Report_2_Pavement.pdf

PAVEMENT REPORT NUMBER FY09-08

FHWA Project PRA-EVER 10(1)

Everglades National Park Miami-Dade County, Florida

Rehabilitation of Main Park Road, Royal Palm Road and Parking Area, and Flamingo Area Roads and Parking Areas

March 2010

U.S. Department of Transportation Federal Highway Administration

Eastern Federal Lands Highway Division 21400 Ridgetop Circle

Sterling, VA 20166

PRA-EVER 10(1) Pavement Report No. FY09-08 Everglades National Park

TABLE OF CONTENTS

1� INTRODUCTION........................................................................................................... 1� 1.1�GENERAL ....................................................................................................................... 1� 1.2�PROJECT DESCRIPTION ................................................................................................... 1� 1.3�PROJECT PURPOSE-AND-NEED ....................................................................................... 2� 1.4�REGIONAL GEOLOGY ..................................................................................................... 2�

2� PROCEDURES AND RESULTS .................................................................................. 4� 2.1�PAVEMENT CONDITION SURVEY .................................................................................... 4� 2.2�SOIL BORING AND PAVEMENT CORING .......................................................................... 4� 2.3�SAMPLING ...................................................................................................................... 4� 2.4�FIELD TESTS AND MEASUREMENTS ............................................................................... 4� 2.5�DATA SUMMARY ........................................................................................................... 5� 2.6�LABORATORY INVESTIGATION ....................................................................................... 5� 2.7�FINDINGS ....................................................................................................................... 6� Subsurface Condition ........................................................................................................ 7� Pavement Condition .......................................................................................................... 7�

3� ANALYSIS .................................................................................................................... 10� 4� RECOMMENDATIONS .............................................................................................. 10�

4.1�EARTHWORK ................................................................................................................ 10� 4.2�PAVEMENT SECTION .................................................................................................... 11�

5� DISCLAIMER/LIMITATIONS CLAUSE ................................................................. 15�

APPENDICES

Appendix A - Project Location Map and Geologic Map Appendix B - Pavement Condition Survey Appendix C - Boring Location Map and Boring Logs Appendix D - Laboratory Test Results Appendix E - FWD Data and Back-Calculation Results Appendix F - Pavement Design Analysis and Project Traffic Data

Note: Design changes, made subsequent to distribution of this report and prior to project advertisement, will be documented by a memo inserted after the title page

PAVEMENT REPORT NUMBER FY09-08

FHWA Project PRA- EVER 10(1)

Everglades National Park Miami-Dade County, Florida

Pavement Rehabilitation of:

Main Park Road (Route 10)

Flamingo Area Roads (Routes 212, 213, 214, 215, 216) Royal Palm and Flamingo Parking Areas (Routes 903, 920A-F, 921, 922)

Research Road (Route 402) and Dan Beard Research Center Parking (Route 905)

1 INTRODUCTION

1.1 General

This report presents the results of the pavement investigation, analysis, design and recommendations for Project PRA-EVER 10(1) at the Everglades National Park in Miami- Dade County, Florida. A Project Location Map is presented in Appendix A.

1.2 Project Description

The main focus of this project is the pavement rehabilitation of Main Park Road. Main Park Road is a 39.2-mile long two-way, two lane road measuring approximately 22 feet in width.

The existing original pavement is over 50 years in age according to park personnel, with an open graded friction course placed within the last 20 to 30. Other work includes rehabilitation at Royal Palm Parking Area, Flamingo Visitor Center and Marina access roads, and Dan Beard Research Center Road and Parking Area. The Road Inventory Program (RIP) Cycle 4 route identification and descriptions are summarized in Table 1 below, and locations are shown in Appendix C.

Table 1. Project Route Summary

Route Name

NPS

Route Number

No. of Lanes Direction Pavement

Type

Begin Work

Milepost

End Work

Milepost

Parking Area

(SQFT)

Main Park Road 10 2 2-way Asphalt 0 39.2 Flamingo Visitor Access Road 1 212 2 2-way Asphalt 0 0.43

Flamingo Visitor Access Road 2 213 2 2-way Asphalt 0 0.12

Flamingo Visitor Access Road 3 214 2 2-way Asphalt 0 0.12

Flamingo Visitor Access Road 4 215 2 2-way Asphalt 0 0.09

Beard Center Road 402 2 2-way Asphalt 0 5.0

Royal Palm Visitor Parking 903 Asphalt 71,845

Beard Research Center Parking 905 Asphalt 35,719

Flamingo Visitor Center Parking A 920A Asphalt 20,851

Flamingo Visitor Center Parking B 920B Asphalt 21,722

Flamingo Visitor Center Parking C 920C Asphalt 24,626

Flamingo Visitor Center Parking D 920D Asphalt 19,683

Flamingo Visitor Center Parking E 920E Asphalt 22,884

Flamingo Visitor Center Parking F 920F Asphalt 22,884

Flamingo Marina Access Parking 921 Asphalt 58,196

Flamingo Boat Ramp Access 922 Asphalt 106,228

1.3 Project Purpose-and-Need

According to Highway Design and Everglades National Park, the Purpose-and-Need for this project is to provide a structurally and functionally adequate pavement that will grant access and mobility within the Park, with a long-term service life for all Roads and Parking Areas within the project limits.

1.4 Regional Geology

Geologically, South Florida is underlain by relatively young sedimentary rock formations (primarily limestones) which are overlain by a variable thickness mantle of unconsolidated sediments (sand, silt, clay, and peat). South Florida is divided into five physiographic provinces. The project area extends over three of these boundaries. The Northeast section of the project limits lie within the Atlantic Costal Ridge, the Central portion of the project is within the Everglades and the Southern portion of the project including Flamingo lies within the Mangrove and Coastal Glades.

The Atlantic Coastal Ridge extends along the eastern coast as a low ridge of sand over limestone that ranges in altitude from about 10 to 50 ft above sea level. The ridge averages about 5 mi wide and is breached in places by shallow sloughs or transverse glades.

