Geotechnical Exploration Report.pdf

AGES of JAX, Inc.

P O Box 24008, Jacksonville Fl 32241-4008

9556 Historic Kings Road South, Suite 201 � Jacksonville, Florida 32257-2010

(904) 886-0766 � (904) 880-5190 (FAX)

March 10, 2025

CRAWFORD, MURPHY & TILLY

7400 Baymeadows Way Ste 220 Jacksonville, Florida 32256

Attn: Mr. Paul Ina, P.E.

Re: Report of Preliminary Geotechnical Exploration & Engineering Evaluation Blake Avenue Roadway Improvements Plainfield Street to River Road Orange Park, Florida

AGES Job No. J21789, Report No. 001

Team:

AGES of JAX, (AGES), Inc. has completed the requested pavement coring and auger borings along the Smith Street alignment. Our services were performed in general accordance with AGES’ Service Authorization Sheet which was dated January 7, 2025. Formal authorization of our services was provided by Paul Ina P.E. on that same date. This report includes: (1) a summary of the testing that was performed and the soil and groundwater conditions that were encountered; (2) the estimated SN of the existing pavement section; (3) pavement milling and resurfacing recommendations; (4) new pavement design and construction recommendations for lane widening; (5) a design LBR value for use in new pavement design;

and (6) an underdrain evaluation.

1.0 PROJECT BACKGROUND INFORMATION

Project information has been provided by Crawford Murphy Tilly (CMT) representatives Paul Ina P.E. and Bill Jankowski during recent telephone and email conversations. We have been provided with a Aerial Site Plan (prepared by CMT, undated) which shows the project limits and existing site conditions.

We understand that roadway and drainage improvements are being prepared for a 2,300 feet long segment of Blake Avenue from the intersection of Plainfield Street to River Road in Orange Park, Florida.

The existing roadway consists of asphalt pavement with curbs. The pavement is in Fair to Poor Condition with alligator cracking and oxidation. The planned improvements may include: (1) widening the existing street; (2) milling and resurfacing the existing asphalt paved street; and (3) installation of underdrains behind the curb, if necessary.

2.0 PAVEMENT CORING & SUBSURFACE TESTING - SCOPE OF WORK

The pavement coring and subsurface testing program, which was conducted during the period of January 13 - 16, 2025, included nine(9) pavement cores and 6-feet deep auger borings (C1 - C9) (on 300 feet centers)in the roadway to determine existing pavement section and pavement subgrade conditions; and four (4) LBR tests on the planned new roadway pavement existing subgrade. The borings were backfilled with sand and patched with full depth asphalt where necessary. Utility locates and traffic control were performed as part of our scope of services.

The boring/test locations, is shown on the attached Field Exploration Plan, should be considered to be approximate. The ground surface elevation at the boring location was not determined. The boreholes were filled with sand and the pavement penetrations were patched with full depth cold patch asphalt.

The attached Pavement Inspection Summary Sheet presents the pavement thickness results and description of the subsurface soils and groundwater level that was encountered, at the time of drilling. The estimated existing pavement structural numbers are presented in Table 1 which is included in the attachments. The pavement component thicknesses and soil stratification depth designations should be considered to be approximate.

3.0 PAVEMENT CORING & LBR FINDINGS

The subsurface conditions outlined below highlight the major subsurface stratifications encountered during our geotechnical exploration of the site. When reviewing the Pavement Inspection Summary Sheet and the pavement thickness and subsurface conditions outlined below, it should be understood that the pavement thickness and subsurface conditions will vary along the alignment.

The approximate existing asphalt, base, and pavement subgrade thicknesses at the core locations are summarized on the attached Pavement Inspection Summary Sheets and Table 1. As shown, 0.63 to

2.25 inches of asphalt was underlain by 6.0 to 10.0 inches of LBR 100 Limerock base. Approximately 12 inches of LBR 30 stabilized subgrade were encountered.

The auger borings which was performed at pavement core locations indicated the presence of 3 to 6 feet thick surface stratum of slightly silty fine sand (SP-SM, A-3) which was typically underlain by silty to very silty fine sand (SM, A-2-4 to A4) and silty clayey fine sand (SC-SM, A-2-5).

The groundwater was typically encountered at a depth of 4.5 to 6.0+ feet below the top of pavement. Based upon a review of the USDA soil survey, an inspection of the soil samples obtained as part of this investigation, and the current groundwater levels, we estimate that current groundwater level is representative of the seasonal average groundwater level. Seasonal high groundwater levels are estimated to be 1.5 feet above the current groundwater levels.

The pavement SNs as shown on the attached Table 1 ranged from 2.13 to 3.51. The pavement condition ratings are considered to be FAIR to POOR at all core Locations. No rutting or base failure were observed at any of the core locations. The pavement drainage rating is considered to be GOOD at all core locations due to the deep groundwater levels which were encountered.

The Limerock Bearing Ratios ranged from 28 to 42 along the alignment. We recommend a design LBR of 40 for the new pavement subgrade. We have assumed that the existing subgrade below the road is 30. Therefore, subgrade stabilization may need to performed in the lane widening areas.

4.0 GUIDELINE MILLING & RESURFACING DESIGN & CONSTRUCTION RECOMMENDATIONS

The attached spreadsheet presents the existing pavement SN calculation. We have not been provided with traffic loading information for Blake Avenue. However we assume that the traffic loadings would be mainly automobiles and light trucks and that a SN of 2.5 to 3.0 will be sufficient to handle the anticipated traffic loadings, respectively. As shown in Table 1, it is apparent that the automobile traffic SN is not met at core locations C5, C6, C8 & C9 AND the SN values for C2, C3, and C5 - C9 are less than the truck traffic based SN of 3.0.

Based upon the surface course oxidation and cracking that was observed and that there were no indications of base failure, we suggest that full depth milling to the top of the limerock base be performed at each core location. As shown in Table 1 the milling depth will range from 0.63 to 2.25 inches. The replacement asphalt layer thickness should be determined based upon the anticipated traffic loading conditions (Light Automobile OR Light Truck Traffic). The replacement asphalt should consist of an SP9.5 asphalt (or equal) which has Layer Coefficient of 0.44. Therefore, for example at core location C9 where a SN of 2.13 is anticipated, if a SN of 3.0 is required due to Light Truck Loading conditions, then the replacement layer thickness calculation would be Existing Asphalt Thickness (0.75 inches) plus 3.0- 2.13)/0.44 (2.0 inches) which would be 2.75 inches.

