native cohesive soils within L-04, L-07, L-08, and L-11 are soft to medium in consistency, with natural moisture contents ranging from 17 to 48 percent, and unconfined compressive strengths ranging from 600 to

1,500 psf.

General

The stratification depths shown on the soil boring logs represent the soil conditions at the specified locations. Variations may occur between and away from the soil boring locations. Additionally, the stratigraphic lines represent the approximate boundaries between soil types. The transitions may be more gradual than indicated. We have prepared the soil boring logs on the basis of the field logs of the soil conditions encountered supplemented by laboratory classification and testing.

The Soil Boring Location Plans, Plate Nos. 1 through 8, and Soil Boring Logs, Figure Nos. 1 through 23, are presented in the Appendix. The soil profiles described above are generalized descriptions of the conditions encountered at the soil boring locations. General Notes Terminology defining the nomenclature used on the soil boring logs and elsewhere in this report are presented on Figure No. 24.

GROUNDWATER CONDITIONS

Groundwater measurements were taken during and upon completion of drilling operations. During drilling operations, groundwater was encountered within S-01, S-03, S-05, G-01 through G-05, and L-03 through L-09 at depths ranging from 5 to 13 feet below existing grades (Elevation 583 feet to 666 feet).

No groundwater was encountered within the remaining soil borings during drilling operations. Upon completion of drilling operations, groundwater was measured at depths ranging from 6-1/2 to 13 feet below existing grades (Elevation 583 feet to 666 feet) within S-01, S-03, S-05, G-01, G-02, G-04, G-05, and L-03 through L-09. No groundwater was measured upon completion of drilling operations within the remaining soil borings.

An estimate in the historical groundwater levels may be made based on the soil color change from browns (aerobic condition where free oxygen is available) to grays (anaerobic condition where free oxygen is not available). This color change occurs at depths ranging from 3 to 13 feet below existing grades (Elevation 586 feet to 659 feet).

Fluctuations in perched and long-term groundwater levels should be anticipated due to seasonal variations and following periods of prolonged precipitation. It should also be noted that groundwater observations made during drilling operations in predominantly cohesive soils are not necessarily indicative of the static groundwater level. This is due to the low permeability of such soils and the tendency of drilling operations to seal off the natural paths of groundwater flow.

SANITARY SEWER RECOMMENDATIONS

General

It is our understanding that the existing sanitary sewer and associated manhole structures along Edward

N. Hines Drive from N. Main Street to Beech Daly will be rehabilitated via grouting operations. It is our understanding that the proposed repairs will be performed from within the existing manhole structures and excavations will generally not be required. However, it is our understanding that highly damaged areas may require full replacement, and within these areas, excavations will be required. Based on the provided drawings, the existing sewer has invert elevations ranging from 6 to 35 feet below existing grades.

It is our understanding that the existing sanitary sewer along Edward N. Hines Drive from Beech Daly to

Outer Drive W will be equipped with a CIPP liner. It was reported to us that the liner application will be performed within the existing manhole structures and excavations will not be required. In addition, two

(2) 72-inch diameter manhole structures are to be constructed near Station 502+00. Based on the provided drawings, the proposed manhole structures will have an approximate invert elevation of 594 feet.

We recommend all earthwork operations be performed in accordance with comprehensive specifications and that the earthwork be properly monitored in the field by qualified personnel under the direction of a licensed engineer. Any shoring designs provided by the contractor should be prepared and stamped by a licensed engineer with extensive experience in the design of such systems.

Groundwater Control

Upon completion of drilling operations, groundwater was generally encountered at depths ranging from

6-1/2 to 13 feet below existing grades (Elevation 583 feet to 666 feet) within S-01, S-03, S-05, G-01, G-

02, G-04, G-05, and L-03 through L-09. No groundwater was measured upon completion of drilling operations within the remaining soil borings.

We anticipate it will be necessary to temporarily lower the groundwater table or cut off water flow to facilitate excavations where the existing pipeline or manhole structures are required to be exposed, and in order to construct the proposed manhole structures. Where the existing groundwater is present above the proposed excavation depth or within two (2) feet below the bottom of excavation elevation, the groundwater table would need to be lowered prior to excavation.

