Lapeer Spec Attachments 551_22225.pdf
PDF 3 MB Posted
- Solicitation number
- RFQ - 171 - 230000000308
- Issued by
- Lapeer County, Lansing City, Michigan
About this file
This document contains attachments related to a state and local contract opportunity for the repaving of the Michigan State Police (MSP) Lapeer Post parking lot. The project, titled "551/22225. MNB; MSP Lapeer Post #34 - Repave Parking Lot", is located in Lapeer, Michigan. The document provides details on the specifications, topographical survey, and hand auger borings for the project. Bid attachments must be uploaded to the SIGMA VSS system, and questions should be emailed to the designated contact. The bid deadline is 2:00 p.m. on an unspecified date.
The document outlines the existing pavement conditions at the Lapeer site, including the thickness of the asphalt pavement, the presence of fill soils, and the results of the dynamic cone penetrometer (DCP) testing. Based on the geotechnical exploration, recommendations are provided for pavement rehabilitation options, including milling, excavation, and replacement of subbase and base materials, as well as HMA overlay. The document also specifies a standard duty pavement section for the project.
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Project Specification Attachments
LEGEND
NTH Consultants, Ltd.
Infrastructure Engineering Environmental Services Facilities Engineering
Northville, MI Lansing, MI Detroit, MI Grand Rapids, MI
PROJECT NAME:
REV DATE: DESCRIPTION
SUBMITTAL
PROJECT LOCATION:
SHEET TITLE:
NTH PROJECT NO.:DESIGNED BY:
SHEET NUMBER:
DATE:
CAD FILE NAME:
SHEET SIZE:
22-02347 TOPO NTH
22-000364
SEAL/STAMP:
KEY MAP: (NOT TO SCALE)
DRAWN BY:
CHECKED BY:
ARCH D (24"x36")
DTMB STATE POLICE
PARKING LOT DESIGN
LAPEER POST
975 S. MAIN ST,
LAPEER, MI 48446
NORTH ARROW:
3 WORKING DAYS
1-800-482-7171
CALL MISS DIG
BEFORE YOU DIG
N
Livonia, MI (Laboratory) www.nthconsultants.com
TOPOGRAPHIC SURVEY
MRJ
MRJ
ATS 9/14/2022
N
PROPERTY DESCRIPTION
SURVEYOR'S NOTES
BENCHMARK
KEM-TEC
C
LA
R K
R D
BA
LD
W
IN
R D
McCORMICK DR
SITE
MANHOLE SCHEDULE
SURVEYOR'S CERTIFICATION
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BENCHMARK #2
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BENCHMARK #1
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S. MAIN ST 86' PUBLIC RIGHT OF WAY ASPHALT
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8" STM
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12" STM
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8"SAN
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8"SAN
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6"SAN
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12" STM
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8"SAN
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4"STM
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8"STM
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12"WM
AutoCAD SHX Text N15° 06' 41"E
AutoCAD SHX Text 198.71'
AutoCAD SHX Text S85° 34' 40"E
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WV
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LIGHTPOST/LAMP POST
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MAIL BOX
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SOIL BORING
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SANITARY MANHOLE
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TRANSFORMER
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WATER VALVE
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GAS METER
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UTILITY POLE
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EMERGENCY PHONE
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TELEPHONE RISER
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FLAGPOLE
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SINGLE POST SIGN
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ANTENNA
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FLOOD LIGHT
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ROUND CATCH BASIN
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SQUARE CATCH BASIN
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STORM DRAIN MANHOLE
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WATER LINE
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BUILDING OVERHANG
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BUILDING
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EDGE OF GRAVEL
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EDGE OF CONCRETE (CONC.)
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EDGE OF ASPHALT (ASPH.)
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CONCRETE CURB
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WALL (AS NOTED)
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FENCE (AS NOTED)
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STORM LINE
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SANITARY LINE
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OVERHEAD UTILITY LINE
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GAS LINE
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PARKING
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ELECTRIC LINE
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RAISED CONCRETE
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BUILDING AREA
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MAJOR CONTOUR LINE
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MINOR CONTOUR LINE
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GROUND ELEVATION
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CONIFEROUS TREE (AS NOTED)
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DECIDUOUS TREE (AS NOTED)
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UNDERGROUND CABLE
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BOUNDARY LINE
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SCALE
AutoCAD SHX Text k:\survey\2022\22-02347\dwg\22-02347 topo nth.dwg Plotted: 9/14/2022 2:16 PM by Marina Jack Plotted: 9/14/2022 2:16 PM by Marina Jack9/14/2022 2:16 PM by Marina Jack by Marina JackMarina Jack
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IF YOU ARE GOING TO WORK NEAR OVERHEAD WIRES ... CALL MISS DIG
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COLOR CODES FOR UTILITY LOCATING:
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ALTERNATE NUMBER (811)
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OIL & GAS
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PHONE & CATV
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ELECTRIC
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WATER
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STORM DRAIN
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SEWER
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SURVEYING
AutoCAD SHX Text For free location of public utility lines.