It is our opinion that the milled asphalt is not a candidate for recycling. The placement and compaction of an asphaltic concrete wearing surface should be performed in general accordance with specifications outlined in the Florida DOT Road and Bridge Construction manual. Prior to asphalt overlay placement, the base milled asphalt surface should be broomed to remove any excess millings sand and then tacked with a bituminous binder.

5.0 PAVEMENT DESIGN & CONSTRUCTION RECOMMENDATIONS - LANE WIDENING

The subsurface conditions in the proposed lane widening areas. at this site appear favorable for use of a combination of flexible and/or rigid pavements in the parking/drive areas, provided that the recommendations outlined below are implemented. Flexible pavement combines the strength and durability of several layer components to produce an appropriate and cost-effective combination of available construction materials. Concrete pavement has the advantage of the ability to “bridge” over isolated soft areas, it requires less lighting and it typically has a longer service life than asphalt pavement.

Disadvantages of rigid pavement include an initial higher cost and more difficult patching of distressed areas than occurs with flexible pavement.

The pavement thickness recommendations and construction recommendations presented in this report are based upon our past experience on similar projects. Detailed pavement design calculations were not performed to verify adequacy of the recommended pavement sections since traffic loading information has not been provided. We request that AGES be retained to review the final pavement design, paving and drainage plans, and specifications to evaluate whether our guideline recommendations have been properly interpreted and implemented into the project design.

5.1 Asphalt (Flexible) Pavements

Project specific traffic loading conditions have been provided to us. We have used the following assumptions in our pavement evaluation:

1. The 12" of subgrade soils below the base course are compacted to 98 percent of Modified Proctor test maximum dry density (ASTM D 1557) with a design LBR value of 40 (after stabilization),

2. A 20 year design life,

3. Terminal serviceability index (Pt) of 2.5,

4. Reliability of 85 percent, and total equivalent 18-kip single axle loads (E18SAL) of 36,500, we recommend the design shown in the below table, for a standard duty asphalt pavement.

STANDARD DUTY ASPHALT/LIMEROCK PAVEMENT

Pavement Layer Thickness Minimum Requirements

Asphalt Wearing Surface FDOT Type Superpave (SP9.5)

1.5 Inch

(one 1.5-inch lift)

Follow FDOT Current Specifications Sections 330 and 334

Limerock or Crushed Concrete Base Course

6 Inch Minimum 98% Modified Proctor test maximum dry density, Limerock Bearing Ratio (LBR) of at least 100.

Assuming the above factors for standard duty pavements apply to heavy duty pavements, with total equivalent 18 kip single axle loads (E18SAL) increased to 73,000, we recommend using the design in the table below, for heavy duty pavement areas.

HEAVY DUTY ASPHALT/LIMEROCK PAVEMENT

Pavement Layer Thickness Minimum Requirements

Asphalt Wearing Surface FDOT Type Superpave (SP9.5)

- Placed in two equal lifts

2.0 Inch Minimum

(two 1.0-inch lifts)

Follow FDOT Current Specifications Sections 330 and 334

Limerock or Krushed Concrete Base Course

8 Inch Minimum 100% Modified Proctor test maximum dry density, Limerock Bearing Ratio (LBR) of at least 100.

5.1.1 Stabilized Subgrade - We recommend that subgrade materials be compacted in place according to the requirements in the “Site Preparation” section of this report. Further, beneath limerock base course, stabilize the subgrade materials to a minimum Limerock Bearing Ratio (LBR) of 40 percent as specified by Florida Department of Transportation (FDOT) requirements for Type B Stabilized Subgrade.

The subgrade material should be compacted to at least 98 percent of the Modified Proctor maximum dry density (ASTM D 1557, AASHTO T-180) value to a depth of 12 inches.

The stabilized subgrade can be a blend of existing soil and imported material such as limerock or shell. If a blend is proposed, we recommend that the contractor perform a mix design to find the optimum mix proportions.

The primary function of stabilized subgrade beneath the base course is to provide a stable and firm subgrade so that the limerock can be uniformly placed and properly compacted. Depending upon the soil type, the subgrade material may have sufficient stability to provide the needed support without additional stabilizing material. Generally sands with silt or clay should have sufficient stability and may not require additional stabilizing material. Cleaner fine sands such as those encountered near the ground surface at this site will require some stabilization in order to provide a minimum LBR value of 40. If the subgrade is constructed of different material (such as off-site fill), LBR testing will be needed to evaluate those soils. An AGES representative should check the soils exposed on the finished subgrade to evaluate whether or not additional stabilization will be required beneath the base course.

5.1.2 Limerock Base Course Preparation - The limerock base course (for the flexible pavement areas) should be placed in 6 inch maximum lifts and compacted to densities equivalent to 100 percent of the Modified Proctor maximum dry density (ASTM D 1557). The surface of the limerock base course material should be "primed" with any of the following cutback asphalt grades: RC-70, RC-250, MC-70, or MC-250. Approximately 0.15 gallons per square yard should be applied to the base course surface. Care should be exercised to prevent over-priming of the base course surface. Prior to asphalt placement, the prime coat should be fully set and cured. The specifications governing the placement of prime coats on pavement base course surfaces and sanding is outlined in Section 300 of the Florida DOT Standard Specifications for Road and Bridge Construction (latest edition). If Krushcrete is used in lieu of a limerock base, then base priming will not be required.

The primed base course should be sanded if: (1) more than one day (24 hours) will elapse prior to laying the asphalt wearing surface and excess prime is not absorbed, or (2) construction equipment will operate over the unprotected primed base course. If sanding is required, approximately 10 pounds of sand per square yard of surface (i.e., about 1/4 inch of sand) should be spread over the primed base course. The sand surface coating should contain less than 10 percent fines (i.e., material passing the No. 200 sieve) and be composed of non-plastic, inorganic, granular soil.