The Everglades, which is located west of the Atlantic Coastal Ridge, is slightly lower in altitude than the ridge or the Flatwoods and extends southward from Lake Okeechobee to the Mangrove and Coastal Glades near Florida Bay. The Everglades has an almost imperceptible slope to the south, which averages less than 2 in. per mile. Altitudes range from 14 ft near Lake Okeechobee to sea level at Florida Bay. Under predeveloped conditions, the Everglades was seasonally inundated, and water drained slowly to the south.

The Mangrove and Coastal Glades consists of a broad band of swamps and marshes south of the Everglades. The land is at or near sea level and is often flooded by tides or by freshwater runoff. Salinities range from freshwater to hypersaline, depending on the amount rainfall and runoff, and on tide levels. The gradual slope of the land continues offshore across the broad west Florida platform into the Gulf of Mexico. Much of the southern Florida Gulf Coast receives low wave energy which is favorable to the development of tidal marshes, seagrass beds, and mangrove forests.

The majority of the Main Park Road alignment is underlain by the Pleistocene-age Miami Limestone Formation. The southernmost portion of the Main Park Road (the 12 mile north-south section from Monroe Station to Flamingo) and the Flamingo area is within bounds of the newer Holocene Sediments formation of Florida Bay.

The Miami Limestone (formerly the Miami Oolite) is a Pleistocene age marine limestone. It occurs at or near the surface in southeastern penesular Florida from Palm Beach County to Dade and Monroe Counties. The Miami Limestone consists of two facies: an oolitic facies and a bryozoan facies. The oolitic facies consist of white to orangish gray, oolitic limestone with scattered concentrations of fossils. Ooliths are small rounded grains so named because they look like fish eggs. Ooliths are formed by the deposition of layers of calcite around tiny particles, such as sand grains or shell fragments. The bryozoan facies consists of white to orangish gray, sandy, fossiliferous limestone. Beds of quartz sand and limey sandstones may also be present. Fossils present include mollusks, bryozoans, and corals.

Topographic relief along the Main Park Road is minimal, with existing roadway surface elevations along the road ranging from 5.5 feet to 8.5 feet. The roadbed itself consists of 5- 10 feet of fill material over natural ground. Most of the fill material was mined locally and consists of crushed limestone fragments, sand and silt.

The Everglades hydrogeologic system is part of a very complex and interconnected surface hydrologic system. Generally, the surface water flows over the low lying landscape through both man-made canals and natural drainage swales and features. Drainage in the area is primarily to the south and southwest.

A Geologic Map of the project vicinity is presented in Appendix A.

2 PROCEDURES AND RESULTS

2.1 Pavement Condition Survey

The Eastern Federal Lands Highway Division (EFLHD) Pavement Section conducted a pavement condition survey in January 2009. Identified pavement distresses and their severity levels were recorded in accordance with “The Distress Identification Manual for the Long-Term Pavement Performance Project, 1993” by the Strategic Highway Research Program (SHRP). Based on the conducted pavement condition survey, the limits of highly distressed areas are presented in Appendix B.

2.2 Soil Boring and Pavement Coring

The Eastern Federal Lands Highway Division Subsurface Exploration Team drilled a total of 59 borings on all project routes from January 27 to January 30, 2009. All borings were advanced using a flight auger on a CME 45 rotary drill rig. Approximately half of the roadway borings were advanced to a depth of 3 feet, with sampling conducted to a depth of 5 feet. The remaining borings were advanced only through the bound pavement layer to obtain asphalt thickness. Borings were conducted at the locations indicated in Boring Location Map. A Boring Location Map and Boring Logs are presented in Appendix C.

2.3 Sampling

Sampling of materials beneath the tip of the flight augers was performed in 31 borings as they were advanced. Continuous sampling was typically conducted in these borings.

Represented soil boring samples were recovered with a 2 ¼ inches outside diameter split-barrel sampler in accordance with AASHTO T200-87. Representative portions of split-barrels were preserved in glass jars for laboratory testing. The sampling sequence for soil borings are summarized on the Boring Logs presented in Appendix C.

2.4 Field Tests and Measurements

The EFLHD Pavement Section personnel performed the following field tests and took measurements during the course of the structural evaluation of the existing pavement and the subsurface exploration.

Non-destructive pavement testing using a falling weight deflectometer (FWD) was performed on Main Park Road, Royal Palm Road and the Flamingo area roads at approximately 2500 feet intervals on January 27 to January 30, 2009. Deflection responses of the existing pavement were recorded with 9 different sensors spaced 0, 8, 12, 18, 24, 36, 48, 60 and 72 inches from 12-inch diameter load plate in response to three 9-kip loading sequences at each test location. At each test location, asphalt concrete (AC) pavement surface temperature was measured.

Boring locations were determined from features present on-site, referencing the existing roadway centerlines and survey markers. Standard penetration tests (SPT) were performed and resistance was recorded during the recovery of each split barrel sample in accordance with AASHTO T206-87. The sampler was driven into the soil using an automatic hammer.

Sample recovery measurements were made and recorded for each sampling attempt. A field description by color and texture was made for each recovered sample.

2.5 Data Summary

Measured FWD data was collected through Dynatest data acquisition computer files then the collected raw data were transferred to the MODTAG FWD Analysis Program (Version 4.0) for back-calculation. The measured data only represent deflection response at selected locations, thus deflection discrepancies/variations are expected between test locations due to changes in layer thickness, material properties, moisture and temperature conditions, subgrade support, and contact pressure under the load plate. More importantly, the measured data represents pavement response only during January 2009; therefore, deflection variations are expected due to seasonal and climatic variations at the project site.

The results of field tests and measurements of all borings were recorded on the drillers’ logs and appropriate data sheets in the field. These data sheets and logs contain information concerning the boring methods; samples attempted and recovered; indications of the presence of various materials. They also contain interpretations by the subsurface exploration team leader of the conditions based on the performance of the equipment and cuttings brought to the surface by the drilling tools. Therefore, the field data represents both factual and interpretative information. The Boring Logs in Appendix C of this report represent a compilation of field and laboratory data and description of the soil samples by a pavement engineer. These records occasionally do not include all data recorded on drillers’ logs and field data sheets, but do include all information considered relevant to the design and construction of this report. Water was not encountered during or after drilling in all borings.