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AutoCAD SHX Text THE LAND SITUATED IN THE CITY OF LAPEER, COUNTY OF LAPEER, STATE OF CITY OF LAPEER, COUNTY OF LAPEER, STATE OF , COUNTY OF LAPEER, STATE OF , STATE OF MICHIGAN, IS DESCRIBED AS FOLLOWS: T7N, R10E, SEC 8 BEG N89*21'36"E ALG E-W 1/4 LN 212.35 FT & N15*06'41"E 125.29 FT ALG E LN M-24 HWY FRM W 1/4 COR, CONTN 15*06'41"E ALG SD ROW 198.71 FT; TH S85*34'40"E 293.34 FT; TH N89*10'36"E 713.71 FT; TH S02*21'28"E ALG E LN OF W 1/2 NW 1/4 167.72 FT; THS89*21*36"W 1064.87 FT TO POB
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1. THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEES THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES OTHER THAN THE STRUCTURE INVENTORY SHOWN HEREON. 2. A CURRENT TITLE POLICY HAS NOT BEEN FURNISHED AT TIME OF SURVEY, THEREFORE EASEMENTS AND/OR ENCUMBRANCES AFFECTING SUBJECT PARCEL MAY NOT BE SHOWN.
AutoCAD SHX Text SITE BENCHMARK #1 MAG NAIL IN TREE, NW CORNER OF SITE. ELEVATION = 859.72' (NAVD 88) SITE BENCHMARK #2 LIGHT POLE ±60' NW OF SE BUILDING CORNER.ELEVATION = 864.56' (NAVD 88)
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MICHIGAN LICENSE NO. 47976
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ANTHONY T. SYCKO, JR., P.S.
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PROFESSIONAL SURVEYOR
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DRAFT
AutoCAD SHX Text I HEREBY CERTIFY THAT I HAVE SURVEYED THE PROPERTY HEREIN DESCRIBED. THE ELEVATIONS SHOWN HEREON ARE BASED ON A FIELD SURVEY AND THE DRAWING HEREON DELINEATED IS A CORRECT REPRESENTATION OF THE SAME.
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22556 GRATIOT AVE., EASTPOINTE, MI 48021
AutoCAD SHX Text TSycko@kemtec-survey.com cschlicht Text Box 10030 cschlicht Text Box 10026 cschlicht Text Box 10009 cschlicht Text Box 10139 cschlicht Text Box 10240 cschlicht Text Box 10284 cschlicht Line cschlicht Callout 4" Corrugated heading ENE obstructed nearly 100% with debris at 50'.
Shallow ditch above with grass and stone.
cschlicht Line cschlicht Callout Both drywells and PVC line between 10139 and 10240 appear clear and in good condition.
cschlicht Line cschlicht Line cschlicht Callout 12" line connecting 10009 and 10026 clear and in good condition. #10026 has some debris, #10009 showed stormwater flowing freely through all pipes cschlicht Text Box cschlicht Callout #10026 and #10030 filled with debris occupying nearly 50% of pipe which CCTV could not pass. No infiltration and visible part of pipe appears in good condition.
cschlicht Line cschlicht Line
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P a g e | 1
M e m o r a n d u m Memo Type: Project Team Memorandum Project No. 22000364-100R
To: Dave R. Lutz, P.E.
From: Deep Bansal, P.E., PMP, Tyler Dawson, Ph.D., P.E.
cc: Samantha Grant, P.E., Brock Bosack, P.E.
Date: November 4, 2022
Re: Subsurface Soil and Groundwater Condition & Pavement Design
Michigan State Police – Northville, Livonia, and Lapeer Facilities
NTH Consultants Ltd. (NTH) has completed a geotechnical exploration at each of the three Michigan State Police (MSP) locations to determine existing pavement and subsurface conditions for pavement design. The three locations include:
• Northville Site: MSP Laboratory located on West Seven Mile Road, Northville, Michigan,
• Livonia Site: MSP Regional Special Investigation Division at 18050 Deering St., Livonia, Michigan, and
• Lapeer Site: MSP at 975 S. Main St., Lapeer, Michigan.
Fieldwork associated with the geotechnical exploration was conducted from August 17th to August 22nd, 2022. The field exploration consisted of following for each site.
• Northville Site: 11 pavement cores, 11 hand augers, and 9 Dynamic Cone Penetrometer (DCP) tests
• Livonia Site: 7 pavement cores, 7 hand augers, and 3 DCPs
• Lapeer Site: 3 pavement cores, 4 hand augers, and 4 DCPs
DCPs and hand augers were performed within the cored pavement, where present. The DCPs were extended to a depth of 2.9 to 6 feet below ground surface. The hand augers were extended to a depth of 1.5 to 6 feet below ground surface. The approximate as-drilled
M e m o r a n d u m ( c o n t i n u e d )
P a g e | 2 locations of the cores, hand augers, and DCPs are depicted on the Exploration Location Plans, presented as Figure No. 1 in the Appendix.
NTH evaluated the soil and groundwater conditions encountered in the hand auger borings and presented these conditions in the form of individual Logs of Hand Auger Borings, Figure No. 2 in the Appendix. The stratification shown on the hand auger boring logs represents the soil conditions at the actual explored locations. Variations in subsoil conditions may occur between and away from the borings. Additionally, the strata depths/elevations represent the approximate boundary or transition between the soil types; however, the transition may be more gradual than shown.
The DCP test results are included as Figure No. 3 in the Appendix.
NTH evaluated the general subsurface conditions for each of the sites and summarized the conditions below.
NORTHVILLE SITE
Asphalt Pavement: The thickness of the asphalt pavement encountered ranges between 2.25 to 6 inches. The average asphalt pavement thickness was about 3 inches. The 6-inch layer encountered near the east entrance to the north parking lot was anomalous.
