BPS - 2025 Pavement Program - Pembroke ES - Proj. Specs.pdf

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PROJECT MANUAL

2025 PAVEMENT PROGRAM

PROJECT SPECIFICATIONS

PEMBROKE ELEMENTARY SCHOOL

TROY, MI

FOR

BIRMINGHAM PUBLIC SCHOOLS

MR. KEVIN TARATUTA

PROJECT NO. T24044.PAV3

OCTOBER 22, 2024

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Birmingham Public Schools (BPS) Pembroke Elementary – Project Specifications 2025 Pavement Program Table of Contents T24044.PAV3 00010 - 1 October 22, 2024

SECTION 00010

TABLE OF CONTENTS

DIVISION 00 - CONTRACT DOCUMENTS AND PROCUREMENT

SECTION 00300 - INFORMATION TO BIDDERS

DIVISION 01 - GENERAL REQUIREMENTS

SECTION 01103 - SUMMARY OF WORK

DIVISION 02 - SITE CONSTRUCTION

SECTION 02220 - SELECTIVE DEMOLITION

SECTION 02245 - SOIL STABILIZATION FOR PAVEMENT

SECTION 02300 - EXCAVATING, FILLING, AND GRADING

SECTION 02620 - SUBDRAINAGE FOR PAVEMENT

SECTION 02720 - PAINTED TRAFFIC MARKINGS

SECTION 02741 - ASPHALT PAVING

SECTION 02900 - LANDSCAPING

DIVISION 03 - CONCRETE

SECTION 03300 - CAST-IN-PLACE CONCRETE FOR PAVEMENT

Pembroke Elementary – Project Specifications 2025 Pavement Program Table of Contents T24044.PAV3 00010 - 2 October 22, 2024

DRAWINGS

Drawing # Title PAV-0.0 Cover Page PAV-1.0 Pavement Plan – Existing Site PAV-2.0 Pavement Plan – Base Scope of Work PAV-2.1 Pavement Plan – Base Scope of Work (West) PAV-2.1 Pavement Plan – Base Scope of Work (East) PAV-3.0 Pavement Plan – Alternate Scope of Work

Detail # Title Detail D-1 Typical Pavement Cross Sections Full Depth HMA Detail D-2 12” Undercut Detail Detail D-3 Standard Catch Basin – Reconstruction Detail D-4 Rolled Curb and Gutter – At HMA Detail D-5 Concrete Curb and Gutter – Type S Detail D-6 Concrete Drain Collar Detail D-7 Commercial Driveway Approach to Major Roads 4 Lanes and

Over Detail D-8 Full Depth Rigid Pavement Slab Repair and Miscellaneous

Slab / Ramp Repair Detail D-9 6” Concrete Sidewalk Cross Section Detail D-10 Curb Ramp – ADA Compliant Detail D-11 6” Concrete Sidewalk & Integral Curb Cross Section Detail D-12 Sign Bollard Detail Detail D-13 Sign Mounting – Typical Detail D-14 Full Depth Crack Repair Cross Section Detail D-15 Full Depth Repair Cross Section Detail D-16 Light Pole Base Repair

END OF SECTION 00010

Pembroke Elementary – Project Specifications 2025 Pavement Program Information to Bidders T24044.PAV3 00300 - 1 October 22, 2024

SECTION 00300

INFORMATION TO BIDDERS

PART 1 – GENERAL

1.01 BIDDER INFORMATION

A. Pavement cores and soil data provided by third party consultant is for reference only the Bidder shall be responsible to determine and verify the construction of the existing pavement prior to submitting a bid.

B. Any variations in the existing construction, from the information provided, must be brought to attention of the Consultant prior to the time of submitting a bid.

C. Unless stated elsewhere, the Bidder has the sole and final responsibility of identifying the presence of any existing contaminated soils prior to beginning work, as well as the means and methods for its safe removal and disposal from the project.

D. Information provided to Bidders as part of this Section includes the following:

1) Pavement Cores and Soil Data Sheet

PART 2 – PRODUCTS

2.01 NOT USED

PART 3 – EXECUTION

3.01 NOT USED

END OF SECTION 00300

REVISED REPORT OF PAVEMENT INVESTIGATION

PEMBROKE ELEMENTARY SCHOOL PAVEMENTS

TROY, MICHIGAN

Prepared For:

PLANTE MORAN REALPOINT

Southfield, Michigan

Prepared By:

MATERIALS TESTING CONSULTANTS, INC.

December 2023

MTC Project No. 231762.1 Rev. 1

December 19, 2023

Project No. 231762.1 Rev. 1

Plante Moran Realpoint

3000 Town Center, Suite 100

Southfield, Michigan 48075

Attention: Scott Smith

Vice President

Reference: Revised Report of Pavement Investigation

Pembroke Elementary School Pavements

Troy, Michigan

Dear Mr. Smith:

We have completed a geotechnical investigation for the above-referenced project. The purpose of this investigation has been to perform discrete pavement cores and test borings in the vicinity of the proposed parking lot rehabilitation, present the results and to provide recommendations for the rehabilitation of pavements. This work has been performed as described in our proposal dated November 13, 2023. The report was revised in response to review comments from Plante Moran Realpoint on December 9, 2023. This report supersedes our original report dated December 8, 2023.

Presented herein are descriptions of our understanding of the design considerations, the geotechnical investigation, encountered conditions and engineering recommendations. The

Appendix contains the report limitations and boring log terminology, soil classification chart, boring logs and laboratory test data.

Revised Report of Pavement Investigation

December 19, 2023

DESIGN CONSIDERATIONS

Available Information

We have been provided the following documents and information for use in this investigation:

• An aerial image with requested boring locations marked, provided by Mr. Scott Smith of

Plante Moran Realpoint on November 1, 2023.

• Telephone and email conversations with Mr. Scott Smith of Plante Moran Realpoint regarding the project details and scope of geotechnical investigation.

MTC completed a preliminary geotechnical investigation at this site as described in our report number 151635, dated March 9, 2016. Soil boring data from the preliminary investigation has been incorporated into this investigation.

Project Description

The proposed construction will be located in plan as shown on the attached Boring Location

Plan, Figure No. 1. The site is located at Pembroke Elementary School at address 955 North

Eton Street in Troy, Michigan.

