August 15, 2006 (Revised) July 3, 2006 Project No. 01-05-0854-101A Mr. David Reed, P.E. Protean Design Group 100 East Pine Street, Suite 306 Orlando, Florida 32801 Preliminary Soil Survey Report Polk Parkway (State Road 570) MP 17.97 to 23.75 & Pace Road Interchange General Consultant Services for Florida Department of Transportation Turnpike Enterprise Contract Financial Project No. 416537-1&2 Polk County, Florida Dear Mr. Reed: Nodarse & Associates, Inc. (N&A) is pleased to present this Preliminary Soil Survey Report for the above-referenced project. This exploration was performed in general accordance with our proposal dated December 22, 2005. This report presents a general summary of the results of our soil survey for ponds, ramps, and roadway. The detailed results of the soil survey are presented on the Soil Survey Sheet and the Report of Auger Boring for Ponds, Ramps, and Roadway sheets in the Appendix. Our evaluation of the structures will be presented under separate cover. PROJECT DESCRIPTION The project consists of the widening of Polk Parkway (State Road 570) from mile post 17.97 to mile post 23.75. It is to our knowledge that the existing roadway consists of two (2) travel lanes, which will be widened to a four (4) land roadway with a grass median. Existing swales are located on both the west and east sides of the roadway and a proposed swale is to be located to the west of the widening. Additional improvements will consist of the construction of an interchange at Polk Parkway and Pace Road and a SunPass plaza for the Polk Parkway exit ramps to Pace Road. In addition to the ramps and plaza, a total of four (4) stormwater ponds are proposed at the future Polk Parkway / Pace Road interchange.
Protean Design Group Nodarse & Associates, Inc. Project No. 01-05-0854-101A Page 2 REVIEW OF AVAILABLE DATA Based on the United States Geological Survey (USGS) Polk City, Florida Quadrangle map, topography at the proposed interchange ranges from approximate elevation +150 to +175 feet, NGVD. A section of the USGS Polk City, Florida Quadrangle Map for the project area is shown on Figure 1 in the Appendix. The United States Department of Agriculture (USDA) Polk County Soil Survey for the project location is shown on Figure 2 in the Appendix. Soils found in the vicinity of the project are as follows: Number 2 3 15 USDA Soil Name Apopka fine sand, 0 to 5 percent slopes Candler fine sand, 0 to 5 percent slopes Tavares fine sand, 0 to 5 percent slopes Depth of Seasonal High Groundwater Table for Site in its Natural Condition > 80 inches > 80 inches 40-80 inches 17 Smyrna and Myakka fine sand < 12 inches 21 Immokalee sand < 12 inches 31 Adamsville fine sand 20-40 inches Based on review of the potentiometric surface for the upper Floridan Aquifer in the Southwest Florida River Water Management District and Vicinity, the potentiometric surface at the site is approximately +115 feet, NGVD. Based on the depths to the confining layer and depths of excavation for construction, artesian conditions are not anticipated to be a concern. SUBSURFACE EXPLORATION Subsurface conditions were explored along the mainline roadway alignment and ramp locations by performing manual auger borings to a depth of 5 feet below the existing ground surface. Borings were spaced on approximate 500-foot intervals for ramps and approximate 1400-foot intervals for the mainline. Subsurface conditions for the proposed stormwater ponds were explored by performing twelve (12) machine auger borings to a depth of about 20 feet below the existing ground surface. Approximate boring locations for the pond borings are shown on the Report of Auger Borings for Ponds sheet (Figure 4 in the Appendix). Bulk samples (total of 6) were obtained within the mainline embankment and submitted to the FDOT State Materials Office for LBR testing.
Protean Design Group Nodarse & Associates, Inc. Project No. 01-05-0854-101A Page 3 The hand auger boring procedure consisted of manually turning a 3-inch diameter, 6-inch long sampler into the soil until it was full. The sampler was then retrieved and the soils in the sampler were visually examined and classified. The procedure was repeated until the desired termination depth was achieved or dense shallow soil conditions, such as gravel, rock or cemented sand prevented further penetration of the sampler. Samples of representative strata were obtained for further visual examination and classification in our laboratory. The machine auger borings were performed by hydraulically turning a 4-inch diameter continuous flight auger into the ground in 5-foot increments. Additional flights were added until the desired termination depth was achieved. The auger was then extracted without further rotation and representative soil samples were retrieved from the auger. Samples were visually classified in the field and were then packaged and returned to our soils laboratory for further classification and testing. GENERAL SUBSURFACE CONDITIONS The soil conditions encountered in the auger borings are shown on the Report of Auger Borings for Ponds sheet (Figure 5), the Report of Auger Borings for Ramps sheet (Figure 6), and the Report of Auger Borings for Roadway sheet (Figure 7) in the Appendix. This soil survey encountered three (3) generalized soil strata within the survey limits to the depths explored in the borings. Soil samples obtained from these borings were transported to our geotechnical engineering laboratory for testing. The generalized soil strata, based on visual examination and the laboratory testing program are as follows: Stratum Number Material Description AASHTO Classification Treatment by FDOT Index 505 1 Brown to light gray fine sand (A-3) Select (S) 2 Grayish-brown to dark orangish-brown fine sand with silt to silty fine sand, trace clay (A-2-4) Plastic (P) 3 Grayish-brown to orangish-brown fine sand with silt to silty fine sand (A-2-4) Select (S) For details at individual boring locations, refer to the boring profiles on Figures 5 through 7 in the Appendix.