Fill Soils: Fill soils were encountered directly below the asphalt pavement in borings NV-1 through NV-3 and NV-5 through NV-11. Fill soil generally consisted of gravelly sand or sandy gravel with variable percentages of gravel, sand, and silt. The depth of granular fill ranged between about 0.7 to 1.7 feet. No fill soils were encountered in boring NV-4. Boring NV-8 and NV-11 were terminated within the fill soils due to auger refusal on suspected cobbles. A layer of silty clay fill soils was encountered below granular fill at the location of NV-2.
Native Granular Soils: Fill soils were underlain by native granular soils in boring NV-4 through NV-7, NV-9, and NV-10. Native granular soils generally consist of silty sand or clayey silt with variable percentages of gravel, sand, silt, and clay. Native granular deposits extend to the explored depth of the borings at location NV-4, NV-5, NV-7, NV-9, and NV-10. In boring NV-6 native granular soils were found to extend to depth of 2.3 feet below ground surface and were underlain by native cohesive soils.
P a g e | 3
Native Cohesive Soils: In borings NV-1 through NV-3 and NV-6 native cohesive soils were encountered below the fill or native granular soils extending to the explored depth of the boring. Cohesive soil deposits generally consisted of silty clay with variable percentages of sand and gravel.
DCPs: The CBR values for the subsurface soils are generally greater than 5 to 6%. However, the CBR of soil at the location of NV-1 is below 4% to a depth of about 13 inches and increases to 5.5% to a depth of about 20 inches.
Groundwater Conditions: No groundwater was encountered in any of the borings advanced for this exploration. However, standing water was present in several depressed areas and the soils adjacent to the paved surfaces were frequently wet and rutted.
Existing Pavement Conditions: The existing pavement segments contain fatigue, longitudinal, transverse, block, and edge cracks ranging between low to high severity; few areas of depressions, especially near catch basins; and lack of edge support. The condition of each pavement segment is depicted and briefly described Table 1.
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Table 1 – Northville Site Pavement Conditions
Site Picture Location and Type of Pavement Distress
HMA and Granular Fill Thickness and Soil Type
Available Rehabilitation Options
NE entry part of the site: Section 1.1
• Moderate severity fatigue cracking
• Moderate severity edge cracking
• Moderate severity transverse cracking
HMA: 6 inches
Aggregate Base: N/A
Sand Subbase: Sand with Gravel (0.5 -feet)
Roadbed Soil: Sand
Boring: NV-07
Option 2
E entry part of the site: Section 1.2
• Low to moderate severity fatigue cracking
HMA: 2.5 inches
Aggregate Base: N/A
Sand Subbase: Gravelly Sand (1.3 - feet) Roadbed Soil: N/A
Boring: NV-11
Option 1
Or
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Table 1 – Northville Site Pavement Conditions - Continued
Site Picture Location and Type of Pavement Distress
HMA and Granular Fill Thickness and Soil Type
SW part of the site: Section 1.3 cracking
• Loss of edge support near catch basin
HMA: 2.5 inches
Aggregate Base: N/A
Sand Subbase: Gravelly Sand (1.3 - feet)
Roadbed Soil: N/A
Boring: NV-08
Option 1 or
S part of the site: Section 1.4
• High severity fatigue cracking
• Deterioration of paving joints
HMA: 2.25-3 inches
Aggregate Base: Gravelly Sand (0.5 to 1.5 -feet)
Sand Subbase: Silty Sand (0.3 - feet)
Roadbed Soil:
Boring: NV-10 and NV-05
Option 1
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Site Picture Location and Type of Pavement Distress
HMA and Granular Fill Thickness and Soil Type
S part of the site: Section 1.5
• Moderate severity fatigue cracking
• Deterioration of paving joints
HMA: 2.25 inches
Aggregate Base: Gravelly Sand (0.5 to 0.7 -feet)
Sand Subbase: Silty Sand (0.8 to 1.3 - feet) Roadbed Soil: Silty Clay
Boring: NV-06 and NV-09
S part of the site: Section 1.6 cracking
HMA: 3 inches
Aggregate Base: N/A
Sand Subbase: Silty Sand (4.7 - feet)
Roadbed Soil: N/A
Boring: NV-04
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Site Picture Location and Type of Pavement Distress
HMA and Granular Fill Thickness and Soil Type
N part of the site: Section 1.7 cracking
• Moderate severity transverse cracking
• Significant Depression
HMA: 4 inches
Aggregate Base: Sandy gravel (0.7 - feet)
Sand Subbase: N/A
Roadbed Soil: Silty Clay
Boring: NV-02
Option 2
Or
Option 2b
W part of the site: Section 1.8 cracking
HMA: 3 inches
Aggregate Base: Sandy Gravel (0.5 - feet)
Sand Subbase: N/A
Roadbed Soil: Silty Clay
Boring: NV-03
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Note:
Addition of subsurface drainage is recommended throughout
Option 1: Mill off entire HMA; Proof roll and compact; Cut and replace any yielding areas; Pave HMA
Option 2: Mill off entire HMA and excavate for required base and/or subbase; Proof roll and compact; Cut and replace any yielding areas; Place and compact subbase and base; Pave HMA
Option 2b: Mill off entire HMA and excavate for required subbase; Proof roll and compact; Cut and replace any yielding areas; Place and compact subbase and base; Pave HMA
Option 3: Overlay with HMA
Option 4: Mill off few inches of HMA and repave
Site Picture Location and Type of Pavement Distress
HMA and Granular Fill Thickness and Soil Type
W part of the site: Section 1.9
• Low to moderate severity fatigue cracking
• Deterioration of paving joints
HMA: 3 inches
Aggregate Base: Sandy Gravel (0.3 - feet)
Sand Subbase: N/A
Roadbed Soil: Silty Clay
Boring: NV-01
P a g e | 9
LIVONIA SITE
Asphalt Pavement: The thickness of the asphalt pavement encountered ranges between 2.25 to 8 inches. The average asphalt pavement thickness was about 5 inches.