Within areas of predominately granular soils, wellpoint dewatering is the preferred method of dewatering, where feasible, as it will allow for adequate stabilization and preparation of the trench subgrade soils prior to pipeline installation and backfilling. In general, wellpoints may be suitable for dewatering these granular soils; however, difficulty may be encountered dewatering the fine-grained soils (silty sand and clayey sand). Consideration should be given to using a vacuum wellpoint system in order to lower the groundwater table in the vicinity of the fine-grained soils. In addition, wellpoint systems are most effective when the lift is less than 15 feet. Within areas of deeper utility inverts, additional wells and pumps will be required or a multistage wellpoint system will need to be installed.

We recommend that well points be installed to lower the groundwater level prior to excavation operations. The groundwater level should be lowered to at least 2 feet below the expected depth of excavation. The wellpoints should be installed by a qualified dewatering contractor. The spacing of the wellpoints will depend on depth of the wells, the size of the pump that will be used, and the effective hydraulic conductivity of the soils being dewatered. The dewatering contractor should perform their own pump tests in order to determine the hydraulic conductivity of the soil.

Within areas of predominately cohesive soils, we anticipate that groundwater can be lowered by approximately 1 to 2 feet with a properly constructed system of sumps and pumps. Sump pits should be constructed near the perimeter of the excavation and at a lower elevation than the adjacent excavation to allow seepage water to freely collect at sump locations. Water should not be allowed to pond in uncontrolled, non-sump pit areas. If groundwater is required to be lowered by greater than two

(2) feet, steel sheet pile (SSP) cofferdams may be required to cut off the water flow and to allow the excavation to be performed in dry conditions.

If temporary construction dewatering is required within an areas, we recommend that additional localized soil boring be performed in order to gather additional soil information within the vicinity of the proposed repairs.

Excavation and Slopes

Within areas where the existing sanitary is required to be exposed, and within the vicinity of the proposed manhole structures, temporary unsurcharged excavation side should be sloped back, provided sufficient space is available.

We recommend maximum slope inclinations of 2 horizontal unit to 1 vertical unit (2H:1V) within the very loose to loose granular and soft cohesive soils, 1-1/2H:1V within the medium compact granular and medium cohesive soils, 1V:1H within the compact granular and stiff cohesive soils, and 3/4H:1V within the very stiff to hard cohesive soils for excavations extending below a depth of 5 feet. Where seepage from excavation cuts is observed, the slopes will need to be flattened sufficiently to achieve stability, but in no case left steeper than 3:1 at and below the seepage level.

The tops of the slopes should be barricaded to prevent vehicles and storage loads. If the temporary construction embankments are to be maintained during the rainy season, berms are suggested along the tops of the embankments to prevent runoff water from entering the excavation and eroding the slope faces. The soils exposed in slope faces should be inspected by our personnel so that modifications of the slopes may be made if variations in the soil or water conditions occur.

Where sloped excavations are not possible, shoring will be required to support vertical cuts. If some lateral deflection of adjacent soils can be tolerated, such as in open areas, trench-box shoring may be used, provided the excavation depth is above the groundwater table. If a trench box is used, excavation should be performed from within the trench box, such that no unsupported vertical cut is allowed to exist. A trench box is not recommended where adjacent utilities, roadways or structures are located less than a lateral distance delineated by a plane extending upward from the bottom edges of the excavation at a 1:1 slope.

Within areas where deflection of the adjacent soils cannot be tolerated or within areas where the groundwater table is required to be cutoff, temporary SSP retaining walls and/or cofferdams will be required. For design of cantilevered shoring, a triangular distribution of lateral earth pressure (active earth pressure) may be used. It may be assumed that the retained soils with a level surface behind the cantilevered shoring will exert a lateral pressure equal to that developed by a fluid with a density of 35 pounds per cubic foot (pcf) for soils above water level. Soils below the water table should be modeled as a fluid with a density of 85 pcf. If vehicle traffic, construction equipment, or material storage is allowed within 5 feet of the excavation, a uniform lateral pressure of 250 psf should be added to the design lateral load.

