HSA ENGINEERS & SCIENTISTS. A member of the CRA family of companies

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1 HSA ENGINEERS & SCIENTISTS A member of the CRA family of companies Report of Pavement Coring and Services Town of Belleair Rosery Road Seawall, Roadway and Drainage Improvements

2 Atkins 4030 West Boy Scout Blvd., Suite 700 Tampa, Florida Via Electronic and Regular Mail Attention: Subject: Mr. Doug W. White Associate Project Manager Report of Pavement Coring and Town of Belleair Rosery Road Dear Mr. White: HSA Engineers & Scientists (HSA) is pleased to provide the results of our pavement coring and subsurface exploration to support the planned seawall, roadway and drainage improvements within the Town of Belleair in Pinellas County, Florida. This report briefly describes the testing performed, presents the profiles of the subsurface conditions encountered and provides an interpretation of the subsurface conditions with respect to the planned seawall and roadway improvements. The report also provides general pavement improvement recommendations. PROJECT INFORMATION The project consists of roadway and drainage improvements to about 7,465 lineal feet of existing roads, along with localized seawall improvements, within the Town of Belleair, in Pinellas County, Florida. We understand that the following roads and approximate lengths are part of this study: Rosery Road 2,700 feet Peaceful Avenue 650 feet Evonaire Circle 1,300 feet East Fowler Avenue / Tampa, Florida Tel: (813) / Fax: (813) Locations throughout the Southeastern United States

3 Report of Pavement Coring Page 2 Golf View Drive 2,200 feet Althea Road 315 feet Osceola Road 300 feet In addition, we understand that sections of the existing seawall at the west end of Rosery Road, and at the North Pine Circle and Winston Drive bridges are planned to be modified to accommodate new outfall structures/piping. The approximate limits of the study are shown on the attached Site Location Map (Figure 1). The roadway improvements may consist of standardizing road widths, asphalt milling and resurfacing, full-depth reconstruction, new curbs and/or gutters and drainage improvements as necessary. Existing pavement section data along with near surface soil and groundwater conditions were requested to assist in the development of the projects plans. PURPOSE AND SCOPE OF WORK The purpose of this study was to obtain information on shallow subsurface soil and groundwater conditions, and existing pavement section thickness of the subgrade, base and asphaltic concrete within the planned improvement areas. In addition, the subsurface conditions near three (3) planned seawall improvement projects, were explored. The following scope of work was completed for this evaluation: 1. Notified Sunshine State One Call of Florida, Inc. for utility locations; 2. Reviewed the Pinellas County Soil Survey pertaining to the shallow soils mapped within the project limits; 3. Obtained twenty eight (28) pavement cores to document the existing pavement material types and section thicknesses; 4. Performed twenty eight (28) hand auger borings in general accordance with ASTM D to depths of about 5 feet below existing grade at the pavement coring locations; 5. Performed five (5) Standard Penetration Test (SPT) borings in general accordance with ASTM D-1586 to depths of about 25 feet below existing grade at the seawall improvement locations. Six (6) SPT borings were originally planned; (two at each of the three locations) However, one boring was not performed at the Rosery Road seawall location due to the presence of excessive rip-rap on the water side of the seawall.) 6. Checked groundwater levels at each hand auger boring location; P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

4 Report of Pavement Coring Page 3 7. Collected soil samples for laboratory review and classification testing; 8. Performed a laboratory classification test program to further characterize representative soil types. The testing program consisted of moisture content, organic content and percent finer than No. 200 sieve; 9. Provided visual/manual soil classifications per ASTM D2487/2488 and soil profiles for the soil borings; 10. Presented the results of our subsurface exploration and testing in an engineering report, including: The data developed during the study including existing pavement type and thicknesses, soil profiles and laboratory test results. An interpretation of the soil stratigraphy based on our testing and the suitability of the subsurface conditions for the planned improvements. Backfill recommendations for seawall modifications. General pavement design recommendations, if necessary. Pavement underdrain recommendations. Seawall soil strength parameters. Seawall SPT Borings SUBSURFACE EXPLORATION A total of five (5) SPT borings were performed at the locations of the planned seawall improvements, as shown on the attached Boring Location Map (Figure 2). The borings were drilled to depths of about 25 feet below the top of the seawall cap. The SPT borings were performed in general accordance with ASTM D 1586 (Standard Test Method for Penetration Test and Split Barrel Sampling of Soils) using the rotary wash method, where a bentonite (clay) slurry ( drill mud or drill fluid ) was used to flush and stabilize the borehole. Following the advancement of a hand auger to a depth of 4 feet to check for possible unidentified buried utilities at the landside borings, Standard Penetration sampling was performed at closely spaced intervals throughout the drilling depth of 25 feet. After seating the sampler 6 inches into the bottom of the borehole, the number of blows required to drive the sampler one foot further with a standard 140 pound hammer dropped 30 inches is known as the N value or P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