5.1.3 Wearing Surface - The wearing surface should consist of Florida Department of Transportation (FDOT) Type SP9.5 Superpave asphaltic concrete. Where applicable, the wearing surface should be constructed in two equal lifts (a leveling binder course and a surface course). Specific requirements for Type SP asphaltic concrete wearing surface are outlined in the Florida Department of Transportation, “Standard Specifications for Road and Bridge Construction”, Current Edition, Sections 330 and 334.

After placement and field compaction, the wearing surface should be cored to evaluate material thickness and to perform laboratory densities. Cores should be obtained at frequencies of at least one core per 10,000 square feet of placed pavement or local regulatory agency requirements.

5.1.4 Curbing - We recommend that curbing around any landscaped sections adjacent to the parking lots and driveways be constructed with full-depth curb sections designed in accordance with current City and/or County Design Standards. Using extruded curb sections which lie directly on top of the final asphalt level, or eliminating the curbing entirely, can allow migration of irrigation water from the landscape areas to the interface between the asphalt and the base. This migration often causes separation of the wearing surface from the base and subsequent rippling and pavement deterioration. We also recommend that topsoil placed behind the curbs in the landscape areas be limited to 6 inches vertical thickness within 5 feet of flexible pavement.

5.2 Concrete (Rigid) Pavements

Concrete pavement is a rigid pavement that transfers much lighter wheel loads to the subgrade soils than a flexible asphalt pavement. For a concrete pavement subgrade, we recommend using the existing surficial sands or recommend clean fine sand fill (SP), densified to at least 98 percent of Modified Proctor test maximum dry density (ASTM D 1557) without additional stabilization, with the following stipulations:

1. Subgrade soils must be densified to at least 98 percent of Modified Proctor test maximum dry density (ASTM D 1557) to a depth of at least 18 inches prior to placement of the base material.

2. The surface of the compacted base material must be smooth, and any disturbances or wheel rutting corrected prior to placement of concrete.

3. The subgrade soils must be moistened prior to placement of concrete.

4. Concrete pavement thickness should be uniform throughout, with exception to thickened edges (curb or footing).

5. The bottom of the pavement should be separated from the estimated typical wet season groundwater level by at least 18 inches.

Our recommendations for slab thickness for standard duty concrete pavements are based on (a) The subgrade soils densified to 98 percent of the Modified Proctor maximum dry density (ASTM D 1557),

(b) Modulus of subgrade reaction (k) equal to 200 pounds per cubic inch, (c) A 20 year design life, and (d) Total equivalent 18-kip single axle loads (E18SAL) of 36,500. We recommend using the design shown below, for standard duty concrete pavements.

STANDARD DUTY (UNREINFORCED) CONCRETE PAVEMENT

Minimum Pavement Thickness

Maximum Control Joint Spacing

Recommended Sawcut Depth

4 Inches 10 Feet x 10 Feet 1-1/4 Inches

Our recommendations for slab thickness for heavy duty concrete pavements are based on the same factors as above with the exception of a) total equivalent 18-kip single axle loads (E18SAL) increased to 73,000. Our recommended design for heavy duty concrete pavement is shown below.

HEAVY DUTY (UNREINFORCED) CONCRETE PAVEMENT

Minimum Pavement Thickness

Maximum Control Joint Spacing

Recommended Sawcut Depth

6 Inches 12 Feet x 12 Feet 1-1/2 Inches

We recommend using concrete with: (1) a minimum 28-day compressive strength (f’c) of 4,000 psi, and (2) a minimum 28-day flexural strength (modulus of rupture) of 600 pounds per square inch, based on 3rd point loading of concrete beam test samples. Layout of the sawcut control joints should form square panels, and the depth of sawcut joints should be at least 1/4 of the concrete slab thickness.

We recommend allowing AGES to review and comment on the final concrete pavement design, including section and joint details (type of joints, joint spacing, etc.), prior to the start of construction. For further details on concrete pavement construction, please reference the "Guide to Jointing of Non- Reinforced Concrete Pavements" published by the Florida Concrete and Products Association, Inc., and "Building Quality Concrete Parking Areas", published by the Portland Cement Association.

5.3 Permanent Groundwater Control Measures

One of the most critical factors influencing pavement performance in Northeast Florida is the relationship between the pavement subgrade and the seasonal high groundwater level. Many roadways and parking areas have been destroyed as a result of deterioration of the base and the base/surface course bond. We recommend that the seasonal high groundwater and the bottom of the limerock base course be separated by at least 24 inches for asphalt pavement. A separation of 18 inches is recommended for ridgid pavement. If this separation cannot be achieved through grading and permanent surface drainage improvements, it will be necessary to install an underdrain system to control the groundwater. AGES should review the final paving and grading plans to evaluate the need for underdrains.

6.0 PAVEMENT PERFORMANCE & PERMANENT GROUNDWATER CONTROL

Groundwater control is of utmost importance in maintaining the integrity of flexible pavement structures. In areas where groundwater is anticipated to exist within 24 inches of the bottom of the pavement base course. Based upon the projected relatively deep seasonal high groundwater levels that are anticipated at this site, it appears that no underdrains will be required.

7.0 CONSTRUCTION PLANS & SPECIFICATIONS REVIEW

We recommend that AGES be provided the opportunity to review the plans and the specifications prepared from the recommendations presented in this report. If necessary, we will suggest any modifications that may be required to verify that our recommendations have been properly interpreted and implemented. Our report has been written in a guideline recommendation format and is not appropriate for use as (or inclusion into) the specifications without being reworded in a specification type format. It is recommended that this report not be made part of the contract documents. However, it should be made available to prospective contractors for information purposes only.

8.0 CLOSURE

We appreciate the opportunity to be of service as the geotechnical consultant during this phase of your project. Should you have any questions concerning this report or if we may be of any further service to you, please feel free to contact us.

Very truly yours, AGES of JAX, INC.