All excavations should be safely sheeted, shored, sloped or braced in accordance with MIOSHA requirements. Care should always be exercised when excavating near existing roadways or utilities to avoid undermining. In no case should excavations extend below the level of adjacent existing structures or utilities unless underpinning is planned.

Pipeline Support

Provided that certain segments of the existing sanitary sewer require replacement, the underlying subgrade should consist of non-organic native soils. Prior to utility installation, the exposed subgrade should be visually evaluated for stability. We recommend the sewer bedding material consist of crushed stone or granular engineered fill, such as MDOT Class II sand, placed to a minimum of 4 inches below the pipe invert.

Backfill

We anticipate engineered backfill will be required around the proposed manhole structures, as well as within any areas of sanitary sewer replacement. Clean granular fill should be used to backfill the pipe and to a minimum of 12 inches above the sanitary sewer. The first lift of shading sand should be placed up to the springline of the pipe. The initial lift should be compacted using light-duty compaction equipment, such as a walk-behind vibratory plate compactor, and in a manner that will not disturb the pipe alignment. The next lift of the fill may then be placed to 12 inches above the top of the pipe.

Again, light-duty compaction equipment should be used to complete the compaction of the granular fill.

After the shading fill has been placed and compacted, the remainder of the trench should be backfilled in an engineered manner using MDOT Class II granular backfill within the influence of roadways, pedestrian pathways, and around the proposed manhole structures. The MDOT Class II granular backfill above the shading fill should be placed in loose layers not to exceed 12 inches in thickness and should be mechanically compacted to at least 95 percent of the maximum density obtained by the ASTM

Designation D1557 laboratory test methods. MDOT Class II granular backfill does not need to be used within the green belt areas outside the influence of roadways, pedestrian pathways, and the proposed manhole structures.

GENERAL COMMENTS

We have formulated the evaluations and recommendations presented in this report relative to utility construction on the basis of data provided to us relating to the project location, type of pipeline, and surface grade for the proposed site. Any significant change in this data should be brought to our attention for review and evaluation with respect to prevailing subsurface conditions. Furthermore, if changes occur in the design, location, or concept of the project, conclusions and recommendations contained in this report are not valid unless G2 Consulting Group, LLC reviews the changes. G2

Consulting Group, LLC will then confirm the recommendations presented herein or make changes in writing.

The scope of the present investigation was limited to evaluation of subsurface conditions for the proposed sanitary sewer improvements. No chemical, environmental, or hydrogeological testing or analyses were included in the scope of this investigation. We base the analyses and recommendations submitted in this report upon the data from the soil borings performed at the approximate location shown on the Soil Boring Location Plans, Plate Nos. 1 through 8. This report does not reflect variations that may occur between and away from the actual boring locations and the actual pipeline location. The nature and extent of any such variations may not become clear until the time of construction. If significant variations then become evident, it may be necessary for us to re-evaluate our report recommendations.

We recommend G2 Consulting Group, LLC observe all geotechnical related work, including utility excavation, placement, and engineered fill placement. G2 Consulting Group, LLC will perform the appropriate testing to confirm the geotechnical conditions given in the report are found during construction.