Fluctuations in the ground water level due to seasonal and climatic effects should be expected.

2.6 Laboratory Investigation

At the conclusion of the fieldwork, laboratory testing was conducted on 23 soil samples from the borings. Laboratory tests on the samples included gradation (AASHTO T-27), Atterburg limits (AASHTO T-89, T-90), moisture content (AASHTO T-265), and classification (AASHTO T-317). Laboratory test results are represented in Appendix D and summarized in Table 2.

Table 2. Results of Laboratory Testing

Boring Sample Sample Depth

(ft) %-200 LL(1) PI(2) Classification

Moisture Content

B-2 J-1 1-3 16.5 N/D N/P A-1-b 17.1 B-4 J-1 3-5 19.8 N/D N/P A-1-b 24.2 B-6 J-1 1-3 10.9 N/D N/P A-2-4(0) 9.6 B-8 J-1 3-5 39.2 N/D N/P A-4(0) 35.1 B-10 J-1 1-3 21.9 N/D N/P A-2-4(0) 10.8 B-12 J-1 3-5 26.3 N/D N/P A-2-4(0) 20.7 B-14 J-1 1-3 16.3 N/D N/P A-1-b 11.5 B-16 J-1 3-5 18.1 N/D N/P A-1-b 18.0 B-18 J-1 1-3 20.1 N/D N/P A-1-b 11.4 B-20 J-1 3-5 12.1 N/D N/P A-1-a 15.4 B-22 J-1 1-3 40.3 N/D N/P A-4(0) 8.5 B-24 J-1 3-5 35.4 N/D N/P A-2-4(0) 40.1 B-26 J-1 1-3 13.7 N/D N/P A-1-a 7.1 B-28 J-1 3-5 8.9 N/D N/P A-3 12.0 B-30 J-1 1-3 19.3 N/D N/P A-1-b 10.7 B-36 J-1 3-5 12.1 N/D N/P A-1-a 12.3 B-38 J-1 1-3 15.6 N/D N/P A-1-b 7.7 B-40 J-1 3-5 12.9 N/D N/P A-1-a 13.3 B-46 J-1 3-5 13.4 N/D N/P A-1-a 11.3 B-48 J-1 1-3 18.8 N/D N/P A-1-b 9.5 B-50 J-1 3-5 18.2 N/D N/P A-1-b 7.6 RP-2 J-1 1-3 16.7 N/D N/P A-1-b 11.4 RP-4 J-1 3-5 16.3 N/D N/P A-1-b 20.9

Note that (1) N/D denotes “Not Determined” and (2) N/P denotes “Non-Plastic” in Table 1 above.

2.7 Findings

The findings at the project site are summarized below. Refer to the boring logs in Appendix C and the laboratory data in Appendix D for more detailed information. Groundwater was not encountered in any of the borings at the time of drilling. Fluctuations in the water level due to seasonal and climatic effects should be expected.

Subsurface Condition

Fifty-nine borings were performed for Project EVER 10(1): Fifty-one (B-1 through B-51) on Main Park Road, six (RP-1 through RP-6) on Royal Pam Road and two (B-1 through B-2) in the Flamingo area. On Main Park Road, the pavement thickness varied from 2 inches to 7 inches, with an average thickness of 2.5 inches. Boring logs document that no aggregate base layer was encountered during the investigation, though the quality of fill material encountered beneath the AC pavement was in many cases similar to that of aggregate base.

Varying levels of silt, sand and gravel (43% of A-1-b, 24% of A-1-a, 19% of A-2-4(0), 9% of A-4(0), 5% of A-3) was encountered in all test samples between depths of 1 and 5 feet on Main Park Road. Similar material was noted in the Flamingo area borings and laboratory testing showed the same (100% of A-1-b) on Royal Palm Road. Based on laboratory testing of this material, natural water content (WC) averaged 15% with a low of 7.1% at B-26 and a high of 40.1% at B-24, and all samples were determined to be non-plastic. Water was not encountered in any of the borings below the roadway surface.

Pavement Condition

Main Park Road The most prevalent pavement distress on Main Park Road is the raveling of the existing open graded friction course (OGFC). Where exposed, the underlying pavement layer appears to have oxidized significantly over the years (see figure 1). A section of Main Park Road from approximately Milepost 27 to 35 in the Northbound/Eastbound lane’s outer wheelpath is showing high severity longitudinal cracking. Many of these cracks are interconnected with moderate transverse cracking. The prevalence of rutting (see figure 2) is increased in these areas as well. Based on the performed roadway borings, the pavement thickness varies from

2.5 to 7 inches in depth. Overall, the ride quality is fair to good over a majority of Main Park Road. One short section near the West Lake pulloff is exhibiting poor ride quality.

Figure 1. Typical Raveling of OGFC on Main Park Road

Figure 2. Fatigue Cracking in outer wheelpath (Typical between MP 27 and 35.

Royal Palm Road and Parking Area Though it remains mostly intact, the OGFC is beginning to ravel due to an apparent loss of asphalt binder. Without preventive maintenance, the aggregate in the OGFC will begin to dislodge and the surface texture will continue to deteriorate over time, however Royal Palm Road is not included in the current project schedule. Royal Palm parking area is exhibiting distress in the southwest parking lane and driveway, especially around the location of a garbage dumpster. The remaining parking area is in fair condition, the only deficiencies being raveling of the OGFC and oxidation of the pavement surface.

Figure 3. Parking Area at Royal Palm

Flamingo Visitor Center and Marina Conditions of roadways at Flamingo vary based on the amount of raveling of the OGFC.

Aside from that, there is very little cracking or surface deformation, other than minor settlement where utility trenches have been dug and patched.

Figure 4. Parking Area at Flamingo Marina

Beard Center Road (Research Road) and Parking Area Research Road is a two way, two lane road that is 5.65 miles long. A visual inspection of the first four miles of the roadway was performed on July 29, 2009. According to the Road Inventory Program (RIP) Cycle 4 Report, the overall the pavement condition rating of the first four miles of Beard Center Road is Excellent. There is an isolated area of highly distressed pavement from MP 3.13 to 3.18 (according to RIP Cycle 4 Milepost). In this area moderate to severe block cracking was observed near a recently replaced drainage structure.