Bill C. McMahan, Jr., P.E. BsCE MsCE Principal Engineer/Vice-President Registered, Florida No. 42677

BCM/bcm/J21790 smith roadway improvments.wpd Attachments

Distribution: Addressee(1) VIA EMAIL ONLY

DAT A A T T A C H M E N T S

Site Location Map

Field Exploration Plans Generalized Subsurface Profile

Key to Soil Classification Pavement Inspection Summary Sheets Limerock Bearing Ratio Test Reports

Table 1: Existing Structural Numbers & Recommended Target SN Spreadsheet

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JOB NO:

REFERENCE:

SITE LOCATION MAP

NTS

Google.com AGES of JAX Inc.

Jacksonville, Florida 32257 9556 Historic Kings Rd.

SITE

DEP

BCM J21789

Blake Avenue Pavement Rehabilitation Orange Park, Florida

1/15/25

MATCHLINE to FEP #2 MATCHLINE to FEP #2

CA

DN

O

CA

DN

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DRAWN:

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SCALE:DATE:

JOB NO:

FIELD EXPLORATION PLAN #1

1"=50'

AGES of JAX Inc.

Jacksonville, Florida 32257

9556 Historic Kings Rd.

DEP

BCM J21789

Blake Avenue Pavement Rehabilitation Orange Park, Florida

Site Plan prepared by Crawford Murphy & Tilly, undated.

The boring locations were established by AGES personnel using handheld GPS Locator Units. Boring locations as shown on this plan should be considered approximate.

LEGEND:

REFERENCE:

NOTES:

Pavement Core/Auger BoringLocation (approximate)

1/15/25

LBR Sample Location (approximate)x

AutoCAD SHX Text

BENCH MARK

AutoCAD SHX Text PK nail in Power Pole

AutoCAD SHX Text Elev., = 19.79

AutoCAD SHX Text

BENCH MARK

AutoCAD SHX Text PK nail in Power Pole

AutoCAD SHX Text Elev., = 22.33

AutoCAD SHX Text 14" Palm

AutoCAD SHX Text 12" Palm

AutoCAD SHX Text 6" Ornamental

AutoCAD SHX Text 26" Live Oak

AutoCAD SHX Text 12" Live Oak

AutoCAD SHX Text 15" Live Oak

AutoCAD SHX Text 12" Cedar

AutoCAD SHX Text 15"&29" Live Oaks

AutoCAD SHX Text 21 Sweetgum

AutoCAD SHX Text 30" Live Oak

AutoCAD SHX Text Mailboxes

AutoCAD SHX Text Brick Mailbox

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DRAWN:

CHECKED:

SCALE:DATE:

JOB NO: 1"=50'

AGES of JAX Inc.

Jacksonville, Florida 32257

9556 Historic Kings Rd.

The boring locations were established by AGES personnel using handheld GPS Locator Units. Boring locations as shown on this plan should be considered approximate.

LEGEND:

REFERENCE:

NOTES:

FIELD EXPLORATION PLAN #2

DEP

BCM J21789

Blake Avenue Pavement Rehabilitation Orange Park, Florida

Site Plan prepared by Crawford Murphy & Tilly, undated.

1/15/25

Pavement Core/Auger BoringLocation (approximate) LBR Sample Location (approximate)x

AutoCAD SHX Text Sign

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AutoCAD SHX Text Elevations shown hereon are based on U.S. Coast and Geodetic Survey

AutoCAD SHX Text data and originated from Tidal Bench Mark 872-0374B, posted

AutoCAD SHX Text Elevation = 7.54, NAVD 1988.

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AutoCAD SHX Text State Road No. 15

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BENCH MARK

AutoCAD SHX Text PK nail in sidewalk

AutoCAD SHX Text Elrv. = 18.30

AutoCAD SHX Text

BENCH MARK

AutoCAD SHX Text PK nail in sidewalk

AutoCAD SHX Text Elev. = 18.47

AutoCAD SHX Text

BENCH MARK

AutoCAD SHX Text PK nail in Power Pole

AutoCAD SHX Text Elev. = 19.07

AutoCAD SHX Text 12" Palm

AutoCAD SHX Text 10"&6" Sago

AutoCAD SHX Text 14" Palm

AutoCAD SHX Text 12" Palm

AutoCAD SHX Text Mailbox

AutoCAD SHX Text Brick Mailbox w/Plante

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AutoCAD SHX Text Nail & Disk, LB 1381

AutoCAD SHX Text Stop Sign

AutoCAD SHX Text Concrete

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AutoCAD SHX Text 15" Maple

AutoCAD SHX Text 16' Oak

AutoCAD SHX Text Sidewalk

AutoCAD SHX Text Fiber-Optic Box

AutoCAD SHX Text Asphalt

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AutoCAD SHX Text No Parking Sign

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AutoCAD SHX Text No Parking Sign

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MATCHLINE to FEP #3 MATCHLINE to FEP #3

CA

DN

O

CA

DN

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DRAWN:

CHECKED:

SCALE:DATE:

JOB NO: 1"=50'

AGES of JAX Inc.

Jacksonville, Florida 32257

9556 Historic Kings Rd.

The boring locations were established by AGES personnel using handheld GPS Locator Units. Boring locations as shown on this plan should be considered approximate.

LEGEND:

REFERENCE:

NOTES:

FIELD EXPLORATION PLAN #3

DEP

BCM J21789

Blake Avenue Pavement Rehabilitation Orange Park, Florida

Site Plan prepared by Crawford Murphy & Tilly, undated.