The construction will in general consist of pavement rehabilitation to the existing entry and exit drive to Witherbee Drive, the drop-off/pick-up traffic loop directly south of the school, the play pad area directly north of the school and parking lots to the east and north of Pembroke

Elementary School. Traffic is expected to consist of relatively light passenger vehicles and heavier axle wheel loading from school buses and trucks for deliveries, refuse pickup, etc. We have considered that the entry drive will have an estimated volume of no more than 300 vehicles per day and on the order of 50 buses per day. Traffic on the play pad is expected to be limited to pedestrian traffic.

We should be informed of any changes between the actual design conditions and those described herein as this information may affect our recommendations.

December 19, 2023

INVESTIGATION METHODOLOGY

Field Investigation

Subsurface conditions were investigated by 5 pavement cores and conventional soil test borings. Borings B-101 to B-105 were drilled to depths of 5 ft below the existing ground surface in planned rehabilitation areas. Boring locations are shown on the attached plan, Figure No. 1.

MTC staked the approximate boring locations in the field. Boring elevations were approximated by GPS. The elevations used in this report are given in feet and are based on

NAVD88 datum, with boring coordinates based on the Michigan State Plane South Coordinate system. If more precise location and elevation data are desired, a registered professional land surveyor should be retained to locate the borings and determine their ground elevations.

The soil borings located in paved areas were generally drilled using the following procedure:

• Pavement cored with a 4-inch diameter core barrel

• Aggregate base sampled and the thickness measured (where present)

• Drill rig exploration using solid-stem auger

• Standard Penetration Test (SPT) per ASTM D1586 at 1.5 and 3.0 ft

The SPT test involves the use of a 140-lb hammer with a 30-inch drop to drive a standard 2.0-inch O.D. split spoon sampler. The number of hammer blows required to drive the sampler

12 inches, after seating 6 inches, is termed the soil N-value and provides an indication of the soil's relative density and strength parameters at the sample location. SPT blow counts in 6-inch increments are recorded on the boring logs. The drill rig was equipped with an automatic hammer system which delivers a more consistent driving energy to the sampler compared to the rope and cathead system.

The soil borings were backfilled to the original ground surface after drilling completion using compacted soil cuttings and patched at the surface with asphalt patch where appropriate.

December 19, 2023

Recovered samples were sealed, labeled and transported to our laboratory. All soil samples will be discarded after sixty days unless a longer hold time is specifically requested.

Borings were drilled and other sampling was conducted solely to obtain indications of subsurface conditions as part of a geotechnical exploration program. No services were performed to evaluate subsurface environmental conditions.

Laboratory

The recovered soil samples were reviewed by an engineer and technically classified according to the methods of ASTM D2488 "Standard Practice for Description and Identification of Soils

(Visual-Manual Procedure)". Estimates of the unconfined compressive strength of the cohesive samples were made using a calibrated penetrometer. A copy of the test boring logs along with a description of the terminology used on the logs and a chart of the ASTM D2488 group symbol names are provided in the Appendix.

Selected samples were subjected to moisture content testing via ASTM D2216 "Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass”. The

ASTM D2488 classifications are included on the boring logs. Results of the laboratory tests have been summarized in a table provided in the Appendix.

INVESTIGATION RESULTS

Regional Geology

The Map of the Surface Formations of the Southern Peninsula of Michigan, published by the

State of Michigan, indicates the site is in an area of clay lake beds which are typically found to be normally consolidated or overconsolidated clay deposits in this type of geologic area.

December 19, 2023

Site Conditions

At the time of our field work, the site contained the existing Pembroke Elementary School and associated asphalt drives and parking lots, fencing, overhead and underground utilities and areas of cut grass lawn and landscaping. The site, in general, sloped down from north to south with elevations ranging from 765 to 773.

Existing pavement was visually evaluated and the following was observed. Cracks were generally not sealed.

• Eastern entry and exit drive pavement was generally observed to be in poor condition, with occasional transverse and block cracking and small areas of alligator cracking near the concrete sidewalk.

• Traffic loop pavement was observed to be in poor condition, with occasional transverse and block cracking along the loop and localized areas of alligator cracking near the concrete entrances.

• The east parking lot was observed to be in poor to very poor condition, with occasional transverse and block cracking and severe distortions observed across the entire lot and alligator cracking was generally observed near the northern extent of the lot.

• The north parking lot was observed to be in fair to poor condition, with occasional block cracking across the entire lot and moderate surface raveling.

• The play pad area was observed to be in poor to very poor condition block cracking, large patches and small potholes.

December 19, 2023

Drainage conditions were interpreted visually by our personnel. Surface runoff in the east parking lot and entry and exit drives appeared to be directed towards vegetated spots at the east of the eastern entry drive, south of the western entry and exit drive and towards catch basins near North Eton Street. Surface runoff in the north parking lot appeared to be directed towards a catch basin at the center of the north lot. Surface runoff in the play pad area appeared to be directed towards vegetated spots at the south of the pad.

Subsurface Conditions

North Parking Lot – Borings B-101 and B-102

Borings B-101 and B-102 generally encountered 2 1/2 to 3 1/2 inches of HMA at the surface.

Boring B-101 encountered 8 inches of gravel base beneath the HMA, while Boring B-102 encountered 29 inches of gravel base. Beneath the pavement sections, Borings B-101 and

B-102 generally encountered very stiff to hard lean clay (CL) to the explored depths of 5 ft (els

766 to 766.6). Groundwater was not encountered in Borings B-101 and B-102.

East Parking Lot – Borings B-17 and B-103

Borings B-17 and B-103 generally encountered 3 3/4 to 4 1/2 inches of HMA and 8 to 13 1/4 inches of gravel base at the surface. Beneath the pavement sections, the borings generally encountered very stiff to hard lean clay (CL) to the explored depths of 4 to 5 ft (el 763.3).

Groundwater was not encountered in Borings B-17 and B-103.

Eastern Entry and Exit Drive – Borings B-16 and B-104

Borings B-16 and B-104 generally encountered 3 1/2 inches of asphalt at the surface. Boring

B-16 encountered 16 inches of gravel base, while Boring B-104 did not encounter gravel base.