5 Report of Pavement Coring Page 4 blowcount. The blowcount has been empirically correlated to soil properties. The recovered samples were placed into containers and returned to our office for visual review. Pavement Cores and Hand Auger Borings A series of twenty-eight (28) pavement cores with associated hand auger borings were performed at the locations shown on the attached Boring Location Map (Figure 2). The borings were advanced to nominal depths of 5 feet to check the shallow soil and groundwater conditions at the core locations. The hand auger borings were performed by manually rotating a bucket auger into the ground in approximately 4 to 6 inch increments. As each soil type was encountered, its depth interval was recorded and representative samples taken for review in the laboratory. The hand auger borings were conducted in general accordance with ASTM D 1452 (Standard Practice for Soil Investigation and Sampling by Auger Borings). LABORATORY TESTING Based on the visual inspection of the recovered samples, five (5) recovered soil samples were selected for laboratory testing. The laboratory tests included moisture content, organic content and a wash gradation. The laboratory testing was conducted in general conformance to ASTM standards and practices. Some procedural variations not considered material to the test data or to the conclusions reached herein may have been taken. The results of the moisture content, organic content and a wash gradation testing are included on the soil profiles illustrated on Figures 6 and 7. The moisture content is measured by weighing a sample of a selected material then drying it in a warm oven. Care is taken to use a gentle heat so as not to destroy any organic material. After heating, the sample is re-weighed. The difference of the two weights is the amount of moisture removed from the sample. The weight of the moisture divided by the weight of the dry soil sample is the percentage by weight of the moisture. The testing was performed in general accordance with ASTM D 2216 (Standard Test Method for the Determination of Water (Moisture) Content of Soil and Rock by Mass). The laboratory organic content test consists drying the soil sample, then heating it in a small furnace to a minimum temperature of 400 degrees Centigrade for 6 hours. The high heat burns off all organic material, leaving only the soil minerals. The difference in the weight prior to and after the burning is the weight of the organics. The weight of the organics divided by the weight of the dried soil is the percentage of the organics within a sample. Organic contents in excess of P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

6 Report of Pavement Coring Page 5 about 5 percent are generally considered detrimental. This testing was conducted in general accordance with ASTM D-2974 (Standard Test Methods for Moisture, Ash and Organic Matter of Peat and Other Organic Soils). The wash gradation test measures the percentage of a dry soil sample passing the No. 200 sieve. By definition, the percentage by weight passing the No. 200 sieve is the silt and clay content. This test was performed in general accordance with ASTM D 1140 (Standard Test Methods for Amount of Material Finer than the No. 200 (75 µm) Sieve). Soil Conservation Service Data SUBSURFACE CONDITIONS The U.S. Department of Agriculture Natural Resources Conservation Service, formerly known as the Soil Conservation Service (SCS), has mapped the shallow soils in this area of Pinellas County. This information was archived in an electronic database (Web Soil Survey: URL At the planned seawall improvement sites, the soil survey describes the soils as Matlacha and St. Augustine soils and Urban Land (mapping unit 16). For the majority of the pavement improvement areas, the soil survey describes the soils as Myakka soils and Urban land, (mapping unit 17). For the section of Rosery Road, generally between Peaceful Avenue and Meredith Lane, including most of Evonaire Circle, the soil survey indentifies Astatula soils and Urban land, (mapping unit 4). Finally, for the southern portion of Golf View Drive, the soils are described as Tavares soils and Urban land, (mapping unit 29). Matlacha soil is derived from dredge and fill operations. The typical profile of Matlacha soil is as follows: Depth Soil Description 0 to 42 inches Mixed very dark gray, light brownish gray, and very pale brown sand that has 20 percent, by volume, shell fragments and limestone fragments 42 to 51 inches Gray fine sand that has 5 percent, by volume, shell fragments 51 to 80 inches Light gray fine sand that has 30 percent, by volume, shell fragments P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