1/15/25

Pavement Core/Auger BoringLocation (approximate) LBR Sample Location (approximate)x

AutoCAD SHX Text 25" Pine

AutoCAD SHX Text 10" Hardwood

AutoCAD SHX Text 2-16" Laurel Oaks

AutoCAD SHX Text 16" Pine

AutoCAD SHX Text 29" Pine

AutoCAD SHX Text 21" Hickory

AutoCAD SHX Text 19" Magnolia

AutoCAD SHX Text Crepe Myrtle

AutoCAD SHX Text 38" Water Oak

AutoCAD SHX Text 11" Palm

AutoCAD SHX Text Brick Mailbox

AutoCAD SHX Text Brick Mailbox

AutoCAD SHX Text Mailbox

AutoCAD SHX Text Landscape Curb

AutoCAD SHX Text Sign

AutoCAD SHX Text Stop

AutoCAD SHX Text Sign

AutoCAD SHX Text Century Plant

AutoCAD SHX Text No Parking Sign

AutoCAD SHX Text No Parking Sign

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text

BENCH MARK

AutoCAD SHX Text Top of FH

AutoCAD SHX Text Elev. = 18.900

AutoCAD SHX Text

BENCH MARK

AutoCAD SHX Text Center of Bonnett

AutoCAD SHX Text Elev. = 9.46

AutoCAD SHX Text Brick Mailbox

AutoCAD SHX Text Mailbox

AutoCAD SHX Text Stucco Mailbox

AutoCAD SHX Text 47" Live Oak

AutoCAD SHX Text 12" Dogwood

AutoCAD SHX Text 13" Cedar

AutoCAD SHX Text 14" Palm

AutoCAD SHX Text 9" Water Oak

AutoCAD SHX Text 14'Palm

AutoCAD SHX Text 12" Palm

AutoCAD SHX Text 16" Palm

AutoCAD SHX Text 18" Water Oak

AutoCAD SHX Text Mailbox

AutoCAD SHX Text Sign

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text 18" Crepe Mrytle

AutoCAD SHX Text Sign

AutoCAD SHX Text 57" Live Oak

AutoCAD SHX Text No Parking Sign

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text X

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text x

AutoCAD SHX Text x

AutoCAD SHX Text x

AutoCAD SHX Text x

AutoCAD SHX Text x

AutoCAD SHX Text Fiber-Optic

AutoCAD SHX Text Box

AutoCAD SHX Text 49" Live Oak

AutoCAD SHX Text 14" Palm

AutoCAD SHX Text 12" Palm

AutoCAD SHX Text Mailbox

AutoCAD SHX Text Fiber-Optic

AutoCAD SHX Text Box

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text S i d e w a l k

AutoCAD SHX Text 28" Live Oak

AutoCAD SHX Text Fiber-Optic

AutoCAD SHX Text Box

AutoCAD SHX Text x

AutoCAD SHX Text x

AutoCAD SHX Text No Parking Sign

AutoCAD SHX Text No Parking Sign

AutoCAD SHX Text 1/2" I.P., Clary

AutoCAD SHX Text 1/2" I.P., no I.D. #

AutoCAD SHX Text Brick Wall

AutoCAD SHX Text R i v e r R o a d

AutoCAD SHX Text Orange Circle No.

AutoCAD SHX Text 12" Palm

AutoCAD SHX Text 9" Water Oak

AutoCAD SHX Text 9" Water Oak

AutoCAD SHX Text 12" Cedar

AutoCAD SHX Text 7" Water Oak

AutoCAD SHX Text 10" Water Oak

AutoCAD SHX Text Sign

AutoCAD SHX Text Landscape Curbing

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text No Parking Sign

AutoCAD SHX Text No Parking Sign

AutoCAD SHX Text Stop and Street Sign

AutoCAD SHX Text Stucco Wall

AutoCAD SHX Text Stucco Wall

AutoCAD SHX Text Concrete

AutoCAD SHX Text Drive

AutoCAD SHX Text C7

AutoCAD SHX Text C8

AutoCAD SHX Text C9

AutoCAD SHX Text

LBR4

AutoCAD SHX Text x

AutoCAD SHX Text B l a k e A v e n u e

AutoCAD SHX Text B l a k e A v e n u e

AutoCAD SHX Text B l a k e A v e n u e

C1 C2

ABTABT

Ap pr ox im ate D ep th

(ft ) C3

ABT

C4 C5

ABTABT

C6

ABT

C7 C8

ABTABT

C9

ABT

GWLNE

Approximate Depth (ft)

ABT

GWLNE

BT

DRAWN:

CHECKED:

SCALE:DATE:

JOB NO:

GENERALIZED SUBSURFACE PROFILE

AGES of JAX Inc.

Jacksonville, Florida 32257

9556 Historic Kings Rd.

Fine SAND (SP/A-3) Slightly Silty Fine SAND (SP-SM/A-3)

Silty Clayey Fine SAND (SM-SC/A-2-5)

Very Clayey Fine SAND (SC/A-6)

Silty Fine SAND (SM/A-2-4)

Asphalt & Limerock Pavement

Sandy CLAY (CL/A-7) Silty CLAY (CH/A-7) Standard Penetration

Resistance (blows/ft)

Boring Terminated Auger Boring Terminated

Topsoil

Not Encountered Groundwater Level

LEGENDS & SYMBOLS (USCS/AASHTO CLASSIFICATION)

Very Silty Fine SAND (SM/A-4)

Fine SAND with Many Organics (A-8)

Sandy SILT (MH/ML/A-4)

Clayey Fine SAND (SC/A-2-6)

1"=4' Groundwater Level at Time of Drilling

Estimated Seasonal High Groundwater Level

DEP

BCM J21789

Blake Avenue Pavement Rehabilitation Orange Park, Florida

1/15/25

SANDS AND GRAVEL

NO. OF BLOWS,N* RELATIVE

DENSITY

0 - 4 5 - 10 11 - 20 21 - 30 31 - 50

OVER 50

VERY LOOSE

LOOSE

FIRM

VERY FIRM

DENSE

VERY DENSE

SILTS AND CLAYS

NO. OF BLOWS, N* CONSISTENCY

0 - 2 3 - 4 5 - 8

9 - 15 16 - 30 31 - 50

OVER 50

VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

VERY HARD

KEY TO SOIL CLASSIFICATION

CORRELATION OF N-VALUE WITH RELATIVE DENSITY & CONSISTENCY

PARTICLE SIZE IDENTIFICATION

(UNIFIED SOIL CLASSIFICATION SYSTEM)

CATEGORY DIMENSIONS

Boulders Diameter exceeds 12 inches Cobbles 3 to 12 inches Gravel Coarse - 0.75 to 3 inches in diameter

Sand Coarse - 2.0 mm to 4.76 mm diameter Medium - 0.42 mm to 2.0 mm diameter

Silt and Clay Less than 0.074 mm (Invisible to the naked eye)

MODIFIERS

These modifiers provide our estimate of the amount of minor constituents (sand silt or clay size particles) in the soil sample.