Beneath the pavement, Boring B-104 encountered fill, consisting of poorly graded sand with clay (SP-SC), to a depth of 1.7 ft (el 766.7).

December 19, 2023

Beneath the pavements and fill, Borings B-16 and B-104 generally encountered very stiff to hard lean clay (CL) to the explored depths of 3.5 to 5 ft (el 763.4). Groundwater was not encountered in Borings B-16 and B-104.

Traffic Loop – Boring B-105

Boring B-105 encountered 4 1/2 inches of HMA at the surface. Beneath the pavement, Boring

B-105 encountered fill, consisting of loose poorly graded sand with gravel (SP) and very stiff lean clay with gravel (CL), to a depth of 3.2 ft (el 768.7). Beneath the fill, the boring encountered very stiff lean clay (CL) to a depth of 5 ft (el 766.9). Groundwater was encountered at a depth of 1.8 ft (el 770.1). We have considered that this water was likely perched above a relatively impermeable clay layer at the time of investigation.

Play Pad Area – Boring B-18

Boring B-18 encountered 4 inches of HMA and 12 inches of gravel base at the surface.

Beneath the pavement, Boring B-18 encountered very stiff lean clay (CL) to the explored depth of 3.2 ft. Groundwater was encountered at a depth of 1.5 ft.

The relative density of granular soil is based on recorded SPT N-values while the consistency of cohesive soil is based on both recorded SPT N-values and on estimates of the unconfined compressive strength obtained with a calibrated penetrometer.

Groundwater levels may fluctuate due to seasonal variations such as precipitation, snowmelt, nearby river or lake levels and other factors that may not be evident at the time of measurement. Groundwater levels may be different at the time of construction.

This section has provided a generalized description of the encountered subsurface soil conditions. The boring logs located in the Appendix should be reviewed for detailed soil descriptions. Some variation between boring locations may be expected.

December 19, 2023

CONCLUSIONS AND RECOMMENDATIONS

During our investigation, pavement in fair to very poor condition was encountered throughout the site. Due to the existing pavement conditions and considering long term pavement performance is desired (15 to 25 years), a full-depth replacement of the pavement section, including the replacement of the aggregate base, is recommended for the drives and parking areas.

Leaving the existing aggregate base in place presents some risk of poor drainage beneath the pavement which can result in premature pavement deterioration. Additionally, the use of rubblized asphalt presents some risks to the pavement when compared to new crushed limestone aggregate as the rubblized asphalt is expected to provide worse drainage capability for stormwater. Water trapped within the pavement base presents a risk of freeze-thaw damage to the pavement and premature pavement deterioration. If the Owner can accept the risk of future poor pavement performance, they may consider re-use of the existing aggregate base with a full-depth asphalt replacement. If this option is selected, we recommend the aggregate base thickness be confirmed during construction and areas with insufficient aggregate be augmented with MDOT 21AA aggregate to the minimums recommended for standard duty and heavy-duty pavement in this report. If poor quality aggregate base is suspected based on visual inspection or proof roll results after the HMA surface is removed, we recommend stockpiling and testing the material to determine the material’s gradation and suitability for re-use.

For full-depth asphalt replacement, rotomilling of the existing asphalt should be performed until the gravel base is exposed. Prior to placing new asphalt, the existing gravel base should be inspected, with any areas of less than the recommended amount of gravel thickness augmented with MDOT 21AA aggregate. The aggregate base should be compacted and proofrolled as described in the “Site and Subgrade Preparation” section of this report.

Following aggregate compaction, the new HMA pavement should be installed.

The pavement sections encountered in our investigation were variable between the sampling locations. If a pavement section is encountered during construction that is thinner than anticipated, pavement reconstruction may be required.

December 19, 2023

Pavement rehabilitation options such as a partial depth asphalt mill and overlay, chip sealing or any other nonstructural overlay are not expected to provide significant extension of the pavement life in areas of poor to very poor pavement condition. There is not expected to be sufficient pavement integrity in areas with less than 2 inches of existing asphalt to support a partial-depth asphalt mill and replacement. In addition, for any overlay, the cracking in pavement that is left in place would be expected to reflect upward through the overlay.

Our recommended options for addressing the primary deficiencies of the existing pavement section are described below, along with discussion of alternate options which will present varying degrees of pavement life.

It is important that the recommendations of this report, in particular those pertaining to subgrade preparation, construction observation and testing, be implemented during design and construction.

Pavement Rehabilitation

Pavement rehabilitation options such as a partial depth asphalt mill and overlay, chip sealing or any other nonstructural overlay are not expected to provide significant extension of pavement life in areas of poor pavement condition (parking and drive areas). In addition, for any overlay, the cracking in pavement that is left in place would be expected to reflect upward through the overlay.

Our recommended options for addressing the primary deficiencies of the existing pavement sections are described below, along with discussion of alternate options which will present varying degrees of pavement life.

Recommended Option for Parking Lots, Play Pad and Drives: Full-Depth Reconstruction of

Asphalt Pavement Section and Construction of New Pavements

Full-depth reconstruction involves removal of existing asphalt and aggregate base and replacement of the entire pavement section. Subgrade preparation in reconstructed pavement areas should be as described in the "Site and Subgrade Preparation" section of this

December 19, 2023 report. The pavement sections recommended in this section are based on procedures contained in the 1993 AASHTO Guide for Design of Pavement Structures. The design recommendations provided are based on the following:

Table 1 - Flexible Pavement Basis of Design

AASHTO design method Low volume roads

Level of reliability 75 percent

Analysis period 15 to 25 years

Low traffic level, no. 18-kip ESAL 50,000 to 300,000

Number of rehabilitation periods during analysis period 1

The following flexible pavement sections are recommended:

Table 2 - Flexible Pavement Section

Traffic Condition Std. Duty / Play Pad Heavy Duty

Sand subbase thickness, inches 10.0 12.0

Aggregate base thickness, inches 6.0 8.0

Bituminous leveling course thickness, inches 2.0 3.0

Bituminous wearing course thickness, inches 1.5 2.0

The following materials are recommended:

Table 3 - Flexible Pavement Materials

Sand subbase MDOT Class II granular

Aggregate base MDOT 21AA

Bituminous leveling MDOT 3C

Bituminous wearing MDOT 4C

Minimum binder grade PG 64-22

Sand subbase material should be laboratory tested to confirm MDOT Class II grading requirement. MDOT standard specifications for materials and placement should be observed.