APPENDIX

Soil Boring Location Plans Plate Nos. 1 through 8

Soil Boring Logs

General Notes Terminology

Figure Nos. 1 through 23

Figure No. 24

Scale: NTS

Soil Boring Location Plan

Date: 1/18/24

Drawn by: TSH

Project No. 233839

Plate No. 1

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Legend

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, 2024

Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

G-01

Edward N. Hines Drive

R iv er si de D ri ve

Date: 1/18/24

Drawn by: TSH

Project No. 233839

Plate No. 2

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Legend

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, 2024

Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

G-02

S-01

Ann A rb or

R oa d

N ew bu rg h R oa d

Edward N. Hines Drive

Plymouth Road

Date: 1/18/24

Drawn by: TSH

Project No. 233839

Plate No. 3

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Legend

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, 2024

Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

G-03

Edward N. Hines Drive

M ic h el e

Sleepy Hollow Street

Date: 1/18/24

Drawn by: TSH

Project No. 233839

Plate No. 4

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Legend

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, 2024

Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

G-04

Edward N. Hines Drive

N . M er ri m an

R oa d

Date: 1/18/24

Drawn by: TSH

Project No. 233839

Plate No. 5

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Legend

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, 2024

Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

S-02

Ann Arbor Trail

Date: 1/18/24

Drawn by: TSH

Project No. 233839

Plate No. 6

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Legend

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, 2024

Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

S-03

Edward N. Hines Drive

Ann Arbor Trail

S-04

S-05

G-05

K in lo ch

S tr ee t

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Plate No. 7

Date: 1/18/24

Drawn by: TSH

Project No. 233839

LEGEND

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

L-01 L-02

L-03 L-04 L-05

L-06

L-07

N . T el eg ra ph

R oa d

B ee ch D al y

Date: 1/18/24

Drawn by: TSH

Project No. 233839

Plate No. 8

Proposed RVSDS 2C/3C Sewer Improvements Wayne County, Michigan

Legend

Soil borings drilled by 2G Drilling from December 19, 2023 through January 8, 2024

Notes

1. Soil borings G-01 through G-05, S-01 through S-05, and L-01 through L-13 drilled to depths ranging from 15 to 25 feet.

L-08

Edward N. Hines Drive

O ut er D ri ve

W

W. Warren Ave

L-09

L-10

L-11

L-12

L-13

S-01

S-02

S-03

S-04

S-05

26.8

20.4

22.3

15.5

14.7

6000*

8000*

8000*

9000*

6000*

1.0

9.0

13.0

15.0

Road Base: Dark Brown Sandy Gravel with trace silt (12 inches)

Very Stiff to Hard Brown Silty Clay with trace sand and gravel; frequent silt seams

Hard Mottled Brown and Gray Silty Clay with trace sand and gravel;

frequent silt seams

Very Stiff Gray Silty Clay with trace sand and gravel; frequent silt seams

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-01

SUBSURFACE PROFILE

Figure No. 1

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 616.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 20, 2023

2G Drilling H. Pace

ELEV.

( ft)

611.0

606.0

601.0

596.0

591.0

586.0

Latitude: 42.347734 Longitude: -83.292908

S-03

S-04

S-05

17.1

22.9

16.3

18.5

20.5

6000*

3000*

8000*

8000*

2500*

1.0

3.0

6.0

13.0

15.0

Road Base: Dark Brown Sandy Gravel with trace silt (12 inches)

Very Stiff Brown Silty Clay with trace sand and gravel; frequent silt seams

Stiff Mottled Brown and Gray Sandy Clay with trace gravel

Hard Mottled Brown and Gray Silty Clay with trace sand and gravel;

frequent silt seams

Stiff Gray Silty Clay with trace sand and gravel; frequent silt seams

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-02

SUBSURFACE PROFILE

Figure No. 2

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 610.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 20, 2023

2G Drilling H. Pace

ELEV.

( ft)

605.0

600.0

595.0

590.0

585.0

580.0

Latitude: 42.348006 Longitude: -83.290587

S-03

S-04

S-05

0.6

3.5

6.0

13.0

15.0

Road Base: Dark Brown and Gray Sandy Gravel with trace silt

(7 inches) Medium Compact Brown Sand with trace gravel

Medium Compact Brown and Gray Sand with trace gravel

Very Loose to Loose Gray Clayey Sand with trace gravel

Compact Gray Sand with trace clay and gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-03

SUBSURFACE PROFILE

Figure No. 3

Water Level Observation:

8-1/2 feet during drilling operations; 10-1/2 feet upon completion

Notes:

Borehole collapsed at 10-1/2 ft after auger removal

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 603.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft January 26, 2024

2G Drilling H. Pace

ELEV.