PERCENTAGE OF MINOR

CONSTITUENT

MODIFIERS

5% to 12% 12% to 30% 30% to 50%

Slightly Silty, Slightly Clayey, Slightly Sandy Silty, Clayey, Sandy

Very Silty, Very Clayey, Very Sandy

These modifiers provide our estimate of the amount of other components in the soil sample.

APPROXIMATE CONTENT OF OTHER

COMPONENTS (SHELL, GRAVEL,

ETC.)

MODIFIERS

APPROXIMATE CONTENT OF

ORGANIC COMPONENTS

0% to 5% 5% to 12%

12% to 30% 30% to 50%

TRACE

FEW

SOME

MANY

1% to 2% 2% to 4% 4% to 8%

>8% wpdoc\Form\soil

PAVEMENT INSPECTION SUMMARY SHEET

SECTION INFORMATIONPHOTOGRAPHIC SURVEY OF PAVEMENT CONDITION

C1Segment/Core ID

Blake AvenueStreet Name

Center Location

30.17507°Latitude

-81.70295°Longitude

Robbie EppsInspector

1/13/25Inspection Date

LeftTravel Lane

Core Location

PAVEMENT CONDITION/DRAINAGE RATING

FairPavement Condition

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1Soil Description (ASTM/AASHTO Classification)Depth* (ft)

S-312.35 " of Asphlt and Limerock Base0.0 - 1.0

2.25''Type ILight Brown Slightly Silty Fine SAND (SP-SM/A-3)1.0 - 5.5

Type IIBrown Slightly Silty Fine SAND (SP-SM/A-3)5.5 - 6.0

Sand Shell MixA.B.T.

2.25''Total Thickness

Base Course

10.0''Limerock

ABC

Soil Cement

SBRM

10.0''Total Thickness

Stabilized Subgrade5.0'Groundwater Level *

12"Type "B"3.5'Estimated Seasonal High GWL*

30''LBR* All depths measured from top of asphalt

C2Segment/Core ID

Blake AvenueStreet Name

NALocation

30.17506°Latitude

-81.70383°Longitude

Robbie EppsInspector

Inspection Date

RightTravel Lane

CenterCore Location

PAVEMENT CONDITION/DRAINAGE RATING

PoorPavement Condition

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-39.63" Asphalt & Limerock Pavement0.0 - 0.8

1.63''Type ILight Brown Slightly Silty Fine SAND (SP-SM/A-3)0.8 - 4.0

Type IIGrey Orange Silty Fine SAND (SM/A-2-4)4.0 - 2.0

Sand Shell MixA.B.T.

1.63"Total Thickness

Base Course

8.0"Limerock

ABC

Soil Cement

SBRM

8.0''Total Thickness

Stabilized SubgradeNEGroundwater Level *

12"Type "B">4'Estimated Seasonal High GWL*

C3Segment/Core ID

Blake AvenueStreet Name

Location

30.17505°Latitude

-81.70295°Longitude

Robbie EppsInspector

01/13/25Inspection Date

Travel Lane

CenterCore Location

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-39.6" Asphalt & Limerock Pavement0.0 - 0.8

1.63''Type ILight Brown Slightly Silty Fine SAND (SP-SM/A-3)0.8 - 3.5

Type IIGrey Orange Silty Fine SAND (SM/A-2-4)3.5 - 4.5

Sand Shell MixGrey Silty Clayey Fine SAND (SC-SM/A-2-5)4.5 - 6.0

1.63''Total ThicknessA.B.T.

Base Course

8.0''Limerock

ABC

Soil Cement

SBRM

8.0''Total Thickness

Stabilized Subgrade5.0'Groundwater Level *

C4Segment/Core ID

Blake AvenueStreet Name

Location

30.17507°Latitude

-81.70205°Longitude

Robbie EppsInspector

01/13/25Inspection Date

CenterTravel Lane

Core Location

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-311.6'' Asphalt & Limerock Pavement0.0 - 1.0

1.63''Type ILight Brown Slightly Silty Fine SAND (SP-SM/A-3)1.0 - 4.0

Type IIGrey Orange Silty Fine SAND (SM/A-2-4)4.0 - 6.0

Sand Shell MixA.B.T.

1.63''Total Thickness

Base Course

10.0''Limerock

ABC

Soil Cement

SBRM

10.0''Total Thickness

Stabilized Subgrade4.5'Groundwater Level *

12"Type "B"3.0'Estimated Seasonal High GWL*

C5Segment/Core ID

Blake Avenue Street Name

Location

30.17514°Latitude

-81.70110°Longitude

Robbie EppsInspector

01/15/25Inspection Date

FairPavement Condition

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-37.4'' Asphalt & Limerock Pavement0.0 - 0.6

0.88''Type IBrown Slightly Silty Fine SAND (SP-SM/A-3)0.6 - 4.5

Type IIGrey Brown Very Silty Fine SAND (SM/A-4)4.5 - 6.0

Sand Shell MixA.B.T.

0.88''Total Thickness

Base Course

6.5''Limerock

ABC

Soil Cement

SBRM

6.5''Total Thickness

Stabilized Subgrade5.0'Groundwater Level *

C6Segment/Core ID

Blake AvenueStreet Name

Location

30.17513Latitude

-81.70049Longitude

Robbie EppsInspector

01/13/25Inspection Date

Travel Lane

PoodPavement Condition

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-37'' Asphalt & Limerock Pavement0.0 - 0.6

1.0''Type IBrown Slightly Silty Fine SAND (SP-SM/A-3)0.6 - 3.5

Type IIBrown Silty Fine SAND (SM/A-2-4)3.5 - 5.0

Sand Shell MixGrey Silty Fine SAND (SM/A-2-4)5.0 - 6.0

1.0''Total ThicknessA.B.T.