The following alternates may be considered for the pavement section:

• The Standard Duty section may instead use MDOT 13A for the leveling and MDOT 36A for the wearing.

• If a sand subbase is not installed, an additional 2 inches of aggregate base thickness is recommended to be added to the Standard Duty and Heavy Duty sections.

December 19, 2023

A natural aggregate base product, often consisting of crushed limestone, is recommended relative to crushed concrete aggregate base products considering the long-term performance risk crushed concrete presents due to potential hydration of free cement and decreased permeability over time.

Construction procedures and workmanship are of key importance with respect to pavement appearance and long-term pavement performance. Key components of workmanship include appropriate joint construction resulting in sufficient density, prevention of segregation, and maintaining a minimum temperature during placement. At a minimum, the procedures outlined in Section 501 of the 2020 MDOT Specifications should be followed with respect to equipment, placement, and temperatures. Compaction of the asphalt courses should range between 92 and 96 percent of the Theoretical Maximum Density (TMD) based on MDOT requirements.

It is recommended that cracks that may develop in the pavement be quickly and properly sealed through a regular maintenance program. Also, the subgrade should be sufficiently sloped to provide drainage within the sand subbase and underdrains should be provided within the subbase, at catch basins and pavement edges, to facilitate drainage. At each catch basin, four underdrains with a watertight connection should extend out radially at least 20 ft.

A suitable rubberized asphalt sealant should be placed between all concrete curb/HMA joints immediately after paving.

Alternate Option for Parking, Play Pad and Drives: Reuse of Existing Aggregate Base

Should the Owner accept the risk of possible poor performance of the pavement section due to variations in the existing aggregate base, the existing aggregate base may be used with the parameters of the previously defined full-depth pavement section. If the owner can accept no risk of premature pavement deterioration, we recommend removal of existing aggregate base and replacement with MDOT 21AA aggregate. If poor quality aggregate base is suspected based on visual inspection or proof roll results after the HMA surface is removed, we recommend stockpiling and testing the material to determine the material’s gradation and suitability for re-use.

December 19, 2023

If this option is selected, full-depth rotomilling of the existing asphalt should be performed until the gravel base is exposed. The existing asphalt may be removed, or a crush-and-shape may be performed whereby the asphalt millings are mixed into the existing gravel in accordance with MDOT specifications. Prior to placing new asphalt, the existing gravel base should be inspected, with any areas of less than the recommended amount of gravel thickness augmented with MDOT 21AA aggregate. The aggregate base should be compacted and proof-rolled as described in the “Site and Subgrade Preparation” section of this report.

Following aggregate compaction, the new HMA pavement should be installed.

Site and Subgrade Preparation

All topsoil, vegetation, roots, and any other miscellaneous debris should be removed from within the proposed construction areas. The limits of the proposed construction area, prior to the placement of any structures or engineered fill material, should be proofrolled by the

Contractor and, where granular soil is present, compacted to at least 95 percent of the soil's maximum ASTM D1557 dry density. Proofrolling is defined as the passing of relatively heavy construction equipment over the soil subgrade under observation by the Geotechnical

Engineer. The response of the soil, when subjected to the applied load, is subjectively evaluated by qualified geotechnical personnel with respect to its ability to support the overlying soil or structure. In areas where excessive deflection is observed, special subgrade preparation measures may be recommended to provide an acceptable subgrade condition.

These measures may consist of compaction of the subgrade at moisture contents close to the optimum value, undercutting affected areas and replacing with engineered fill, use of a geotextile separation fabric or some combination of these measures.

Borings B-104 and B-105 encountered fill, consisting of loose poorly graded sand with varying amounts of clayey fines and gravel (SP, SP-SC) and very stiff lean clay with gravel (CL), to depths ranging from 1.7 to 3.2 ft (els 766.7 to 768.7). Due to the fill conditions encountered in the field investigation and due to variations that may exist between borings, it is likely that some form of subgrade improvement will be required in the entry loops.

Engineered fill is approved on-site or imported soil placed in uniform layers and compacted to a minimum required density. Generally, on-site soil with a group symbol of SP is expected to

December 19, 2023 be suitable for engineered fill. Imported engineered fill should meet the requirements for

MDOT Class II granular material.

Granular engineered fill and backfill should be compacted to at least 95 percent of the soil's maximum dry density as determined by the Modified Proctor test (ASTM D1557). Vibratory compaction methods are typically found to be most effective in granular soils. The fill should be placed and compacted in horizontal layers not exceeding 9 inches. Field density tests should be taken on each lift, as the fill is being placed, to verify compliance with compaction specifications. If the earthwork takes place during winter months, fill must not be placed on frozen ground and fill with frozen conglomerations of soil must not be used.

Groundwater

Groundwater was encountered in the Boring B-105 at a depth of 1.8 ft (el 770.1) and in Boring

B-18 at a depth of 1.5 ft. The control of groundwater is generally not expected to be a concern for paving operations but may be a concern if undercuts are performed due to failing proof rolls. Suitable control of groundwater should be anticipated and planned for accordingly before the start of construction. The Contractor should be responsible for selecting and implementing an appropriate groundwater control system. The Contractor should have previous dewatering experience on sites with similar conditions. Suitable silt and sediment traps should be incorporated into the dewatering system.

CLOSURE

In this revised report, descriptions of the geotechnical investigation, encountered conditions, and recommendations for pavement rehabilitation have been provided. The limitations of this study are described in the Appendix.

The recommendations presented in this revised report are based upon a limited number of subsurface samples obtained from various sampling locations. The samples may not fully indicate the nature and extent of the variations that actually exist between sampling locations.

For that reason, among others, we strongly recommend that a qualified geotechnical firm be

December 19, 2023 retained to observe earthwork construction. If variations or other latent conditions become evident during construction, it will be necessary for us to review these conditions and our recommendations as appropriate.

We appreciate this opportunity to provide these services and express our interest in providing continuing services in the areas of subgrade verification, special inspections and quality assurance testing on various construction materials. Please contact our office should you have any questions or require further assistance.

Sincerely, MATERIALS TESTING CONSULTANTS, INC.