Fill Soil: Fill soils were encountered below the asphalt pavement and consisted for silty sand, gravelly sand, or sandy gravel with variable percentages of gravel, sand, and silt. In boring LV- 6 ad LV-7 silty clay fill soil was encountered below the granular fill. The fill soils were found to extend to depth of 1.2 feet to explored depth of boring (4 feet). Boring LV-4 through LV-6 were terminated within the fill soils due to auger refusal.
Native Granular Soils: In boring LV-1 through LV-3 silty sand with variable percentages of gravel and clay was encountered. Native granular soils were found to extend to depth of 2.3 feet to explored depth of boring (4 feet). Boring LV-2 was terminated within the native granular soils.
Native Cohesive Soils: In boring LV-1, LV-3, and LV-7 silty clay with traces of sand was encountered below the fill soil or native granular soil. Silty clay was found to extend to the explored depths of the borings.
DCPs: The CBR value for the subsurface soils are as low as about 3.5 to 5% in portions of the tested profiles. These softer CBR values were encountered at depths ranging from about 10 to 42 inches below ground surface.
for this exploration. However, standing water was present in several depressed areas.
Existing Pavement Conditions: The existing pavement segments contain fatigue, transverse, and block cracks ranging between moderate to high severity; and few areas of depressions.
The condition of each pavement segment is depicted and briefly described Table 2.
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Table 2 – Livonia Site Pavement Conditions
Site Pictures
Location and Type of Pavement
HMA and Granular Fill Thickness and Soil Type
N part of the site: Section 2.1 cracking
• Small depressions
HMA: 3.5 inches
Aggregate Base: Sandy Gravel to Gravelly Sand (0.7 to 1.7 -feet)
Sand Subbase: Silty Sand (0.3 to 2 - feet)
Roadbed Soil: Silty Clay
Boring: LV-03 and LV-05
W part of the site: Section 2.2 cracking
• Moderate severity transverse cracking
HMA: 8 inches
Aggregate Base: Sandy Gravel (0.8 - feet)
Sand Subbase: Silty Sand (2.5 -feet)
Roadbed Soil: N/A
Boring: LV-02
Option 1 (protect the existing curb)
(Note: proposed surface elevation of the new pavement would be lower than the existing) or
Option 4 can be used with 4-inch milling
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Table 2 – Livonia Site Pavement Conditions - Continued
HMA and Granular Fill Thickness and Soil Type
SW entry part of the site: Section 2.3
• Moderate to high severity fatigue cracking
• High severity pothole
HMA: 5 inches
Aggregate Base: N/A
Sand Subbase: Gravelly Sand (0.8 - feet)
Roadbed Soil: Silty Sand (1.6 -feet)
Boring: LV-01
S part of the site: Section 2.4
• Moderate severity block cracking
HMA: 4.75 inches
Aggregate Base: Gravel (1.1 -feet)
Sand Subbase: Sand (2.5 - feet)
Roadbed Soil: N/A
Boring: LV-04
Option 4
(Note: 2.5 inches mill and fill)
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HMA and Granular Fill Thickness and Soil Type
S part of the site: Section 2.5 cracking
• Moderate severity pothole
HMA: 8 inches
Aggregate Base: N/A
Sand Subbase: Silty Sand (1.3 -feet)
Roadbed Soil: Silty Clay (0.8 -feet)
Boring: LV-07
Option 2
Or
Option 4 by milling 4 inches
(Note: stress reduction fabric should be used)
E part of the site: Section 2.6
Alligator cracking
• Deteriorated paving joints
• High severity transverse cracks
HMA: 2.25 inches
Aggregate Base: Gravelly Sand (0.3 - feet)
Sand Subbase: Silty Sand (1.8 -feet)
Roadbed Soil: Silty Clay
Boring: LV-06
Note:
Option 1: Mill off entire HMA; Proof roll and compact; Cut and replace any yielding areas; Pave HMA
Option 2: Mill off entire HMA and excavate for required base and/or subbase; Proof roll and compact; Cut and replace any yielding areas; Place and compact subbase and base; Pave HMA
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Option 3: Overlay with HMA
Option 4: Mill off few inches of HMA and repave
P a g e | 14
LAPEER SITE
Asphalt Pavement: The thickness of the asphalt pavement ranges between 3 to 8.5 inches.
Fill Soils/Topsoil: Fill soils were encountered directly below the asphalt pavement in boring LP-1 through LP-3, while LP-4 is located outside the existing parking lot. Granular fill soils consisted of silty sand with variable percentages of gravel and clay. In LP-4 1 foot of topsoil consisting of gravelly sand with trace silt was encountered at the ground surface. Fill soils extend between 1 and 3 feet below ground surface.
Native Granular Soils: Silty sand with trace to little clay with pocket penetrometer values ranging between 1.25 to 1.75 ksf was encountered below the fill soils or topsoil. Native granular soils were found to extend to depth of 2 feet to explored depth of boring (up to 6 feet).
Native Cohesive Soils: In boring LP-1 native silty clay with little sand and trace gravel was encountered below the native granular soil and extends to the explored depth (5 feet).