Base Course

6.0''Limerock

ABC

Soil Cement

SBRM

6.0''Total Thickness

Stabilized Subgrade5.0'Groundwater Level *

C7Segment/Core ID

Blake AvenueStreet Name

NALocation

30.17522°Latitude

-81.69965°Longitude

Robbie EppsInspector

01/14/25Inspection Date

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-39.6'' Asphalt & Limerock Pavement0.0 - 0.6

0.63''Type IBrown Slightly Silty Fine SAND (SP-SM/A-3)0.6 - 2.5

Type IIOrange Brown Silty Fine SAND (SM/A-2-4)2.5 - 4.5

Sand Shell MixGrey Brown Silty Fine SAND (SM/A-2-4)4.5 - 6.0

0.63''Total ThicknessA.B.T.

Base Course

9.0''Limerock

ABC

Soil Cement

SBRM

9.0''Total Thickness

Stabilized Subgrade5.0'Groundwater Level *

C8Segment/Core ID

Blake AvenueStreet Name

NALocation

30.17518°Latitude

-81.69877°Longitude

Robbie EppsInspector

01/14/25Inspection Date

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-37.6'' Asphalt & Limerock Pavement 0.0 - 0.6

1.13''Type ILight Brown Slightly Silty Fine SAND (SP-SM/A-3)0.6 - 2.0

Type IIGrey Brown Silty Fine SAND (SM/A-2-4)2.0 - 4.5

Sand Shell MixGrey Silty Fine SAND (SM/A-2-4)4.5 - 6.0

1.13''Total ThicknessA.B.T.

Base Course

6.5''Limerock

ABC

Soil Cement

SBRM

6.5''Total Thickness

Stabilized Subgrade5.0'Groundwater Level *

C9Segment/Core ID

Blake AvenueStreet Name

NALocation

30.17521°Latitude

-81.69798°Longitude

Robbie EppsInspector

01/14/25Inspection Date

GoodDrainage Rating

PAVEMENT CORE DATAGENERALIZED SUBSURFACE PROFILE

Asphalt Surface Course

S-1 Soil Description (ASTM Classification)Depth* (ft)

S-36.75'' Asphalt & Limerock Pavement0.0 - 0.6

0.75''Type IBrown Slightly Silty Fine SAND (SP-SM/A-3)0.6 - 3.5

Type IIGrey Brown Very Silty Fine SAND (SM/A-4)3.5 - 4.5

Sand Shell MixGrey Brown Silty Fine SAND (SM/A-2-4)4.5 - 6.0

0.75''Total ThicknessA.B.T.

Base Course

6.0''Limerock

ABC

Soil Cement

SBRM

6.0''Total Thickness

Stabilized Subgrade4.5'Groundwater Level *

12"Type "B"3.0'Estimated Seasonal High GWL*

TEST RESULTS

AGES OF JAX, INC. agrees to keep confidential any and all matters related to these test results and understands that unauthorized disclosure of these test resulst to anyone other than our clients, or their designated representative, without the client's expressed permission, is in violation of AGES OF JAX, INC. professional ethics and company policy.

This report shall NOT Be reproduced, Except in Full, without written approval of AGES inc.

LIMEROCK BEARING RATIO TEST REPORT

L1SAMPLE NO. :J21789JOB NO:

01/13/25DATE SAMPLED :NA% FINES Blake Ave. ImprovementsPROJECT NAME:

01/14/25DATE COMPACTED:Grey Slightly Silty Fine SAND Trace RockSOIL DESCRIPTION:

01/16/25DATE TESTED :FM 5 - 515TEST METHOD:

D. MiddletonTESTED BY:30.17473, -81.70481SAMPLE LOCATION:

L1REPORT NO. : Crawford, Murphy & TillyCLIENT:

MechanicalHAMMER:MOLDED SOIL DATA:

Target Moisture %

704705712701Mold No.

0.0750.0750.0750.075Mold Volume (cf) gms water added

16.14516.26016.19015.865Wt. comp soil+mold (lbs)

7.5957.7107.7507.695Wt. of mold (lbs)

8.5508.5508.4408.170Wt. Comp. Wet Soil (lbs)

114.0114.0112.5108.9Wet Density (pcf)

MOISTURE CONTENT DATA:

526517527513Container No.

622.8623.1624.5621.3Wt Cont & Wet Soil (gm)

551.9560.0565.6571.4Wt. Cont & Dry Soil (gm)

70.963.158.949.9Wt. of Water (gm)

161.4171.9163.9168.2Wt.of Container (gm)

390.5388.1401.7403.2Wt. Dry Soil (gm)

18.216.314.712.4Water Content (%)

PROCTOR & LBR RESULTS:

18.216.314.712.4Water Content %

96.598.198.196.9Dry Density (pcf)

11242722LBR (%)

Maximum

98.0Dry Density

(PCF)

Optimum

Moisture

15.5Content

28LBR

40REQ. LBR VALUE:

Prepared by:

Bill C. McMahan, P.E.

Registered Florida No. 42677 all matters related to these test results and understands that unauthorized disclosure of these test resulst to anyone other than our clients, or their designated representative, without the client's expressed permission, is in violation of AGES OF JAX, INC. professional ethics and company policy.

This report shall NOT Be reproduced, Except in Full, without written approval of AGES inc.

LIMEROCK BEARING RATIO TEST REPORT

L2SAMPLE NO. :J21789JOB NO:

01/13/25DATE SAMPLED :NA% FINES Blake Ave. ImprovementsPROJECT NAME:

01/14/25DATE COMPACTED:Grey Brown Slightly Silty Fine SANDSOIL DESCRIPTION:

01/16/25DATE TESTED :FM 5 - 515TEST METHOD:

D. MiddletonTESTED BY:30.17514, -81.70172SAMPLE LOCATION:

L2REPORT NO. : Crawford, Murphy & TillyCLIENT:

MechanicalHAMMER:MOLDED SOIL DATA:

Target Moisture %

718720715702Mold No.

0.0750.0750.0750.075Mold Volume (cf) gms water added

16.15016.49516.49016.260Wt. comp soil+mold (lbs)

7.7407.7307.7657.700Wt. of mold (lbs)

8.4108.7658.7258.560Wt. Comp. Wet Soil (lbs)

112.1116.9116.3114.1Wet Density (pcf)

MOISTURE CONTENT DATA:

541529542543Container No.