The Dan Beard Research Center Parking Area was given a rating of Fair in the RIP Cycle 4 Report, dated 2007.

Figure 5. Research Road Typical Pavement Condition

3 ANALYSIS

Flexible pavement overlay design analyses and pavement design analyses were conducted for Main Park Road, Royal Palm Road and Flamingo Area roads using the DARWin Pavement Design System computer program (Version 3.01) and in accordance with the AASHTO Guide for Design of Pavement Structures, 1993. The future structure number (SN) for a performance period of 20 years was determined based on a traffic data provided by the Everglades NPS Traffic Data Package, 2004. The 18-kip Equivalent Single Axle Load (ESAL) for the site was determined using the Rigorous ESAL Calculation in DARWin and was based on traffic count and vehicle classification data provided by Highway Design and the National Park Service. An initial Average Daily Traffic (ADT) value of 867 was used with an annual growth rate of 2 percent. Other parameters specified in the analysis included a reliability of 80 percent, an overall standard deviation of 0.49, an initial serviceability index of 4.2 and a terminal serviceability index of 2.0. The results of all design analyses are presented in Appendix F.

The modulus of subgrade was determined based on the AASHTO classification on laboratory tested samples and through the backcalculation of FWD data. Historic data from previously conducted subsurface investigations was also used. The results of these findings are summarized in Appendix E.

4 RECOMMENDATIONS

The following recommendations are based on the existing conditions at the time of the field investigation in January 2009. The recommendations included here reference the FP-03, “Standard Specifications for Construction of Roads and Bridges on Federal Highway Projects” (FP-03 Specifications).

4.1 Earthwork

Construction Season: Performing all work during a dry season is recommended. For other sequencing purposes including availability of funds, work should begin with the Patching Areas on Main Park Road from MP 27 to 34, and then commence with Milling of Main Park Road and Paving from the Southern limits Northward.

Soil Cover for Buried Structures: All proposed pipes and other proposed buried structures should have a minimum soil cover of 12 inches.

Shoulder Reconditioning: Prior to milling, roadside shoulders should be re-established and re-graded, where necessary, to provide positive surface runoff during and after construction.

Subgrade Preparation: If unsuitable subgrade materials are encountered in isolated areas within roadway, shoulders and side slopes, a minimum of 12-inch sub-excavation of unsuitable materials is recommended. Sub-excavated areas should be supported with Type

IV-B Geotextile, then backfilled and compacted with the suitable material. Import material should be in accordance with Subsection 704.06 of the FP-03 Specifications.

Aggregate Base Course: Immediately after subgrade preparation, any required aggregate base should be placed and compacted to at least 95% of maximum density in accordance with the Section 301 of the FP-03 Specifications. The gradation and material should be Base Aggregate, Grading C or D as per Section 703.05(b) of the FP-03 Specifications.

4.2 Pavement Section

Based on field condition survey and subsurface investigation, minimum flexible pavement sections with a 20-year performance period for the project sites are provided in below.

MAIN PARK ROAD (NPS Route 10)

Due to limited funding, two alternative pavement rehabilitation alternatives were analyzed.

Table 3 explores the minimum flexible pavement section with a 20-year performance period for Main Park Road, but the lack of available funding will result in performing this work only on the southern-most 20 to 25 miles, with the remainder of Main Park Road awaiting future funding. Table 4 presents the pavement section with a less than 20-year performance period that is able to be applied to the entire length of Main Park Road given the current available funding.

The implementation of either option will include the recommended full-depth patching between Milepost 27 and 34 as shown in Table 5. A schedule of patching limits is provided in the Main Park Road Pavement Condition Survey in Appendix B. Following the Value Analysis meeting for the EVER 10(1) project held in July 2009, Mill and Overlay Option 1, shown in Table 2, was selected by the VA team as the preferred option. The existing roadway surface should be milled 1/2 inch to remove the raveling OGFC heavily oxidized.

After milling, place a 2-inch Superpave Asphalt Concrete Pavement (SACP) overlay, ½” Nominal Max Size Aggregate, < 0.3 x 10^6 ESALs. Recommendations for the Remaining Routes in within the project Limits are included in Tables 6-9 below.

Table 3. Minimum Pavement Section for Main Park Road Mill and Overlay Option 1

Layer Minimum Thickness

(in) Comments

SACP Surface Course 2.0

Superpave Asphalt Concrete Pavement (SACP), <300,000 ESALs, ½” Nominal Maximum Size Aggregate (NMSA), Type IV Pavement Smoothness

Asphalt Prime Coat --- Apply as per Section 411.

Surface Milling ½” Mill according to Section 413.

Table 4. Minimum Pavement Section for Main Park Road Mill and Overlay Option 2

Layer Minimum Thickness

(in) Comments

SACP Surface Course 1.0 SACP, <0.3 million ESALs, 3/8” NMSA.

Asphalt Prime Coat --- Apply as per Section 411.

Surface Milling ½” Mill according to Section 413.

The calculated average design SN for a 20-year performance period for future traffic based on subgrade conditions for Main Park Road is 2.03. The total effective design SN for the structure provided in Table 3 is 2.17.

Table 5. Minimum Pavement Section for Main Park Road Patching from MP 27 to 34 And Royal Palm Parking Area Reconstruction Area

Layer Minimum Thickness

(in) Comments

SACP Surface Course 2 SACP, <0.3 million ESALs, 3/8” NMSA.

SACP Base Course 2 SACP, <300,000 ESALs, ½” NMSA

Aggregate Base 6 Base Aggregate, Grading C or D as per Subsection 703.05(b) of the FP-03 Specifications

Aggregate Base Stabilization layer

Base Aggregate, Grading C or D as per Subsection 703.05(b) of the FP-03 Specifications, wrapped in Geotextile, Type II-B.

The calculated average design SN for a 20-year performance period for future traffic based on subgrade conditions for Main Park Road is 2.03. The total effective design SN for the structure provided in Table 5 is 2.48.

Additionally, a cross section example of a recommended repair strategy for the Main Park Road northbound lane’s patching is included in Appendix F. Also included is the recommended limit of Reconstruction in the Royal Palm Parking Area.