7 Report of Pavement Coring Page 6 St. Augustine soils are also derived from dredge and fill operations. The typical profile of St. Augustine Soil is as follows: Depth Soil Description 0 to 8 inches Dark gray sand that has 10 percent, by volume shell fragments 8 to 22 inches Light gray fine sand 22 to 33 inches Brown loamy fine sand that has yellowish brown and reddish yellow mottles and 12 percent, by volume, shell fragments 33 to 48 inches Light gray fine sand that has 10 percent, by volume, shell fragments 48 to 63 inches Mixed gray and light brownish gray sandy loam that has yellowish brown mottles and 5 percent, by volume, shell fragments 63 to 80 inches Light gray sand that has 40 percent, by volume, shell fragments Urban land consists of high-density residential developments, commercial buildings, streets, highways, parking lots, and other types of impervious ground cover. The areas of Matlacha and St. Augustine soils that are not covered by impervious material are too small to be delineated separately at the scale of mapping and are mostly grassy areas. Myakka fine sand is nearly level and poorly drained. In its natural state, it is located on broad, low ridges between swamps and sloughs in pine flatwoods and in small areas on the upland ridge. Typically, this soil has a surface layer of black fine sand to a depth of about 4 inches, which is followed by gray fine sand. From depths of 16 to 20 inches, black fine sand is usually indicated, which grades to dark reddish brown fine sand below 20 inches. Dark yellowish brown fine sand occurs from 25 to 30 inches deep, and is in turn underlain by light yellowish brown fine sand. Very pale brown fine sand is then found to a depth of 80 inches or more. Astatula soil in its unaltered state has a surface layer of dark gray fine sand about 5 inches thick. The underlying soil to a depth of about 18 inches is yellowish brown fine sand. The yellowish brown fine sand grades to yellow. A different shade of yellow occurs below 70 inches, and continues to in excess of 80 inches. The typical profile of Tavares soils, which may have been altered by development activities in this mapping unit is as follows: Depth Soil Description 0 to 5 inches Very dark grayish brown fine sand 5 to 25 inches Very pale brown fine sand 25 to 50 inches Light yellowish brown fine sand 50 to 65 inches Very pale brown fine sand with yellowish red mottles 65 to 80+ inches Very pale brown fine sand with yellowish red and reddish brown mottles P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

8 Report of Pavement Coring Page 7 The USDA Soil Survey is not necessarily an exact representation of the soils on the site. The mapping is based on interpretation of aerial maps with scattered shallow borings for confirmation. The transition between different soil types may be gradual and the indicated boundary approximate. Differences may also occur from the typical stratigraphy and small areas of other similar and dissimilar soils may occur within the mapping unit. As such, there may be differences in the mapped description and the boring descriptions obtained for this report. The survey is, however, a good basis for evaluating the shallow soil conditions of the area. Seawall SPT Boring Results The SPT borings performed at the three seawall improvement areas encountered relatively uniform subsurface conditions. The upper 2 to 4 feet of the borings performed behind the seawalls generally encountered fill materials consisting of relatively loose, brown to gray fine sands with variable silt and clay fines and varying quantities of shell and rock fragments (Stratum 1). Below the fill materials, the borings penetrated a relatively thin layer of very loose to loose, dark brown to gray slightly clayey to clayey fine sand (Stratum 2). Below a depth of about 4 to 6 feet in all of the SPT borings, stiff to hard greenish gray, partially indurated clay was encountered to the boring termination depths of about 25 feet. The table below presents our estimated values for the various soil strata encountered. Soil Strata RECOMMENDED ESTIMATED SOIL PARAMETERS USCS Soil Group Saturated Unit Weight Friction Angle Cohesion Value Active Earth Pressure Value Ka Passive Earth Pressure Value Kp 1 (SP-SM/SP-SC) pcf 32 deg 0 psf (SC) pcf 33 deg 0 psf (CL/CH) pcf 0 deg 5,000 psf Specific details for each soil profile, along with the laboratory test results are presented on the attached cross-sections, (Figures 3 5). Pavement Core and Hand Auger Boring Results Pavement core thicknesses, base type and thickness, and soil profiles of the hand auger borings for this study are illustrated on Figures 6 and 7. The stratification information was developed from the field logs, laboratory testing results and visual review/manual classification of the P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