Ryan D. Starcher, E.I.T.

Project Engineer

Robert J. Warren, P.E.

Project Manager

Attachments: Figure No. 1 - Boring Location Plan

Appendix

- Limitations

- Test Drilling and Sampling Procedures

- Boring Log Terminology and Classification Outline

- Boring Logs

- Summary of Laboratory Test Data

TITLE: BORING LOCATION PLAN PROJECT: PEMBROKE ELEMENTARY SCHOOL PAVEMENTS

SCALE: AS SHOWN DATE: 12/19/2023 PROJECT NO.: 231762.1 REV. 1

FIG. NO.: 1 DR. BY: JM REV. BY: RS

B-101

B-102

B-103

B-105

B-104

LEGEND

2023 BORING LOCATION (TYP)

NOTE: AERIAL IMAGE FROM GOOGLE EARTH

2016 BORING LOCATION (TYP)

B-16

B-17

PEMBROKE ELEMENTARY SCHOOL

955 NORTH ETON ST

TROY, MICHIGAN 48084

B-18

LIMITATIONS

Soil Variations

The recommendations in this report are based upon the data obtained from the soil borings.

This report does not reflect variations which may occur between these borings, and which would not become evident until construction. If variations then become evident, it would be necessary for a re-evaluation of recommendations of this report, after performing on-site observations.

Warranties

We have prepared this report in accordance with generally accepted soil and foundation engineering practices. We make no other warranties, either expressed or implied, as to the professional advice provided under the terms of our agreement and included in this report.

This report is prepared exclusively for our client and may not be relied upon by other parties without written consent from our office.

Boring Logs

In the process of obtaining and testing samples and preparing this report, we follow reasonable and accepted practice in the field of soil engineering. Field logs maintained during drilling describe field occurrences, sampling locations, and other information. The samples obtained in the field are subjected to additional testing in the laboratory and differences may exist between the field logs and the final logs. The engineer reviews the field logs and laboratory test data, and then prepares the final boring logs. Our recommendations are based on the contents of the final logs.

Review of Design Plans and Specifications

In the event that any changes in the design of the building or the location, however slight, are planned, our recommendations shall not be considered valid unless modified or approved in writing by our office. We recommend that we be provided the opportunity to review the final design and specifications in order to determine whether changes in the original concept may have affected the validity of our recommendations, and whether our recommendations have, in fact, been implemented in the design and specifications.

TEST DRILLING AND SAMPLING PROCEDURES

Test Drilling Methods:

X Solid-stem Auger

Mud rotary, ASTM D5783

Casing advancer, ASTM D5872

Rock coring, ASTM D2113

X Core/Hand Auger

Note: Cone penetration test data can be used to interpret subsurface stratigraphy and can provide data on engineering properties of soils. The ASTM procedure does not include a procedure for determining soil classification from CPT testing. Soil classifications shown on

CPT logs are based on published procedures and are not based on physical ASTM soil classification tests.

Sampling Methods:

X SPT, ASTM D1586, Auto hammer (140 lb., 30" drop, 2" OD split spoon sampler)

X Grab Samples

Note: The number of hammer blows required to drive the SPT sampler 12 inches, after seating 6 inches, is termed the soil N-value and provides an indication of the soil's relative density and strength parameters at the sample location. SPT blow counts in 6 inch increments are recorded on the boring logs.

Drill Rig:

CME 55 LC (ATV)

CME 750 Rubber tired (ATV)

CME 95 Truck

X Geoprobe 7822

Geoprobe Rotary Sonic

Boreholes Backfilled With:

X Excavated soil

Cement bentonite grout

Piezometer or Monitoring Well (see notes on logs)

X Concrete or asphalt patch where appropriate

Sample Handling and Disposition:

X Samples labeled, placed in jars, returned to MTC Laboratory

X Discard after 60 days

0 10 20 30 40 50 60 70 80 90 100 1100

FOR CLARIFICATION OF FINE-GRAINED SOIL AND

FINE-GRAINED FRACTION OF COARSE-GRAINED SOILS

< 5 5 to 10 10 to 30 30 to 50 > 50

Relative Density SPT Blow CountDescriptive Terms

0 to 15 % 15 to 35 % 35 to 65 % 65 to 85 % 85 to 100 %

GENERAL NOTES

Very loose Loose Medium dense Dense Very dense

ORGANIC SILTS OR CLAYS OF

HIGH PLASTICITY WITH OR

WITHOUT SAND OR GRAVEL

CLAYEY SANDS WITH OR

WITHOUT GRAVEL

Plasticity Chart

GRAIN SIZE

Less than 5%

5 to 10%

15 to 25%

30 to 40%

50 to 100%

MINOR COMPONENT QUANTIFYING TERMS

COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) clean gravel and sands and (2) silty or clayey gravels and sands. Condition is rated according to relative density as determined by laboratory tests or standard penetration resistance tests.