DCPs: The CBR value for the subsurface soils were as low as about 4 to 6% in LP-1 through LP- 3, at depths of about 12 to 60 inches. LP-4, located on the proposed parking lot area, has a higher CBR value of greater than 10%.
for this exploration.
Existing Pavement Conditions: The existing pavement segments contain fatigue, transverse, longitudinal, and block cracks ranging between moderate to high severity; and few areas of potholes. The condition of each pavement segment is depicted and briefly described Table 3.
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Table 3 – Lapeer Site Pavement Conditions
Site Pictures Location and Type of Pavement Distress
HMA and Granular Fill Thickness and Soil Type
W part of the site: Section 3.1 fatigue cracking
• Moderate severity transverse cracking
HMA: 6 inches
Aggregate Base: N/A
Sand Subbase: Silty Sand (1.5 -feet)
Roadbed Soil: Silty Sand
Boring: LP-01
Option 4 with 3-inch milling (Note: Stress relief fabric should be used) or
W part of the site: Section 3.2 transverse cracking
• Deteriorated paving joints
• Low severity pothole
HMA: 6 inches
Sand Subbase: Silty Sand (1.5 -feet)
Roadbed Soil: Silty Sand
Boring: LP-01
Option 4 with 3-inch milling (Note: Stress relief fabric should be used) or
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Table 3 – Lapeer Site Pavement Conditions - Continued
HMA and Granular Fill Thickness and Soil Type
Center part of the site: Section 3.3, 3.4
• Moderate to high severity fatigue cracking
• Moderate severity transverse cracking
• Deteriorated paving joints
• Low severity potholes
HMA: 3-8.5 inches
Aggregate Base: N/A
Sand Subbase: Silty Sand (0.3 to
2.7 - feet)
Roadbed Soil: Silty Sand
Boring: LP-02-03
Option 4 by milling off 4 inches and perform spot repair for the heavily damaged area
Center part of the site: Section 3.4
• Moderate severity fatigue cracking
• Moderate severity transverse cracking
• Deteriorated paving joints
HMA: 3 inches
Aggregate Base: N/A
Sand Subbase: Silty Sand (2.7 -feet)
Roadbed Soil: Silty Sand
Boring: LP-02
O:\Active PROJ\22000364_MSP Lab\780 - Memos\001-1104-MEMO.docx P a g e | 17
Table 3 – Lapeer Site Pavement Conditions - Continued
HMA and Granular Fill Thickness and Soil Type
E part of the site: Section 3.5 transverse cracking
• Deteriorated paving joints
HMA: N/A
Sand Subbase: Silty Sand (2 -feet)
Roadbed Soil: Silty Sand
Boring: LP-04
Option 4 by milling 3 inches or more depending on the pavement thickness identified in the field
P a g e | 18
Note:
Option 1: Mill off entire HMA; Proof roll and compact; Cut and replace any yielding areas;
Pave HMA
Option 2: Mill off entire HMA and excavate for required base and/or subbase; Proof roll and compact; Cut and replace any yielding areas; Place and compact subbase and base; Pave HMA
Option 3: Overlay with HMA
Option 4: Mill off few inches of HMA and repave
P a g e | 19
Recommendations
Based on the results of the geotechnical exploration and with consideration of the use of the options available recommendations are as follows:
After removal of the HMA, base, and/or subbase wherever necessary, the resulting surface should be thoroughly proof-rolled with a heavy rubber-tired vehicle such as a loaded dump truck or loaded front-end loader. Any areas that exhibit excessive movement or instability during proof-rolling should be stabilized by additional undercutting to remove the yielding soils and backfilling with compacted engineered fill to reach the level of the surrounding grade.
Following the successful completion of proof-rolling operations, the areas comprised of existing granular soils should be thoroughly proof-compacted using a medium vibratory roller, making a minimum of ten passes in each perpendicular direction. This is intended to densify the near-surface loose granular soils or soils that have been disturbed.
Based on the planned use of these pavements, NTH recommends a Standard Duty section for all three locations.
HMA section recommendations are listed below. Note that the sand subbase and aggregate base layers are listed for information only and will only apply if the entire pavement structure is removed or additional area is paved. So long as the proof roll passes, the existing base/subbase is considered adequate, as identified by the repair options, and only the HMA needs to be removed and replaced.
Summary of Standard Duty Section
Layer Mix Type Thickness (inches) Top Course 13A/36A EL PG 58-22 1.5
Leveling Course 13A EL PG 58-22 2.5 Aggregate Base Dense-Graded Aggregate (MDOT 21AA) 6
Aggregate Subbase Sand Subbase (MDOT Class II Sand) 12
This work was performed in accordance with the prevailing standard of practice in this area at the time the work was performed. NTH hopes that the information contained in this letter is adequate to fulfill your present needs.
P a g e | 20
Attachments:
Figure No. 1 - Exploration Location Plan
Figure No. 2 - Log of Hand Auger Borings
Figure No. 3 - DCP Test Data
NV-1
NV-4
NV-5
NV-6
NV-7
NV-8
NV-9
NV-10
NV-11
NV-2
NV-3
N
TH
C on su lta nt s, L td
In fra st ru ct ur e En gi ne er in g an d En vi ro nm en ta l S er vi ce s
IN
C
EP
D
AT
E:
C
AD
F
IL
E N
AM
E:
PL
O
T D
AT
E:
D R
AW
IN
G S
C
AL
E:
D
ES
IG
N
ED
B
Y:
N
TH
P R
O
JE
C T
N o.