FLAMINGO VISITOR CENTER AND MARINA ROADS (NPS ROUTES 212-216),

FLAMINGO VISITOR CENTER PARKING AREAS (NPS ROUTES 920A-920F;

921,922), ROYAL PALM PARKING AREA (NPS ROUTES 903)

Table 6. Minimum Pavement Section for Royal Palm Parking Area, Flamingo Visitor Center and Marina Roads and Parking Areas

Layer Minimum Thickness

(in) Comments

SACP Surface Course 1.5 SACP, <0.3 million ESALs, ½” NMSA.

Asphalt Prime Coat --- Apply as per Section 411.

Surface Milling As Req’d Mill according to Section 413 along curbs only, to maintain existing reveal.

Table 7. Minimum Pavement Section for Royal Palm Parking Area Full Depth Patch Areas

Layer Minimum Thickness

(in) Comments

SACP Surface Course 1.5 SACP, <0.3 million ESALs, ½” NMSA., Type V Pavement Smoothness SACP Base Course 2 SACP, 300,000 ESALs, ½” NMSA

Aggregate Base 8 Base Aggregate, Grading C or D as per Subsection 703.05(b) of the FP-03 Specifications

BEARD CENTER ROAD (NPS Route 402), BEARD RESEARCH PARKING AREA (NPS Route 905)

Table 8. Minimum Pavement Section for Beard Center Road (Research Road) and Parking Area

Layer Minimum Thickness

(in) Comments

SACP Surface Course 1.5

Superpave Asphalt Concrete Pavement (SACP), <0.3 million ESALs, ½” Nominal Maximum Size Aggregate (NMSA).

Asphalt Prime Coat --- Apply as per Section 411.

Table 9. Section for Beard Center Road (Research Road) Repair from MP 3.13 to 3.18

Layer Minimum Thickness

(in) Comments

SACP Surface Course 2.0

Superpave Asphalt Concrete Pavement (SACP), <0.3 million ESALs, ½” Nominal Maximum Size Aggregate (NMSA).

Asphalt Prime Coat --- Apply as per Section 411.

Surface Milling ~2” Mill full depth AC Pavement according to Section 413.

Preliminary Costs

According to preliminary cost estimates prepared by Highway Design for the 30% plans, the pavement costs for each alternative (including parking areas) are provided in Table 10 below.

Table 10. Preliminary Cost Estimates for Pavement Alternatives Alternative # Description Estimated Pavement Costs

Option #1 (Table 3., Recommended Option)

Mill and 2-inch AC overlay of Main Park Road

$9.077,220

Option #2 (Table 4.) Mill and 1-inch AC overlay of Main Park Road

$5,363,820

5 DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section on Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these explorations and tests represent conditions at the specific locations indicated. Subsurface and conditions between these locations may vary.

The Analysis and Conclusions section and the Recommendations section in this report include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Prepared by:

William Eshbaugh Pavement Engineer

Reviewed by:

Jason Dietz.

Pavement Team Leader

William Eshbaugh

Digitally signed by William Eshbaugh DN: cn=William Eshbaugh, o=FHWA, ou=EFLHD, email=william.eshbaugh@dot.gov, c=US Date: 2010.03.29 13:37:58 -04'00'

Jason Dietz

Digitally signed by Jason Dietz DN: cn=Jason Dietz, o=EFLHD, ou=TS, email=jason.dietz@fhwa.dot.gov, c=US Date: 2010.03.30 08:14:40 -04'00'

APPENDIX A – Project Location Map and Geologic Map

APPENDIX B –Main Park Road Pavement Condition Survey from MP 27 to MP 34

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.9

.9

O ve rla y

+1

+2

R ig ht

P at ch (7

L) , E dg e of P av em en t

.9

.9

O ve rla y

+1

+3

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.9

.2

Fu ll D ep th

P at ch

+5

+6

R ig ht

P at ch (7

L) , E dg e of P av em en t

.0

.0

O ve rla y

+4

+4

R ig ht P at ch

(7 L)

, E dg e of

P av em en t

.0

.0

O ve rla y

+6

+6

R ig ht

P at ch (7

L) , E dg e of P av em en t

.1

.1

O ve rla y

+2

+2

R ig ht P at ch

(7 L)

, E dg e of

P av em en t

.1

.1

O ve rla y

+5

+6

R ig ht

P at ch (7

L) , E dg e of P av em en t

.1

.1

O ve rla y

+3

+0

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.2

.3

Fu ll D ep th

P at ch

+8

+9

R ig ht

P at ch (7

L) , E dg e of P av em en t

.3

.3

O ve rla y

+8

+2

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.4

.7

Fu ll D ep th

P at ch

+1

+6

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.1

.1

Fu ll

D ep th P at ch

+6

+0

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.2

.6

Fu ll D ep th

P at ch

+5

+5

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.7

.8

Fu ll

D ep th P at ch

+0

+5

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.0

.0

Fu ll D ep th

P at ch

+4

+4

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.1

.4

Fu ll

D ep th P at ch

+4

+4

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.4

.5

Fu ll D ep th

P at ch

+4

+9

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.5

.5

Fu ll D ep th

P at ch

+9

+1

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.5

.6

Fu ll D ep th

P at ch

+8

+3

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.6

.8

Fu ll

D ep th P at ch

+8

+3

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.9

.9

Fu ll D ep th

P at ch

+7

+2

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.1

.2

Fu ll

D ep th P at ch

+2

+0

R ig ht P at ch

(7 L)

, f ul l l an e w id th

.2

.2

O ve rla y

+4

+4

B ot h P at ch

(7 L)