TERMS DESCRIBING CONSISTENCY OR CONDITION

POORLY-GRADED GRAVELS

WITH OR WITHOUT SAND

SILTY GRAVELS WITH OR

WITHOUT SAND

WELL-GRADED SANDS WITH OR

WITHOUT GRAVEL

POORLY-GRADED SANDS WITH

SILT WITH OR WITHOUT

GRAVEL

CLEAN

SANDS WITH

LESS THAN

15% FINES

SANDS WITH

15% OR

MORE FINES

POORLY-GRADED SANDS WITH

OR WITHOUT GRAVEL

WELL-GRADED GRAVELS WITH

OR WITHOUT SAND

CLAYEY GRAVELS WITH OR

WITHOUT SAND

TYPICAL NAMES

CLEAN

GRAVELS

WITH LESS

THAN 15%

FINES

GRAVELS

WITH 15%

OR MORE

FINES

GRAVELS

MORE THAN

HALF

COARSE

FRACTION IS

LARGER

THAN NO. 4

SIEVE

SANDS

MORE THAN

HALF

COARSE

FRACTION IS

FINER THAN

NO. 4 SIEVE

SIZE

C O

A R

S E

-G R

A

IN

E D

S O

IL

S

M O

R E

T H

A N

H A

LF

IS

C O

A R

S E

R T

H A

N N

O . 2

S

IE

V

E

MAJOR DIVISIONS

GW

GP

GM

GC

SW

SP

SP-SM

SM

SC

ML

CL

OL

MH

CH

OH

PT/OL

INORGANIC SILTS OF LOW TO

MEDIUM PLASTICITY WITH OR

WITHOUT SAND OR GRAVEL

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY WITH OR

WITHOUT SAND OR GRAVEL

ORGANIC SILTS OR CLAYS OF

LOW TO MEDIUM PLASTICITY

WITH OR WITHOUT SAND OR

GRAVEL

INORGANIC SILTS OF HIGH

PLASTICITY WITH OR WITHOUT

SAND OR GRAVEL

INORGANIC CLAYS OF HIGH

PLASTICITY WITH OR WITHOUT

SAND OR GRAVEL

SILTY SANDS WITH OR

WITHOUT GRAVEL

PEAT AND OTHER HIGHLY

ORGANIC SOILS

F

IN

E -G

R A

IN

E

D S

O

IL

S M

O R

E T

H A

N H

A

LF

IS

F

IN

E

R T

H A

N N

O . 2

S

IE

V

E

SILTS AND CLAYS

LIQUID LIMIT 50% OR LESS

SILTS AND CLAYS

LIQUID LIMIT GREATER

THAN 50%

HIGHLY ORGANIC SOILS

3. Preserved soil samples will be discarded after 60 days unless alternate arrangements have been made.

2. "Grades with" or "Grades without" may be used to describe soil when characteristics vary within a stratum.

SPT Blow CountDescriptive Terms

< 2 2 to 4 4 to 8 8 to 15 15 to 30 > 30

< 0.25

0.25 to 0.5

0.5 to 1.0

1.0 to 2.0

2.0 to 4.0 > 4.0

Very soft Soft Medium stiff Stiff Very stiff Hard

Unconfined Compressive

TRACE

FEW

LITTLE

SOME

MOSTLY

LIQUID LIMIT (LL)

P

LA

S T

IC

IT

Y I

N D

E X

P

I)

SAMPLE TYPES AND NUMBERING

U Shelby tube sample, ASTM D1587

R Rock core run

1. Classifications are based on the United Soil Classification System and include consistency, moisture, and color. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate.

S Other than 2" split barrel sample

L SPT with liner, ASTM D1586

A Auger cuttings

G Geoprobe liner

C U

D

FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings, SPT blow count, or unconfined compression tests.

>12"

12" to 3"

3" to 0.75"

0.75" to No. 4

No. 4 to No. 10

No. 10 to No.40

No. 40 to No. 200

60D greater than 4; between 1 and 3 between 1 and 3

D 10 x D60

30D C

C

60Dx10D

10D 60D

C C

( D 30 )2 greater than 6;=C U

( )2

S SPT, split barrel sample, ASTM D1586

Per ASTM D2487, the following conditions must be met based on laboratory testing to justify the label 'well graded' in a soil description.

Gravel:

Sand:

BOULDER

COBBLE

COARSE GRAVEL

FINE GRAVEL

COARSE SAND

MEDIUM SAND

FINE SAND

BORING LOG TERMINOLOGY AND ASTM D 2488

CLASSIFICATION OUTLINE

During - indicates water level encountered during the boring End- indicates water level immediately after drilling Date and Depth - Measurements at indicated date

GROUNDWATER OBSERVATIONS:

ML OL

OR

ORCL

OL

MH OH

OR

CL-ML

"A " L

IN

E"U

" L

IN

E

CH

OH

OR

Strength TSF

1-1-4 N=5

3-6-7-7 N=13

1.5

2.0

S-1

S-2

0.9

5.0

2 1/2" HMA; 8" Gravel Base

Brown lean CLAY with gravel; mostly clayey fines, little coarse to fine gravel, moist

End of Boring

2.5

4.0

16.1

13.8

CL

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Plante Moran Realpoint

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch.

Dia. Groundwater, ft.

Depth, ft.

Notes:

Drill Type:

Crew Chief:

Project:

N=387019.8 E=13438344.0 (MI South ift)

11/22/2023

IAMS

Type

End

Datum:771.0 ft

Client:

3 1/2" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Birmingham, Troy, Bringham Farms

Date Begin:

Core

Tube

SPT Hammer

None

Sampler

Auto

SSA

2"

Location:

NA

Date End: 11/22/2023

Casing

Tooling

Coordinates:

Field Eng.:

Geoprobe 7822

Rev. By:

Depth Drilled: 5.0 ft.

SPT

Pembroke Elementary School Pavements

Delayed Groundwater, ft.

Penetration

(Blows Per 6")

ASTM D 1586

Recov.

FT. REMARKS

Sample

Number

231762.1

Boring No.:

LOG

OF

BORING

Project No.:

*DESCRIPTION QP

tsf

DD

pcf

MST

*USCS

Group

Symbol

Sheet: 1 of 1

B-101

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

Elev.

FT.

Depth

FT.

770.5

770.0

769.5

769.0

768.5

768.0

767.5

767.0

766.5

766.0

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

25-11-5 N=16

6-10-10-12 N=20

1.4

2.0

S-1

S-2

2.7

5.0

3 1/2" HMA; 29" Gravel Base

Brown lean CLAY with gravel; mostly clayey fines, little coarse to fine gravel, moist

End of Boring

3.0 13.7CL

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Plante Moran Realpoint

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch. Cave in at 3.0 ft.

Dia. Groundwater, ft.

Depth, ft.

Notes:

Drill Type:

Crew Chief:

Project:

N=387008.0 E=13438424.4 (MI South ift)

11/22/2023

IAMS

Type

End

Datum:771.6 ft

Client:

3 1/2" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Birmingham, Troy, Bringham Farms

Date Begin:

Core

Tube

SPT Hammer

None

Sampler

Auto

SSA

2"

Location:

NA

Date End: 11/22/2023

Casing

Tooling

Coordinates:

Field Eng.:

Geoprobe 7822

Rev. By:

Depth Drilled: 5.0 ft.

SPT

Pembroke Elementary School Pavements

Delayed Groundwater, ft.

Penetration

(Blows Per 6")

ASTM D 1586

Recov.