625.5622.3621.0626.0Wt Cont & Wet Soil (gm)

579.0556.6563.1573.0Wt. Cont & Dry Soil (gm)

46.565.757.953Wt. of Water (gm)

162.8161.7163.8164.1Wt.of Container (gm)

416.2394.9399.3408.9Wt. Dry Soil (gm)

11.216.614.513.0Water Content (%)

PROCTOR & LBR RESULTS:

11.216.614.513.0Water Content %

100.9100.2101.6101.0Dry Density (pcf)

25102528LBR (%)

Maximum

101.5Dry Density

(PCF)

Optimum

Moisture

14.0Content

30LBR

all matters related to these test results and understands that unauthorized disclosure of these test resulst to anyone other than our clients, or their designated representative, without the client's expressed permission, is in violation of AGES OF JAX, INC. professional ethics and company policy.

This report shall NOT Be reproduced, Except in Full, without written approval of AGES inc.

LIMEROCK BEARING RATIO TEST REPORT

L3SAMPLE NO. :J21789JOB NO:

01/13/25DATE SAMPLED :NA% FINES Blake Ave. ImprovementsPROJECT NAME:

01/14/25DATE COMPACTED:Grey Brown Slightly Silty Fine SAND Trace Rock/ClaySOIL DESCRIPTION:

01/16/25DATE TESTED :FM 5 - 515TEST METHOD:

D. MiddletonTESTED BY:30.17508, -81.70071SAMPLE LOCATION:

L3REPORT NO. : Crawford, Murphy & TillyCLIENT:

MechanicalHAMMER:MOLDED SOIL DATA:

Target Moisture %

714719700706Mold No.

0.0750.0750.0750.075Mold Volume (cf) gms water added

16.21516.53016.51016.650Wt. comp soil+mold (lbs)

7.7407.7657.5057.725Wt. of mold (lbs)

8.4758.7659.0058.925Wt. Comp. Wet Soil (lbs)

113.0116.9120.1119.0Wet Density (pcf)

MOISTURE CONTENT DATA:

548507539533Container No.

618.7631.8616.4630.6Wt Cont & Wet Soil (gm)

578.7582.2557.8575.6Wt. Cont & Dry Soil (gm)

40.049.658.655Wt. of Water (gm)

163.6169.7163.9162.7Wt.of Container (gm)

415.1412.5393.9412.9Wt. Dry Soil (gm)

9.612.014.913.3Water Content (%)

PROCTOR & LBR RESULTS:

9.612.014.913.3Water Content %

103.1104.3104.5105.0Dry Density (pcf)

20361841LBR (%)

Maximum

105.0Dry Density

(PCF)

Optimum

Moisture

13.5Content

42LBR

all matters related to these test results and understands that unauthorized disclosure of these test resulst to anyone other than our clients, or their designated representative, without the client's expressed permission, is in violation of AGES OF JAX, INC. professional ethics and company policy.

This report shall NOT Be reproduced, Except in Full, without written approval of AGES inc.

LIMEROCK BEARING RATIO TEST REPORT

L4SAMPLE NO. :J21789JOB NO:

01/13/25DATE SAMPLED :NA% FINES Blake Ave. ImprovementsPROJECT NAME:

01/14/25DATE COMPACTED:Grey Brown Slightly Silty Fine SANDSOIL DESCRIPTION:

01/16/25DATE TESTED :FM 5 - 515TEST METHOD:

D. MiddletonTESTED BY:30.17517, -81.69781SAMPLE LOCATION:

L4REPORT NO. : Crawford, Murphy & TillyCLIENT:

MechanicalHAMMER:MOLDED SOIL DATA:

Target Moisture %

707710721713Mold No.

0.0750.0750.0750.075Mold Volume (cf) gms water added

16.06516.28016.17015.940Wt. comp soil+mold (lbs)

7.4757.7257.7507.745Wt. of mold (lbs)

8.5908.5558.4208.195Wt. Comp. Wet Soil (lbs)

114.5114.1112.3109.3Wet Density (pcf)

MOISTURE CONTENT DATA:

512530522503Container No.

623.9618.7609.9621.7Wt Cont & Wet Soil (gm)

552.5552.7551.4569.0Wt. Cont & Dry Soil (gm)

71.46658.552.7Wt. of Water (gm)

166.2161.4169.1170.2Wt.of Container (gm)

386.3391.3382.3398.8Wt. Dry Soil (gm)

18.516.915.313.2Water Content (%)

PROCTOR & LBR RESULTS:

18.516.915.313.2Water Content %

96.797.697.496.5Dry Density (pcf)

15363831LBR (%)

Maximum

97.5Dry Density

(PCF)

Optimum

Moisture

16.5Content

40LBR

TABLE 1: EXISTING STRUCTURAL NUMBERS & RECOMMENDED ASPHALT THICKNESS

SN

TruckTarget

Light

Target SN Automobile

Existing SN

LBR

Subgrade Estimated

(in) Thickness Subgrade Estimated

(in) Thickness LR Base

Thickness (in) Asphalt Existing

Core Location 3.042.463.513012.010.02.25C1 3.042.462.883012.08.01.63C2 3.042.462.883012.08.01.63C3 3.042.463.243012.010.01.63C4 3.042.462.283012.06.50.88C5 3.042.462.243012.06.01.00C6 3.042.462.623012.09.00.63C7 3.042.462.393012.06.51.13C8 3.042.462.133012.06.00.75C9

FDOT Structural Coefficents 0.44SP 9.5Asphalt Coefficent 0.10LBR 70Sand Shell Mix 0.18LBR 100LR Base Coefficent 0.06LBR 30Subrade Coefficient 0.08LBR 40Subrade Coefficient

FIELD EXPLORATION PROCEDURES

Auger Borings

The auger borings were drilled in general accordance with ASTM D 1452-80 ("Soil Investigation and Sampling by Auger Borings"). Representative samples of the soils brought to the ground surface by the augering process were placed in glass jars, sealed, and transported to our laboratory where they were examined by a geotechnical engineer to verify the driller's field classification.