C H
EC
KE
D B
Y:
D R
AW
N
B Y:
D
O ct
D
TM
B
ST
AT
E
PO
LI
C E
PA
R
KI
N
G L
O T
D
ES
IG
N
N O
R
TH
VI
LL
E, M
IC
H
IG
AN
FIGURE No.
JB D
ET
H
SY
S
EP
1"
0'
EX
PL
O R
AT
IO
N L
O C
AT
IO
N P
LA
N
N
W SEVEN MILE RD
SITE LOCATION MAP
LEGEND
SITE
N
PAVEMENT CORING, HAND AUGER BORING,
AND DYNAMIC CONE PENTROMETER (DCP) TEST
PERFORMED BY NTH CONSULTANTS, LTD.
ON AUGUST 17 & 18, 2022
080 80
GRAPHIC SCALE
1" = 80'
WALLED LAKE
BR
C
SX R
.R
PAVEMENT CORING AND HAND AUGER BORING
PERFORMED BY NTH CONSULTANTS, LTD.
ON AUGUST 17 & 18, 2022
N O
VI
R
D
SH
EL
D O
N R
D
6 MILE RD.
BR
AD
N
ER
R D
H
AG
G
ER
TY
R
D
ED
W
AR
D
H
IN
ES
7 MILE RD.
8 MILE RD.
DRIVE
N O
R
TH
VILLE R
D
SECTION 1.7
SECTION 1.9
SECTION 1.8
SECTION 1.6
SECTION 1.5
SECTION 1.4
SECTION 1.3
SECTION 1.2
SECTION 1.1
LV-6
LV-1
LV-3
LV-2
LV-4
LV-5
LV-7
N
TH
C on su lta nt s, L td
In fra st ru ct ur e En gi ne er in g an d En vi ro nm en ta l S er vi ce s
IN
C
EP
D
AT
E:
C
AD
F
IL
E N
AM
E:
PL
O
T D
AT
E:
D R
AW
IN
G S
C
AL
E:
D
ES
IG
N
ED
B
Y:
N
TH
P R
O
JE
C T
N o.
C H
EC
KE
D B
Y:
D R
AW
N
B Y:
D
O ct
D
TM
B
ST
AT
E
PO
LI
C E
PA
R
KI
N
G L
O T
D
ES
IG
N
LI
VO
N
IA
, M
IC
H
IG
AN
FIGURE No.
JB D
ET
H
SY
S
EP
1"
0'
EX
PL
O R
AT
IO
N L
O C
AT
IO
N P
LA
N
N
D E
E R
IN
G
S T
SITE LOCATION MAP
LEGEND
SITE
N
PAVEMENT CORE, HAND AUGER BORING,
AND DYNAMIC CONE PENTROMETER (DCP) TEST
PERFORMED BY NTH CONSULTANTS, LTD.
ON AUGUST 22, 2022
1" = 60'
GRAPHIC SCALE
6060 0
8 MILE RD. 8 MILE RD.
BELL BRANCH
M
ER
R
IM
AN
R
D
IN
KS
TE
R
R D
BE
EC
H -D
AL
Y
R D
6 MILE RD.
M
ID
D
LE
B
EL
T R
D
7 MILE RD.
UPPER
R
IVER
ROUGE
GRAND RIVER AVE.
PAVEMENT CORING AND HAND AUGER BORING
PERFORMED BY NTH CONSULTANTS, LTD.
ON AUGUST 22, 2022
SECTION 2.1
SE
C
TI
O N
.2
SECTION 2.3
SECTION 2.4
SECTION 2.5
SECTION 2.6
LP-4
LP-1
LP-2
LP-3
N
TH
C on su lta nt s, L td
In fra st ru ct ur e En gi ne er in g an d En vi ro nm en ta l S er vi ce s
IN
C
EP
D
AT
E:
C
AD
F
IL
E N
AM
E:
PL
O
T D
AT
E:
D R
AW
IN
G S
C
AL
E:
D
ES
IG
N
ED
B
Y:
N
TH
P R
O
JE
C T
N o.
C H
EC
KE
D B
Y:
D R
AW
N
B Y:
D
O ct
D
TM
B
ST
AT
E
PO
LI
C E
PA
R
KI
N
G L
O T
D
ES
IG
N
LA
PE
ER
, M
IC
H
IG
AN
FIGURE No.
JB D
ET
H
SY
S
EP
1"
0'
EX
PL
O R
AT
IO
N L
O C
AT
IO
N P
LA
N
1" = 50'
GRAPHIC SCALE
50 0 50
N
S L
A P
E E
R R
D
SITE LOCATION MAP
LEGEND
FARMERS CR.
M
AY & W
HITE DR.
HUNTERS
OREGON RD.
PEPPERMILL RD.
DEMILL RD.
TURRILL RD.
7 8
GENESEE RD.
CR.
C
LA
R K
R D
PASS
LAKE
WHELOCK
LAKE
HIGLEY RD.
BA
LD
W
IN
R D.
LAPEER
SITE
N
PAVEMENT CORING, HAND AUGER BORING,
AND DYNAMIC CONE PENTROMETER (DCP) TEST
PERFORMED BY NTH CONSULTANTS, LTD.
ON AUGUST 19, 2022
LA
PE
ER
R
D
HAND AUGER BORING
AND DYNAMIC CONE PENTROMETER (DCP) TEST
PERFORMED BY NTH CONSULTANTS, LTD.