Protean Design Group Nodarse & Associates, Inc. Project No. 01-05-0854-101A Page 4 Stabilized groundwater levels within the auger borings were encountered from 2.7 feet to a depth of 15.9 feet below existing grade. Borings that did not encounter groundwater to the boring termination depths are denoted as GNE on the soil profile sheets. Groundwater levels fluctuate with the amount of local rainfall and, therefore, may be different at other times. Estimated seasonal high groundwater levels (ESHGWL) at pond boring locations are shown adjacent to the soil profiles on the Report of Auger Borings for Ponds sheet (Figure 5) and for ramps shown on Figure 6 of the Appendix. LABORATORY TESTING The laboratory testing program was performed on selected soil samples obtained from the borings. The purpose of this testing was to assist in classification of soil samples. Laboratory testing included full grain sieve analysis, moisture content, and Atterberg limits. The test results for the roadway, ramps, and ponds are presented in Table 1 in the Appendix. All laboratory testing was performed in general accordance with appropriate Florida Methods. Six (6) bulk samples were obtained from the mainline embankment and submitted to the FDOT State Materials Office for LBR testing. The results of this testing are presented in Attachment 1 in the Appendix. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS The following preliminary conclusions and recommendations are based on the project characteristics previously described, the data obtained in our field exploration and our experience with similar subsurface conditions and construction types. Roadway Construction: Materials used in roadway construction should be in accordance with Index 505 of the FDOT Design Standards. Material from Strata 1 and 3 should be classified as Select (S) and can generally be used as compacted roadway fill. Stratum 3 soils may retain excess moisture and be more difficult to dry and compact. Material from Stratum 2 should be classified as Plastic (P) based on fines content and should be removed where encountered within 24 inches of the proposed roadway base bottom in accordance with FDOT Index 500.
Protean Design Group Nodarse & Associates, Inc. Project No. 01-05-0854-101A Page 5 Generally, a minimum of 2 feet is recommended between the estimated seasonal high groundwater level and the bottom of a limerock base. Stormwater Ponds: Generally, native soils in the proposed stormwater pond locations at depths immediately below the projected pond bottom elevations have relatively low permeability. Wet ponds are feasible, but will have high variation between estimated seasonal high and seasonal low groundwater levels. Encountered groundwater levels, along with estimated seasonal high and low groundwater elevations, are presented in Table 2 in the Appendix. Dry ponds can be constructed, but will require the use of underdrains or over-excavation of clayey soils (Stratum 2) to allow for infiltration of stormwater runoff. REPORT LIMITATIONS The preliminary data and evaluations presented herein are based on limited geotechnical information and analysis and are therefore not adequate for final design and construction purposes. Complete geotechnical investigation including additional borings, groundwater monitoring and associated laboratory testing and geotechnical analysis specific to the site and project conditions will be required to develop the final design requirements for the geotechnical aspects of the project. The boring logs and geotechnical investigation records presented herein, depict subsurface conditions only at the specific exploration location and at the time designated on the logs or records. Subsurface conditions at other locations may differ from conditions occurring at the boring and investigation locations. Also, the passage of time may result in a change in the subsurface condition at an investigation location. The investigation specifically does not address environmental issues and issues related to groundwater contamination.
Protean Design Group Nodarse & Associates, Inc. Project No. 01-05-0854-101A Page 6 CLOSURE N&A appreciates the opportunity to be of service to you on this project. If you should have any questions regarding the contents of this report, or if we may be of further assistance, please do not hesitate to contact us. Sincerely, NODARSE & ASSOCIATES, INC. Tom Kunzen, E.I. Project Engineer Douglas W. Baker, P.E. Senior Geotechnical Engineer FL Registration No. 48943 Attachment: Appendix R:\2005\01-05-0854\101\A\final-reports\Revised_SSR_PolkPkwy.doc/TEK/sk
INDEX TO APPENDIX PRELIMINARY SOIL SURVEY REPORT POLK PARKWAY (STATE ROAD 570) MP 17.97 TO 23.75 & PACE ROAD INTERCHANGE POLK COUNTY, FLORIDA FINANCIAL PROJECT NO. 416537-1&2 N&A PROJECT NO. 01-05-0854-101A Item Designation Description 1 Figure 1 USGS Quadrangle Map 2 Figure 2 USDA SCS Soils Map 3 Figure 3 Soil Survey Sheet 4 Figures 4 and 5 Report of Auger Borings for Ponds 5 Figure 6 Report of Auger Borings for Ramps 6 Figure 7 Report of Auger Borings for Roadway 7 Table 1 Summary of Laboratory Test Results 8 Table 2 Groundwater Level Summary Wet Ponds 9 Attachment 1 LBR Testing Results