9 Report of Pavement Coring Page 8 recovered soil samples in general accordance with ASTM D2487/2488. The stratification lines represent the boundary between soil types at the test locations. The transition between strata may be gradual and the boundary approximate. Soil strata boundaries were estimated when they occurred between sample intervals. Small variations not considered important to our engineering evaluation may have been omitted or abbreviated for clarity. The test boring logs include groundwater depths (where encountered) and laboratory testing results. Following are the generalized subsurface conditions encountered in the borings performed for this study. Please refer to the soil boring logs for more detailed information. Pavement Cores In general, the asphaltic concrete thicknesses varied between around 2 and 4 inches. At three (3) of the locations (C-25, C-26 and C-27 Evonaire Circle) the asphaltic concrete thickness was recorded at about 1 inch, and at location C-18 (Golf View Drive), the asphaltic concrete was about 5 inches in thickness. The base course, which consisted of either shell or limerock, was measured to be between around 2 inches and 11 inches thick. The soils encountered below the base course did not appear to be stabilized. Hand Auger Borings Beneath the existing pavement sections, the borings generally encountered two (2) strata. Stratum 2 consisted of dark brown to gray slightly clayey to clayey fine sand and was encountered in the upper portions of most all of the borings. Stratum 4 consisted of pale brown and brown fine sand and was generally encountered in the lower portions of most all of the borings. A few of the borings encountered the Stratum 1 probable fill materials in the upper 1 to 2 feet. Also, boring C-5 was terminated at a depth of about 2-1/2 feet, due to the presence of roots. Trace amounts of roots were also encountered in boring C-27. Laboratory testing performed on four (4) samples of the Stratum 2 soils resulted in moisture contents ranging from 10.8% to 25.4%, percent fines ranging from 5.9% to 16.4%, and organic contents ranging from 1.4% to 3.3%. Laboratory tests performed on one (1) sample of the Stratum 4 soils resulted in a moisture content of 18.1% and a percent fines content of 4.5%. Groundwater Information The phreatic surface of the surficial aquifer was detected at most of the hand auger boring locations. Where encountered, the depth to the groundwater varied from about 3 feet to 4 feet below the existing roadway surface. One exception was at boring C-27 on Evonaire Circle, where the groundwater was encountered around 1.6 feet below existing grade. A homeowner near this location mentioned to our field crew that a French Drain existed in the area. No additional information was provided. Other than boring C-27, the borings performed in and around Peaceful Avenue and Evonaire Circle did not encounter groundwater in the 5 feet explored. P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

10 Report of Pavement Coring Page 9 It should be noted that groundwater levels tend to fluctuate during periods of prolonged drought and extended rainfall and may also be affected by tidal influences. A seasonal effect will occur such that groundwater level fluctuations can be expected between the dryer winter and spring months as compared to the summer months or the wet season. Based on the topography of the project area, (higher elevations to the east, sloping downward toward the Intracoastal Waterway to the west), the groundwater flow should be expected to follow the topography toward the west and toward the Intracoastal Waterway. Seasonal High Groundwater Estimates The majority of the hand auger borings penetrated fill/reworked soils with a variable depth to the groundwater table. The table below lists the anticipated depth to the seasonal high groundwater levels at each of the boring locations based on the groundwater levels measured, existing site conditions, soil conditions encountered and SCS reported values. Heavy or prolonged rainfall could result in groundwater levels being temporarily higher than the normal seasonal high groundwater estimates. Town of Belleair Pavements - Estimated Seasonal High Groundwater Depths Location Boring Depth (ft) Groundwater Depth (ft) Estimated Seasonal High Groundwater Depth (ft) C C C C-4 5 N.E. 3 C N.E. 3 C C C C C C C C C C C C C C C P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