( ft)

598.0

593.0

588.0

583.0

578.0

573.0

Latitude: 42.346925 Longitude: -83.288814

S-03

S-04

S-05

19.5

17.8

16.5

21.3

21.3

5000*

2000*

4000*

1000*

1250*

1.1

3.0

9.0

15.0

Road Base: Dark Brown and Gray Sandy Gravel with trace silt

(13 inches) Very Stiff Mottled Brown and Gray Silty

Clay with trace sand and gravel;

frequent silt seams

Stiff to Very Stiff Gray Sandy Clay with trace gravel

Medium Gray Sandy Clay with trace gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-04

SUBSURFACE PROFILE

Figure No. 4

Water Level Observation:

6 feet during drilling operations; 12 feet upon completion

Notes:

Borehole collapsed at 11 ft after auger removal

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 597.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft January 26, 2024

2G Drilling H. Pace

ELEV.

( ft)

592.0

587.0

582.0

577.0

572.0

567.0

Latitude: 42.347097 Longitude: -83.286044

S-03

S-04

S-05

0.5

3.0

6.0

8.5

13.0

15.0

Topsoil: Dark Brown Silty Sand (6 inches)

Fill: Very Loose Dark Brown Sand with trace clay and gravel

Fill: Loose Brown and Gray Clayey Sand with trace gravel

Fill: Very Loose Brown and Gray Sand with trace gravel; intermixed clay clods

Loose Gray Gravelly Sand with trace silt; frequent cobbles

Medium Compact Gray Sand with trace silt

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-05

SUBSURFACE PROFILE

Figure No. 5

Water Level Observation:

9 feet during and upon completion of drilling operations

Notes:

Borehole collapsed at 11 ft after auger removal

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 598.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 20, 2023

2G Drilling H. Pace

ELEV.

( ft)

593.0

588.0

583.0

578.0

573.0

568.0

Latitude: 42.347463 Longitude: -83.282325

S-03

S-04

S-05

0.3

3.0

11.0

15.0

Topsoil: Dark Brown Silty Sand (4 inches)

Fill: Loose Dark Brown Clayey Sand with trace gravel

Fill: Very Loose Brown and Gray Clayey Sand with trace gravel; intermixed clay clods

Loose Gray Gravelly Sand with trace silt

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-06

SUBSURFACE PROFILE

Figure No. 6

Water Level Observation:

13 feet during and upon completion of drilling operations

Notes:

Borehole collapsed at 13 ft after auger removal

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 597.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 20, 2023

2G Drilling H. Pace

ELEV.

( ft)

592.0

587.0

582.0

577.0

572.0

567.0

Latitude: 42.347690 Longitude: -83.278714

S-03

S-04

S-05

9.6

18.2

19.4

33.2

7000*

1500*

1250*

600**

0.6

3.0

7.0

15.0

Topsoil: Dark Brown Sandy Clay (7 inches)

Very Stiff Mottled Brown and Gray Silty Clay with trace sand and gravel;

frequent silt seams

Loose Gray Clayey Sand with trace gravel

Soft to Medium Gray Sandy Clay with trace gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-07

SUBSURFACE PROFILE

Figure No. 7

Water Level Observation:

6-1/2 feet during and upon completion of drilling operations

Notes:

Borehole collapsed at 6-1/2 ft after auger removal

* Calibrated Hand Penetrometer ** Torvane

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 596.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 21, 2023

2G Drilling H. Pace

ELEV.

( ft)

591.0

586.0

581.0

576.0

571.0

566.0

Latitude: 42.346747 Longitude: -83.275312

S-03

S-04

S-05

11.7

21.1

47.5

8000*

1500*

1250*

700**

1.5

3.5

7.0

15.0

Fill: Brown Sand with trace gravel;

intermixed organic matter

(No Recovery - Noted on Driller's Logs)

Hard Mottled Brown and Gray Silty Clay with trace sand and gravel;

frequent silt seams

Loose Gray Clayey Sand with trace silt and gravel

Soft to Medium Gray Sandy Clay with trace gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-08

SUBSURFACE PROFILE

Figure No. 8

Water Level Observation:

12 feet during and upon completion of drilling operations

Notes:

Borehole collapsed at 13 ft after auger removal

* Calibrated Hand Penetrometer ** Torvane

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 595.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 21, 2023

2G Drilling H. Pace

ELEV.