, t ra ns ve rs e co nd ui t

.2

.2

W es t L ak e In te rs ec tio n O ve rla y

+8

+2

B ot h

E xc es si ve R ou gh ne ss

.2

.3

N ea r W es t L ak e

W ed ge a nd L ev el a nd

O ve rla y

+2

+6

B ot h E xc es si ve

R ou gh ne ss

.3

.3

N ea r W es t L ak e

W ed ge a nd L ev el a nd

O ve rla y

+2

+2

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.3

.4

Fu ll D ep th

P at ch

+9

+2

R ig ht

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.4

.4

Fu ll

D ep th P at ch

+7

+2

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.5

.5

Fu ll D ep th

P at ch

+9

+3

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.6

.6

Fu ll

D ep th P at ch

+6

+1

R ig ht Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.6

.6

Fu ll

D ep th P at ch

+1

+1

R ig ht Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.6

.7

Fu ll

D ep th P at ch

+1

+1

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.7

.7

Fu ll D ep th

P at ch

+6

+1

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.8

.8

Fu ll D ep th

P at ch

+3

+8

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.9

.0

Fu ll D ep th

P at ch

E V

E R

0(

1)

P av em en t C on di tio n S ur ve y

- R ep ai r A re as fr om M ile po st to

Fi na l M ap ar t (

ft) Fi na l M ap op

(f t)

O ffs et D is tr es s

Ty pe

W id th (f

t) A re a

(s .y

St ar t

M ile po st

En d

M ile po st

Si te

R ef er en ce s

R ep ai r M et ho d

+1

+0

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.0

.1

Fu ll

D ep th P at ch

+0

+8

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.1

.1

Fu ll

D ep th P at ch

+0

+7

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.2

.2

Fu ll D ep th

P at ch

+5

+2

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.4

.4

Fu ll D ep th

P at ch

+7

+4

Le ft Fa tig ue

C ra ck in g (1

H ou te r w he el pa th

.5

.5

Fu ll

D ep th P at ch

+4

+8

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.8

.8

Fu ll

D ep th P at ch

+7

+0

Le ft

Fa tig ue C ra ck in g

(1 H ou te r w he el pa th

.8

.9

Fu ll D ep th

P at ch

+3

+2

Le ft Fa tig ue

C ra ck in g (1

M ou te r w he el pa th

.4

.9

Fu ll

D ep th P at ch

Code Distress 1L Low Severity Fatigue Cracking 1M Medium Severity Fatigue Cracking 1H Heavy Severity Fatigue Cracking 2L Low Severity Block Cracking 2M Medium Severity Block Cracking 2H High Severity Block Cracking 3L Low Severity Edge Cracking 3M Medium Severity Edge Cracking 3H High Severity Edge Cracking 4L Low Severity Longitudinal Cracking 4M Medium Severity Longitudinal Cracking 4H Heavy Severity Longitudinal Cracking 5 Reflection Cracking 6L Low Severity Transverse Cracking 6M Medium Severity Transverse Cracking 6H High Severity Transverse Cracking 7L Low Severity Patch Deterioration 7M Medium Severity Patch Deterioration 7H High Severity Patch Deterioration 8L Low Severity Pothole 8M Medium Severity Pothole 8H High Severity Pothole 9 Rutting 10 Shoving 11 Bleeding 12 Polished Aggregate 13 Raveling 14 Dropoff 15 Water Bleeding

APPENDIX C – Boring Location Map and Boring Logs

B

B

B O

R

IN

G S

B or in gs

R P

-2

R P

-3

R P

-4

R

B -1

-2

R P

-2

R P

-3

R P

-4 g 0

B o ri n g

S ta o ri n g

-3

B S ri n g

-5 ri n g

-6 ri n g

-8 ri n g

-9

B o ri n g B

- 1 S ta ri n g B

-1 ri n g B ri n g B

-1 S ta ri n g B ri n g B

B o ri n g B

-1

S ta ri n g B ri n g B ri n g B ri n g B ri n g B

B o ri n g B ri n g B ri n g B ri n g B

B o ri n g B ri n g B

M

IN

A R

Y

N

ST

R U

C T

IO

N

B o ri n g B

A

R Y

N

ST

R

U C

T

IO

N g S ta

B o ri n g

B

A R

Y

N

ST

R U

C T

IO

N

B o ri n g B

B o ri n g B

A

R Y

N

ST

R

U C

T

IO

N

B o ri n g B

B o ri n g

B

B o ri n g B

B o ri n g B

A R

Y

N

ST

R U

C T

IO

N

B o ri n g B

B o ri n g B

B o ri n g B

A R

Y

N

ST

R U

C T

IO

N

B o ri n g B ri n g B ri n g B

B o ri n g S ta ri n g B

A R

Y

N

ST

R U

C T

IO

N

F la m in g o

A re a ri n g B

-1

B o ri n g B

-2

A d d it io n a l

B o ri n g s

B o ri n g B

-4

S ta

B o ri n g B

-4

S ta

O u ts id e P ro je ct L im it s, N

SAMPLE

ec

Inspector:

Operator:

Weather:

Everglades National Park

B-01

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Auger Cuttings

G ra ph ic

Lo g

EVER 10(1)

B lo w s pe r in hrs

Boring No.:

Remarks:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

3.6" Bottom of borehole

3.6" AC Pavement

0.3

UD

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Boring Method:

Hole Diameter:

Vane Shear

BORING LOG

Penetrometer Rock CoreSPT

Encountered at:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Plastic Limit

No groundwater was encountered before or after pavement coring and Drilling.

N o.

Sample Types:

Project Location:

After 140 lbs/Auto

Surface Elevation:

Main Park Road @ Sta 0+00

Hammer Drop:

1/27/09

4.5 in.

Boring Began:

806020

30 in

Caved at:

Water Content %

Hammer Wt. & Type:

Flight Auger

E le va tio n (fe et

Project Name:

Warm Kingsley Thornton

1/27/09

0+15, Rt.

Boring Location:

B-02

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

40Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Remarks:

EVER 10(1)

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/ hrs

Everglades National Park

Weather:

SAMPLE

R ec

Inspector:

Operator:

1.6

5' Bottom of borehole

Medium, Limestone Rock and Sand, Wet

3.6" AC Pavement

8-7-9-10

13-15-15-8

1.7

5.0

0.3

J-1

La ye r D ep th

(f t)

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock CoreSPT

No groundwater was encountered before or after pavement coring and Drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

N o.

Sheet: 1 of 1

Main Park Road @ Sta 50+00

G ra ph ic

Lo g

BORING LOG

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

Caved at:

140 lbs/Auto

Plastic Limit

806020

4.5 in.