ON AUGUST 19, 2022
SECTION 3.1
SECTION 3.2
SECTION 3.3
SECTION 3.4 SECTION 3.5
862.5
861.0
860.0
858.0
0.5
2.0
3.0
5.0
ASPHALT Pavement (6-Inches)
FILL: Brown SILTY SAND with Gravel
Gray SILTY SAND with Little Clay and Trace Gravel
Brown SILTY CLAY with Little Sand and Trace Gravel
END OF BORING AT 5.0 FEET.
Total Depth: 5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
* - Pocket Penetrometer Value Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/19/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LP-01
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
862.5
860.0
857.5
855.0
DEPTH DEPTH
(FT)
2.5
5.0
GROUND
SURFACE ELEVATION: 863.0
*3500
*3000
861.8
859.0
857.0
0.3
3.0
5.0
ASPHALT Pavement (3-Inches)
FILL: Brown SILTY SAND with Little Gravel and Trace Clay
Brown SILTY SAND with Trace Clay
END OF BORING AT 5.0 FEET.
Total Depth: 5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/19/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LP-02
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
860.0
857.5
855.0
852.5
DEPTH DEPTH
(FT)
2.5
5.0
GROUND
SURFACE ELEVATION: 862.0
862.3
862.0
859.5
0.7
1.0
3.5
ASPHALT Pavement (8.5-Inches)
FILL: Brown SILTY SAND with Little Gravel and Trace Clay
Brown SILTY SAND with Trace Clay
END OF BORING AT 3.5 FEET.
Total Depth: 3.5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
-Refusal on Possible Gravel Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/19/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LP-03
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
862.5
860.0
857.5
855.0
DEPTH DEPTH
(FT)
2.5
SURFACE ELEVATION: 863.0
862.0
860.0
857.0
1.0
3.0
6.0
TOPSOIL: Brown GRAVELLY SAND with Trace Silt
Brown SILTY SAND
Brown SILTY SAND with Trace Clay
END OF BORING AT 6.0 FEET.
Total Depth: 6 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings GPS Coordinates:
Drilling Date: 8/19/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LP-04
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
862.5
860.0
857.5
855.0
DEPTH DEPTH
(FT)
2.5
5.0
SURFACE ELEVATION: 863.0
635.6
634.8
633.3
632.0
0.4
1.2
2.8
4.0
ASPHALT Pavement (5-Inches)
FILL: Brown GRAVELLY SAND
Dark Brown SILTY SAND with Trace Gravel
Gray SILTY CLAY with Trace Gravel;
Occasional Sand Lenses
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
* - Pocket Penetrometer Value Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/22/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LV-01
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
635.0
632.5
630.0
627.5
DEPTH DEPTH
(FT)
2.5
GROUND
SURFACE ELEVATION: 636.0
635.3
634.5
632.0
0.7
1.5
4.0
ASPHALT Pavement (8-Inches)
FILL: Brown SANDY GRAVEL
Brown SILTY SAND with Trace Gravel;
Occasional Gray Silty Clay Lenses
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/22/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LV-02
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
635.0
632.5
630.0
627.5
DEPTH DEPTH
(FT)
2.5
635.7
634.0
633.7
632.0
0.3
2.0
2.3
4.0
ASPHALT Pavement (3.5-Inches)
FILL: Brown GRAVELLY SAND
Brown SILTY SAND with Trace Gravel
Brown SILTY CLAY with Trace Sand
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
* - Pocket Penetrometer Value Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/22/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LV-03
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
635.0
632.5
630.0
627.5
DEPTH DEPTH
(FT)
2.5
GROUND
*2500
635.6
634.5
632.0
0.4
1.5
4.0
ASPHALT Pavement (4.75-Inches)
FILL: Brown GRAVEL with Trace Sand
FILL: Brown SAND with Trace Gravel
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/22/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LV-04
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
D T
/3
/2
SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
635.0
632.5
630.0
627.5
DEPTH DEPTH
(FT)
2.5
635.7
635.0
633.0
0.3
1.0
3.0
ASPHALT Pavement (3.5-Inches)
FILL: Brown SANDY GRAVEL
FILL: Brown SILTY SAND with Trace Gravel
END OF BORING AT 3.0 FEET.
Total Depth: 3 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/22/2022
LO
G
O F
H A
N D
A U
G E
R B
O R
IN
G
H
A B
.G P
J N
T H
C O
R P
O R
A T
E .G
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LV-05
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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/3
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
635.0
632.5
630.0
627.5
DEPTH DEPTH
(FT)
2.5
635.8
635.5
633.7
632.0
0.2
0.5
2.3
4.0
ASPHALT Pavement (2.25-Inches) FILL: Dark Gray GRAVELLY SAND with
Trace Silt
FILL: Gray SILTY SAND with Trace Clay
FILL: Dark Gray SILTY CLAY with Little Sand and Trace Organics (roots, etc.)
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/22/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LV-06
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
635.0
632.5
630.0
627.5
DEPTH DEPTH
(FT)
2.5
634.3
633.0
632.2
631.0
0.7
2.0
2.8
4.0
ASPHALT Pavement (8-Inches)
FILL: Dark Brown SILTY SAND with Trace Organics (roots, etc.)
FILL: Dark Gray SILTY CLAY with Trace Sand and Organics (roots, etc.)
Gray SILTY CLAY with Trace Sand
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
* - Pocket Penetrometer Value Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/22/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: LV-07
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
635.0
632.5
630.0
627.5
625.0
DEPTH DEPTH
(FT)
2.5
GROUND
SURFACE ELEVATION: 635.0
*3500
831.7
831.4
829.0
0.3
0.6
3.0
ASPHALT Pavement (3.5-Inches) FILL: Brown SANDY GRAVEL with Trace
Silt
Mottled Brown/Gray SILTY CLAY with Trace Sand and Gravel
END OF BORING AT 3.0 FEET.