( ft)

590.0

585.0

580.0

575.0

570.0

565.0

Latitude: 42.344698 Longitude: -83.268587

S-03

S-04

S-05

0.3

3.0

9.0

15.0

Topsoil: Dark Brown Clayey Sand (4 inches)

Fill: Medium Compact Brown and Gray Clayey Sand with trace gravel

Fill: Very Loose Brown and Gray Clayey Sand; intermixed wood debris

Very Loose Gray Sand with trace clay and gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-09

SUBSURFACE PROFILE

Figure No. 9

Water Level Observation:

9 feet during and upon completion of drilling operations

Notes:

Borehole collapsed at 11 ft after auger removal

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 596.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft January 8, 2024

2G Drilling H. Pace

ELEV.

( ft)

591.0

586.0

581.0

576.0

571.0

566.0

Latitude: 42.344134 Longitude: -83.265544

S-03

S-04

S-05

21.6

20.7

16.3

17.1

17.6

7000*

9000*

3000*

3000*

2000*

0.7

6.5

15.0

Topsoil: Dark Brown Silty Clay (8 inches)

Very Stiff to Hard Mottled Brown and Gray Silty Clay with trace sand and gravel; frequent silt seams

Stiff Gray Silty Clay with trace sand and gravel; frequent silt seams

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-10

SUBSURFACE PROFILE

Figure No. 10

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 594.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 20, 2023

2G Drilling H. Pace

ELEV.

( ft)

589.0

584.0

579.0

574.0

569.0

564.0

Latitude: 42.342761 Longitude: -83.263727

S-03

S-04

S-05

20.9

21.4

17.4

17.8

19.5

9000*

5000*

2000*

1500*

1500*

0.7

6.0

15.0

Topsoil: Dark Brown Silty Clay (8 inches)

Very Stiff to Hard Brown Silty Clay with trace sand and gravel; frequent silt seams

Medium to Stiff Gray Sandy Clay with trace gravel

End of Boring @ 15 ft

SAMPLE

TYPE-NO.

BLOWS/

6-INCHES

STD. PEN.

RESISTANCE

(N)

MOISTURE

CONTENT

DRY

DENSITY

(PCF)

UNCONF.

COMP. STR.

(PSF)

SOIL SAMPLE DATA

SO

IL

P

A V

EM

EN

T B

O R

IN

G

.G

PJ

G

C

O N

SU

LT

IN

G

D A

T A

T

EM

PL

A

T E.

G D

T

/3

/2

Soil Boring No. L-11

SUBSURFACE PROFILE

Figure No. 11

Water Level Observation:

Dry during and upon completion of drilling operations

Notes:

* Calibrated Hand Penetrometer

Excavation Backfilling Procedure:

Borehole backfilled with auger cuttings

PRO-

FILE

DEPTH

( ft)

G2 Project No. 233839

Project Name:

Project Location:

Proposed RVSDS 2C/3C Sewer Improvements

Wayne County, Michigan

GROUND SURFACE ELEVATION: 600.0 ft ±

Total Depth:

Drilling Date:

Inspector:

Contractor:

Driller:

Drilling Method:

2-1/4 inch inside-diameter hollow-stem auger

15 ft December 21, 2023

2G Drilling H. Pace

ELEV.

( ft)

595.0

590.0

585.0

580.0

575.0

570.0

Latitude: 42.340821 Longitude: -83.263044

S-03

S-04

S-05

15.9

20.6

18.7

18.7

19.8

8000*

4000*

4000*

3000*

3000*

0.6

7.0

9.0

15.0

Topsoil: Dark Brown Silty Clay (7 inches)

Very Stiff to Hard Brown Silty Clay with trace sand and gravel; frequent silt seams

Very Stiff…