UDAuger Cuttings

30 in

Water Content %

Project Name:

Warm Kingsley

Surface Elevation:

Hammer Drop:

E le va tio n (fe et

Hammer Wt. & Type:

Thornton

Boring Began: 1/27/09 Flight Auger

1/27/09

50+09, Rt.

ec

Inspector:

Operator:

Weather:

Everglades National Park

B-03

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Auger Cuttings

G ra ph ic

Lo g

EVER 10(1)

B lo w s pe r in hrs

Boring No.:

Remarks:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

2.4" Bottom of borehole

2.4" AC Pavement 0.2

UD

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Boring Method:

Hole Diameter:

Vane Shear

BORING LOG

Penetrometer Rock CoreSPT

Encountered at:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Plastic Limit

No groundwater was encountered before or after pavement coring and Drilling.

N o.

Sample Types:

Project Location:

After 140 lbs/Auto

Surface Elevation:

Main Park Road @ Sta 100+00

Hammer Drop:

1/27/09

4.5 in.

Boring Began:

806020

30 in

Caved at:

Water Content %

Hammer Wt. & Type:

Flight Auger

E le va tio n (fe et

Project Name:

Warm Kingsley Thornton

1/27/09

99+93, Rt.

B-04

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

Boring No.:

40Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Remarks:

EVER 10(1)

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/ hrs

Everglades National Park

Weather:

SAMPLE

R ec

Inspector:

Operator:

1.7

5' Bottom of borehole

Medium to Very Dense, Limestone Rock and Sand, Wet

2.4" AC Pavement

14-16-7-2

24-16-41-21

1.3

5.0

0.2

J-1

La ye r D ep th

(f t)

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

D ep th S ca le

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

B lo w s pe r in

U. S. DEPARTMENT OF TRANSPORTATION

Rock CoreSPT

No groundwater was encountered before or after pavement coring and Drilling.

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

N o.

Sheet: 1 of 1

Main Park Road @ Sta 150+00

G ra ph ic

Lo g

BORING LOG

Penetrometer

Project Location:

After

Encountered at:

Sample Types:

Caved at:

140 lbs/Auto

Plastic Limit

806020

4.5 in.

UDAuger Cuttings

30 in

Water Content %

Project Name:

Warm Kingsley

Surface Elevation:

Hammer Drop:

E le va tio n (fe et

Hammer Wt. & Type:

Thornton

Boring Began: 1/27/09 Flight Auger

1/27/09

149+80, Rt.

ec

Inspector:

Operator:

Weather:

Everglades National Park

B-05

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Auger Cuttings

G ra ph ic

Lo g

EVER 10(1)

B lo w s pe r in hrs

Boring No.:

Remarks:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

2.5" Bottom of borehole

3" AC Pavement 0.3

UD

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Boring Method:

Hole Diameter:

Vane Shear

BORING LOG

Penetrometer Rock CoreSPT

Encountered at:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Plastic Limit

No groundwater was encountered before or after pavement coring and Drilling.

N o.

Sample Types:

Project Location:

After 140 lbs/Auto

Surface Elevation:

Main Park Road @ Sta 200+00

Hammer Drop:

1/27/09

4.5 in.

Boring Began:

806020

30 in

Caved at:

Water Content %

Hammer Wt. & Type:

Flight Auger

E le va tio n (fe et

Project Name:

Warm Kingsley Thornton

1/27/09

199+56, Rt.

Boring No.:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

hrs Operator:

Everglades National Park

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

SAMPLE

R ec

Inspector:

D ep th S ca le

(f t)

Weather:

B-06

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

6-7-9-6

21-29-12-8

2.0

2.4" AC Pavement

5.0

3.5

3.0

0.2

J-1 1.2

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

EVER 10(1)

5' Bottom of borehole

Medium dense, Limestone Rock and Sand, Wet

Stiff to Very Stiff, Brown Clay, Wet

Dense, Limestone Rock and Sand, Moist to Dry

Main Park Road @ Sta 250+00

SPT

No groundwater was encountered before or after pavement coring and Drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sheet: 1 of 1

Plastic Limit Water Content %

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core Penetrometer

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

30 in

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Flight Auger

E le va tio n (fe et

Project Name:

Warm Kingsley

1/27/091/27/09Boring Began:

Caved at:

140 lbs/Auto Thornton

4.5 in.

Surface Elevation:

Hammer Drop:

Hammer Wt. & Type:

249+21, Rt.

ec

Inspector:

Operator:

Weather:

Everglades National Park

B-07

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Auger Cuttings

G ra ph ic

Lo g

EVER 10(1)

B lo w s pe r in hrs

Boring No.:

Remarks:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

2.4" Bottom of borehole

2.4" AC Pavement 0.2

UD

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Boring Method:

Hole Diameter:

Vane Shear

BORING LOG

Penetrometer Rock CoreSPT

Encountered at:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Plastic Limit

No groundwater was encountered before or after pavement coring and Drilling.

N o.

Sample Types:

Project Location:

After 140 lbs/Auto

Surface Elevation:

Main Park Road @ Sta 300+00

Hammer Drop:

1/27/09

4.5 in.

Boring Began:

806020

30 in

Caved at:

Water Content %

Hammer Wt. & Type:

Flight Auger

E le va tio n (fe et

Project Name:

Warm Kingsley Thornton

1/27/09

299+17, Rt.

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

hrs Operator:

Everglades National Park

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

SAMPLE

R ec

Inspector:

D ep th S ca le

(f t)

Weather:

B-08

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

17-41-26-14

19-37-35-24

2.0

2.4" AC Pavement

5.0

4.0

3.0

0.2

J-1

1.3

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

EVER 10(1)

5' Bottom of borehole

Very Dense, Limestone, Wet

Very Dense, Limestone and Clay, Wet

Very Dense, Crushed Limestone and Sand, Wet

Main Park Road @ Sta 350+00

SPT

No groundwater was encountered before or after pavement coring and Drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sheet: 1 of 1

Plastic Limit Water Content %

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core Penetrometer

Project Location:

After

Encountered at:

Sample Types:

N o.