Total Depth: 3 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
* - Pocket Penetrometer Value Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-01
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
830.0
827.5
825.0
822.5
DEPTH DEPTH
(FT)
2.5
GROUND
SURFACE ELEVATION: 832.0
831.7
831.0
830.5
828.0
0.3
1.0
1.5
4.0
ASPHALT Pavement (4-Inches)
FILL: Brown SANDY GRAVEL
Brown SILTY CLAY with Little Sand and Trace Gravel
Gray SILTY CLAY with Little Gravel and Trace Sand
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-02
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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/3
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
830.0
827.5
825.0
822.5
DEPTH DEPTH
(FT)
2.5
GROUND
SURFACE ELEVATION: 832.0
* - Pocket Penetrometer Value
835.8
835.3
834.0
832.5
0.3
0.8
2.0
3.5
ASPHALT Pavement (3-Inches)
FILL: Brown SANDY GRAVEL
Brown SILTY CLAY with Trace Sand
Mottled Brown/Gray SILTY CLAY with Trace Sand
END OF BORING AT 3.5 FEET.
Total Depth: 3.5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
* - Pocket Penetrometer Value Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-03
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
835.0
832.5
830.0
827.5
DEPTH DEPTH
(FT)
2.5
GROUND
SURFACE ELEVATION: 836.0
823.8
819.0
0.3
5.0
ASPHALT Pavement (3-Inches)
Brown SILTY SAND with Trace Clay and Gravel
END OF BORING AT 5.0 FEET.
Total Depth: 5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-04
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
822.5
820.0
817.5
815.0
DEPTH DEPTH
(FT)
2.5
5.0
SURFACE ELEVATION: 824.0
826.8
826.2
824.0
0.3
0.8
3.0
ASPHALT Pavement (3-Inches)
FILL: Brown GRAVELLY SAND
Brown SILTY SAND with Little Gravel and Trace Clay
END OF BORING AT 3.0 FEET.
Total Depth: 3 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-05
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
825.0
822.5
820.0
817.5
DEPTH DEPTH
(FT)
2.5
SURFACE ELEVATION: 827.0
826.8
826.0
824.7
822.0
0.3
1.0
2.3
5.0
ASPHALT Pavement (3-Inches)
FILL: Brown GRAVELLY SAND with Trace Silt
Brown SILTY SAND; Occasional Silty Clay Seams
Gray SILTY CLAY with Trace Sand
END OF BORING AT 5.0 FEET.
Total Depth: 5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-06
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
825.0
822.5
820.0
817.5
DEPTH DEPTH
(FT)
2.5
5.0
GROUND
SURFACE ELEVATION: 827.0
* - Pocket Penetrometer Value
845.5
845.0
842.3
842.0
0.5
1.0
3.8
4.0
ASPHALT Pavement (6-Inches)
FILL: Brown SAND with Little Gravel
Brown SAND with Trace Clay
Brown CLAYEY SILT with Trace Sand
END OF BORING AT 4.0 FEET.
Total Depth: 4 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-07
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
845.0
842.5
840.0
837.5
DEPTH DEPTH
(FT)
2.5
SURFACE ELEVATION: 846.0
837.8
836.5
0.2
1.5
ASPHALT Pavement (2.5-Inches)
FILL: Brown GRAVELLY SAND with Trace Silt
END OF BORING AT 1.5 FEET.
Total Depth: 1.5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Refusal on Large Cobble Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-08
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
837.5
835.0
832.5
830.0
DEPTH DEPTH
(FT)
SURFACE ELEVATION: 838.0
827.8
827.3
826.5
0.2
0.7
1.5
ASPHALT Pavement (2.25-Inches) FILL: Brown GRAVELLY SAND with Trace
Silt
Brown SILTY SAND with Trace Gravel
END OF BORING AT 1.5 FEET.
Total Depth: 1.5 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Refusal on Large Cobble Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-09
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
LO
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SUBSURFACE PROFILE
ELEVPRO-
FILE
ELEV.
(FT)
827.5
825.0
822.5
820.0
DEPTH DEPTH
(FT)
SURFACE ELEVATION: 828.0
830.8
829.3
829.0
0.2
1.7
2.0
ASPHALT Pavement (2.25-Inches)
FILL: Brown GRAVELLY SAND with Little Cobbles and Trace Silt
Brown SILTY SAND with Trace Clay
END OF BORING AT 2.0 FEET.
Total Depth: 2 FT
Inspector: J. Bravo
Water Level Observation:
Groundwater not encountered during or upon completion of drilling.
Figure No. 2
Drilling Method:
Plugging Procedure:
Refusal on Large Cobble Notes:
3-Inch Diameter Bucket Hand Auger
Backfilled with soil cuttings and pavement core restored using cold patch
GPS Coordinates:
Drilling Date: 8/18/2022
LO
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SOIL SAMPLE DATA
LOG OF HAND AUGER BORING NO: NV-10
SAMPLE NO. MOIST.
CONTENT (%)FIELD TEST DRY DENSITY
(PCF)
UNCONF. COMP
ST (PSF)
NTH Consultants, Ltd.NTH Consultants, Ltd.
Checked By: D.BansalProject Location: Northville, Livonia, Lapeer, MI
Project Name: DTMB State Police Parking Lots NTH Proj. No.: 22000364-HAB
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SUBSURFACE…
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