FT. REMARKS

Sample

Number

231762.1

Boring No.:

LOG

OF

BORING

Project No.:

*DESCRIPTION QP

tsf

DD

pcf

MST

*USCS

Group

Symbol

Sheet: 1 of 1

B-102

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

Elev.

FT.

Depth

FT.

771.1

770.6

770.1

769.6

769.1

768.6

768.1

767.6

767.1

766.6

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

3-5-7 N=12

9-10-13-13 N=23

1.5

2.0

S-1

S-2

1.0

5.0

4 1/2" HMA; 8" Gravel Base

Brown lean CLAY; mostly clayey fines, few coarse to fine gravel, moist

End of Boring

4.5+

4.5

13.8

15.0

CL

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Plante Moran Realpoint

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch. Cave in at 4.5 ft.

Dia. Groundwater, ft.

Depth, ft.

Notes:

Drill Type:

Crew Chief:

Project:

N=386865.1 E=13438579.7 (MI South ift)

11/22/2023

IAMS

Type

End

Datum:768.3 ft

Client:

3 1/2" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Birmingham, Troy, Bringham Farms

Date Begin:

Core

Tube

SPT Hammer

None

Sampler

Auto

SSA

2"

Location:

NA

Date End: 11/22/2023

Casing

Tooling

Coordinates:

Field Eng.:

Geoprobe 7822

Rev. By:

Depth Drilled: 5.0 ft.

SPT

Pembroke Elementary School Pavements

Delayed Groundwater, ft.

Penetration

(Blows Per 6")

ASTM D 1586

Recov.

FT. REMARKS

Sample

Number

231762.1

Boring No.:

LOG

OF

BORING

Project No.:

*DESCRIPTION QP

tsf

DD

pcf

MST

*USCS

Group

Symbol

Sheet: 1 of 1

B-103

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

Elev.

FT.

Depth

FT.

767.8

767.3

766.8

766.3

765.8

765.3

764.8

764.3

763.8

763.3

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

2-4-7 N=11

2-4-10-12 N=14

1.5

1.6

Fill: 0' to 1.7'

A-1

S-2

S-3

0.3

1.7

5.0

3 1/2" HMA

Dark brown poorly graded SAND with clay;

mostly coarse to fine sand, few clayey fines, moist. Fill with strong organic odor

Brown lean CLAY; mostly clayey fines, few coarse to fine gravel, moist

End of Boring

4.5+

4.5+

15.3

13.2

SP-SC

CL

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Plante Moran Realpoint

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch. Cave in at 4.0 ft.

Dia. Groundwater, ft.

Depth, ft.

Notes:

Drill Type:

Crew Chief:

Project:

N=386714.5 E=13438491.2 (MI South ift)

11/22/2023

IAMS

Type

End

Datum:768.4 ft

Client:

3 1/2" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Birmingham, Troy, Bringham Farms

Date Begin:

Core

Tube

SPT Hammer

None

Sampler

Auto

SSA

2"

Location:

NA

Date End: 11/22/2023

Casing

Tooling

Coordinates:

Field Eng.:

Geoprobe 7822

Rev. By:

Depth Drilled: 5.0 ft.

SPT

Pembroke Elementary School Pavements

Delayed Groundwater, ft.

Penetration

(Blows Per 6")

ASTM D 1586

Recov.

FT. REMARKS

Sample

Number

231762.1

Boring No.:

LOG

OF

BORING

Project No.:

*DESCRIPTION QP

tsf

DD

pcf

MST

*USCS

Group

Symbol

Sheet: 1 of 1

B-104

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

Elev.

FT.

Depth

FT.

767.9

767.4

766.9

766.4

765.9

765.4

764.9

764.4

763.9

763.4

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

9-3-3 N=6

3-5-9-7 N=14

1.3

1.8

Fill: 0' to 3.2'

S-1

S-2

0.4

2.5

3.2

5.0

4 1/2" HMA

Gray poorly graded SAND with gravel;

mostly coarse to fine sand, some fine gravel, moist, Fill

Grades wet at 1.8'

Dark brown lean CLAY with gravel; mostly clayey fines, little coarse to fine gravel, moist, Fill

Brown lean CLAY; mostly clayey fines, few coarse to fine gravel, moist

End of Boring

2.5

2.75 18.0

SP

CL

CL

Component Percentages: Trace < 5%, Few 5-10%, Little 15-25%, Some 30-45%, Mostly 50-100% QP = Calibrated Penetrometer (tons/sq. ft.)

Plante Moran Realpoint

Plugging Record: Backfilled borehole with compacted cuttings, patched pavement with cold patch. Cave in at 3.0 ft.

Dia. Groundwater, ft.

Depth, ft.

Notes:

Drill Type:

Crew Chief:

Project:

N=386728.5 E=13438234.7 (MI South ift)

11/22/2023

IAMS

Type

End

Datum:771.9 ft

Client:

3 1/2" During

DateElevation:

RS

NAVD 88 (GPS Observation)

Birmingham, Troy, Bringham Farms

Date Begin:

Core

Tube

SPT Hammer

1.8

Sampler

Auto

SSA

2"

Location:

NA

Date End: 11/22/2023

Casing

Tooling

Coordinates:

Field Eng.:

Geoprobe 7822

Rev. By:

Depth Drilled: 5.0 ft.

SPT

Pembroke Elementary School Pavements

Delayed Groundwater, ft.

Penetration

(Blows Per 6")

ASTM D 1586

Recov.

FT. REMARKS

Sample

Number

231762.1

Boring No.:

LOG

OF

BORING

Project No.:

*DESCRIPTION QP

tsf

DD

pcf

MST

*USCS

Group

Symbol

Sheet: 1 of 1

B-105

* Visual estimate following ASTM D 2488 unless laboratory testing has been performed. Stratification changes are approximated between samples.

Elev.

FT.

Depth

FT.