Auger Cuttings

30 in

UD

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Flight Auger

E le va tio n (fe et

Project Name:

Warm Kingsley

1/27/091/27/09Boring Began:

Caved at:

140 lbs/Auto Thornton

4.5 in.

Surface Elevation:

Hammer Drop:

Hammer Wt. & Type:

349+04, Rt.

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture hrs Rock Core Diam:

Boring Method:

Hole Diameter:

Completed:

Vane Shear

Operator:

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

EVER 10(1)

SAMPLE

R ec

Inspector:

Weather:

B-09

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

D ep th S ca le

(f t)

20-10-17-19

14-22-14-25

2.4" AC Pavement

2.0

Dense, Crushed Limestone and Sand, Dry

5.0

3.5

3.0

0.2

1.6

Everglades National Park La ye r

D ep th (f t)

At Completion:

Groundwater Depth:

(Blows / ft)

5' Bottom of borehole

Medium dense, Crushed Limestone and Sand, Moist

Medium dense, Limestone and Clay, Moist

Main Park Road @ Sta 400+79 on the Shoulder

SPT

No groundwater was encountered before or after pavement coring and Drilling.

BORING LOG FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Sheet: 1 of 1

Plastic Limit Water Content %

U. S. DEPARTMENT OF TRANSPORTATION

Rock Core Penetrometer

Project Location:

After

Encountered at:

Sample Types:

N o.

UD

30 in

20 80

Auger Cuttings

G ra ph ic

Lo g

Remarks:

B lo w s pe r in

Boring Began:

E le va tio n (fe et

Project Name:

Warm Kingsley Thornton

1/27/091/27/09

140 lbs/Auto

Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

Caved at:

4.5 in.

Flight Auger

398+67, off Rt. Shoulder

Ty pe

Rock Core Diam:

Boring No.:

Boring Location:

Liquid Limit Standard Penetration Test DataDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

10B lo w s pe r in

SAMPLE

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Everglades National Park

EVER 10(1)

MATERIAL DESCRIPTION

Boring Method:

R ec

Inspector:

Operator:

Weather:

B-10

0.8

3" AC Pavement

3-1-3-4

10-25-50

Loose, Lime Rock and Clay, Wet

5' Bottom of borehole

1.2

5.0

3.0

0.3

Hole Diameter:

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

Dense, Crushed Limestone and Sand, Moist

Groundwater Depth:

hrs

(Blows / ft)

At Completion:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before or after pavement coring and Drilling.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Main Park Road @ Sta 450+00

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

140 lbs/Auto

30 in

4.5 in.

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

1/27/09

E le va tio n (fe et

Project Name:

Warm Kingsley Thornton

Flight AugerCaved at:

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

1/27/09

448+50, Rt.

ec

Inspector:

Operator:

Weather:

Everglades National Park

B-11

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Auger Cuttings

G ra ph ic

Lo g

EVER 10(1)

B lo w s pe r in hrs

Boring No.:

Remarks:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

2.4" Bottom of borehole

2.4" AC Pavement 0.2

UD

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Boring Method:

Hole Diameter:

Vane Shear

BORING LOG

Penetrometer Rock CoreSPT

Encountered at:

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

U. S. DEPARTMENT OF TRANSPORTATION

Sheet: 1 of 1

Plastic Limit

No groundwater was encountered before or after pavement coring and Drilling.

N o.

Sample Types:

Project Location:

After 140 lbs/Auto

Surface Elevation:

Main Park Road @ Sta 500+00

Hammer Drop:

1/27/09

4.5 in.

Boring Began:

806020

30 in

Caved at:

Water Content %

Hammer Wt. & Type:

Flight Auger

E le va tio n (fe et

Project Name:

Warm Kingsley Thornton

1/27/09

498+32, Rt.

B lo w s pe r in

Boring No.:

Boring Location:

Liquid Limit Standard Penetration Test DataDensity, Color, Plasticity, Size, Proportions, Moisture

Vane Shear

SAMPLE

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Everglades National Park

EVER 10(1)

MATERIAL DESCRIPTION

Hole Diameter:

R ec

Inspector:

Operator:

Weather:

B-12

1.3

2.4" AC Pavement

25-21-22-22

20-30-16-50/4

Rock Core Diam:

1.8

5' Bottom of borehole 5.0

3.0

0.2

J-1

(Blows / ft) hrs

Completed:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Dense, Crushed Limestone Rock and Sand, Dry

Dense, Crushed Limestone Rock and Sand, Wet

Boring Method:

Groundwater Depth:

Sheet: 1 of 1

Water Content %

SPT

No groundwater was encountered before or after pavement coring and Drilling.

BORING LOG

Penetrometer

U. S. DEPARTMENT OF TRANSPORTATION

Main Park Road @ Sta 550+00

Plastic Limit

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Rock Core

Project Location:

After

Encountered at:

Sample Types:

N o.

140 lbs/Auto

30 in

4.5 in.

UDAuger Cuttings

G ra ph ic

Lo g

Remarks:

Thornton

E le va tio n (fe et

Project Name:

Kingsley Caved at:

1/27/09 Flight Auger

Boring Began:Surface Elevation:

Hammer Wt. & Type:

Hammer Drop:

1/27/09

Warm

548+02, Rt.

ec

Inspector:

Operator:

Weather:

Everglades National Park

B-13

Standard Penetration Test Data Liquid Limit

MATERIAL DESCRIPTION

B O

R

IN

G L

O G

E V

E R

.G

P J

F H

W A

_V A

.G D

T

/1 8/

Auger Cuttings

G ra ph ic

Lo g

EVER 10(1)

B lo w s pe r in hrs

Boring No.:

Remarks:

D ep th S ca le

(f t)

La ye r D ep th

(f t)

At Completion:

Groundwater Depth:

(Blows / ft)

Completed:

2.4" Bottom of borehole

2.4" AC Pavement 0.2

UD

Boring Location:

Ty peDensity, Color, Plasticity, Size, Proportions, Moisture

Rock Core Diam:

Boring Method:

Hole Diameter:

Vane Shear

BORING LOG

Penetrometer Rock CoreSPT

Encountered at:

FEDERAL HIGHWAY…