771.4

770.9

770.4

769.9

769.4

768.9

768.4

767.9

767.4

766.9

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

SUMMARY OF LABORATORY TEST DATA

* S – Split Spoon Sample (ASTM D 1586) PROJECT NO.: 231762.1

PAGE: 1 OF 1

Boring

Number

Sample

No.*

Sample

Depth

(ft)

Sample

Description

(USCS

Symbol)

Natural

Moisture

Content

B-101 S-1 1.25-2.75 CL 16.1

B-101 S-2 3.0-5.0 CL 13.8

B-102 S-2 3.0-5.0 CL 13.7

B-103 S-1 1.5-3.0 CL 13.8

B-103 S-2 3.0-5.0 CL 15.0

B-104 S-2 1.5-3.0 CL 15.3

B-104 S-3 3.0-5.0 CL 13.2

B-105 S-2 3.0-5.0 CL 18.0

Pembroke Elementary – Project Specifications 2025 Pavement Program Summary of Work T24044.PAV3 01103 - 1 October 22, 2024

SECTION 01103

SUMMARY OF WORK

PART 1 – GENERAL REQUIREMENTS

1.01 DESCRIPTION OF WORK

A. The Work shall be completed at:

Pembroke Elementary

955 Eton St

Troy, MI 48084

B. Area totals are as noted in plans and documents.

NOTE: Contractor is responsible for verification of all quantities and measurements.

1.02 BASE SCOPES OF WORK

A. General: This Section is for the convenience of the Contractor only and should not be construed as a complete accounting of all Work to be performed.

B. The extent of the Work is indicated on the Drawings and by the requirements in each Specification Section.

C. Base Bid Description of Work

1. General Conditions and Mobilization – This item of work shall include but not limited to all cost associated with mobilizing equipment, material and personnel, traffic controls, safety devices, access to right of way, permits, any permit review and inspection fees, staging, temporary protection, barricading, supervision, temporary facilities, sanitary conveniences, access to and from site, protection of property, storm structure inlet filters, warranty audit program, daily and final clean-up, etc. as required to complete the work. This item will be paid for on a Lump Sum (LS) basis.

2. Performance & Payment Bonds – As required in Section 00600. This item will be paid for on a Lump Sum (LS) basis.

3. Contingency Allowance - This item is a Lump Sum (LS) allowance to be used at the Owner’s discretion. Any unused allowance will be returned to the Owner.

2025 Pavement Program Summary of Work T24044.PAV3 01103 - 2 October 22, 2024

4. Construction Survey & Staking – This item of work includes all labor, equipment, and material required to survey and construction stake the project site affected by construction activities. Including locating and staking the R.O.W., property lines, and project limits. This pay item also includes establishing grades and elevations (vertical and horizontal controls) to facilitate drainage and maintain grade for subgrade, aggregate base, cement stabilized base, pavement, drainage ditches, sidewalk, swales, storm sewers (including underdrain) and structures. The Contractor will be responsible for ensuring that the final grade of the newly installed pavement matches the original grade of the pavement prior to removal. If requested the Contractor will provide such documentation to the City of Troy that the reconstruction of the parking lot resulted in no change in finished grades. This item will be paid for on a Lump Sum (LS) basis.

5. Soil Erosion Control – This item of work includes all labor and material required to implement and maintain an Erosion and Sedimentation Control Plan including check dams, inlet filters, silt fence, washout basins, etc. during construction campus wide. All erosion and sedimentation control measures taken for work completed on the project site must be per the State, County, and City of Troy requirements. Any permits required for this pay item, review fees and inspection fees will be paid for by the Contractor. This item will be paid for on a Lump Sum (LS) basis.

6. Milling 5” +/- Full Depth to Remove All Existing Pavement at Areas P-1 – This item of work includes all materials and labor associated with performing full depth milling to ensure complete removal of the existing pavement. Full depth saw cut shall be performed at pavement milling limits to provide clean edge for adjacent pavement placement. Legally dispose of milled materials off site. See Detail D-1. This item shall be paid for on a Square Foot (SF) basis. Reference Section 02741 – Asphalt Paving for specifications.

7. Milling 4” +/- Full Depth to Remove All Existing Pavement at Areas P-2, P-3 & P- 4 – This item of work includes all materials and labor associated with performing full depth milling to ensure complete removal of the existing pavement. Full depth saw cut shall be performed at pavement milling limits to provide clean edge for adjacent pavement placement. Legally dispose of milled materials off site. See Detail D-1. This item shall be paid for on a Square Foot (SF) basis. Reference Section 02741 – Asphalt Paving for specifications.

8. Excavate/ Remove 10" of Existing Subbase Material at Area P-1 – This item of work includes all labor and material required to excavate the existing subbase and subgrade to a minimum depth of 10” to accommodate the placement of 10” of aggregate base course. Legally dispose of excavated materials off site. The grading & compaction of the subgrade to 95% of its maximum density will be paid for as part of the “Finish Grade & Compact to Ensure Positive Drainage & Density ….” pay item. See Detail D-1. This item shall be paid for on a Square Foot (SF) basis. Reference Section 02303 – Earthwork for Pavement.

9. Excavate/ Remove 8" of Existing Subbase Material at Areas P-2 & P-3 – This item of work includes all labor and material required to excavate the existing subbase and subgrade to a depth of 8” to accommodate the placement of 8” of aggregate base course compacted in place. Legally dispose of excavated materials off site. The grading & compaction of the subgrade to 95% of its maximum density will be paid for as part of the “Finish Grade & Compact to Ensure Positive Drainage & Density ….”

pay item. See Detail D-1. This item shall be paid for on a Square Foot (SF) basis.

2025 Pavement Program Summary of Work T24044.PAV3 01103 - 3 October 22, 2024

10. Allowance for Undercutting Insufficient Sub-Base 12” at Areas P-1, P-2, P-3 & P- 4 per Detail D-2 – This item of work includes all material and labor associated with undercutting sub-base areas deemed insufficient after proof rolling of existing sub-base. This item includes excavation to a minimum of 12" below existing sub-base and placement of MI-DOT 21AA limestone aggregate base compacted in place to 98% of its maximum density. Legally dispose of excavated materials off site. This item of work is discretionary and will be directed by the Engineer. Any unused quantity will be returned to the Owner based on the unit process provided. This item shall be paid for on a per Square Foot (SF) basis.

11. Provide & Install MI-DOT 21AA Dense Graded Limestone Aggregate Base C.I.P at Area P-4 as Needed – This item of work includes all material and labor associated with providing and installing MI-DOT 21AA dense graded Limestone Aggregate Base Course as directed by the Engineer to correct insufficiencies in the subbase.