11 Report of Pavement Coring Page 10 C C C-23 5 N.E. 4 C-24 5 N.E. 4 C-25 5 N.E. 4 C-26 5 N.E. 4 C C N.E.-Not encountered to the boring termination depth. GENERAL PAVEMENT DESIGN GUIDELINES These pavement design guidelines are made without the benefit of specific traffic information, local constraints or grading plans, and are intended as a general guide for the design engineer s evaluation. Site design decisions may obviate certain aspects of these guidelines. The existing pavement subgrade soils appear to consist primarily of fine sands. In general, the near surface soils encountered along the project alignments should be acceptable for construction and support of a flexible (limerock, crushed concrete, or shell base) type pavement sections after nominal subgrade preparation and drainage improvements. Underdrains: Based on the soil conditions encountered and the groundwater levels recorded, it does not appear that underdrains are warranted for the planned roadway improvements. Flexible Pavement: We anticipate that a flexible pavement will be employed for this project. The roadways appeared to be in a fairly satisfactory condition and simply warrant a milling and resurfacing approach. However, for any full depth pavement replacement areas, the choice of pavement base type will depend on final pavement grades as well as economic conditions. At a minimum, the base thickness should be no less than 6 inches in light automobile traffic areas and 8 inches in the more frequent traffic areas. The base should be compacted to a density of no less than 98% of the modified Proctor value. If a minimum separation of 24 inches between the bottom of the base and the seasonal high groundwater level is maintained, then a limerock or shell base can be utilized. Limerock and shell base material should meet Florida Department of Transportation (FDOT) requirements and a minimum LBR of 100. P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

12 Report of Pavement Coring Page 11 A soil cement or processed concrete aggregate base could be utilized if the separation between bottom of the base material and the seasonal high groundwater level is a minimum of 12 inches. Crushed concrete should also have a minimum LBR value of 100 and be graded in accordance with FDOT Standard Specification Section 204. A soil cement base, if selected, should be designed according to FDOT short cut design procedures. A minimum 7-day compressive strength of 300 pounds per square inch (psi) should be achieved on laboratory cured specimens. The flexible pavement surface course should consist of at least 1-1/2 inches of FDOT Type SP 9.5 asphaltic concrete material for the light automobile traffic areas and 2 inches for more frequent traffic areas. The asphaltic concrete should meet standard FDOT material requirements and placement procedures as outlined in the current FDOT Standard Specifications for Road and Bridge Construction, except that the asphaltic concrete should be compacted to a minimum of 96% of the Marshall maximum laboratory unit weight of samples secured daily during placement. LIMITATIONS Our professional services have been performed, our findings obtained and our opinions prepared in accordance with generally accepted geotechnical engineering principles and practices. HSA is not responsible for the conclusions, opinions or recommendations made by others based on these data. The scope of this study was intended to evaluate generalized pavement and subsurface conditions along the project limits. The analysis and opinions submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated. If any subsurface variations become evident, a re-evaluation of the opinions contained in this report will be necessary after we have had an opportunity to observe the characteristics of the conditions encountered. The scope of our services does not include any environmental assessment or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the site studied. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client. P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

13 Report of Pavement Coring Page 12 CLOSURE HSA Engineers & Scientists appreciates the opportunity to be of service to you on this project. We look forward to working with you during construction as your materials testing laboratory. Should you have any questions or require additional information, please do not hesitate to contact us at your convenience. Sincerely, HSA Engineers & Scientists John C. Phillips, P.E. Andres F. Alberdi, P.E. Senior Geotechnical Engineer Senior Geotechnical Engineer Florida License No Florida License No Figures 1-7 P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Report.doc

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21 June 12, 2012 Atkins 4030 West Boy Scout Blvd., Suite 700 Tampa, Florida Via Electronic and Regular Mail Attention: Subject: Mr. Doug W. White Associate Project Manager Addendum to Report of Pavement Coring and Town of Belleair Rosery Road Dear Mr. White: HSA Engineers & Scientists (HSA) is pleased to provide this addendum to our previous report, dated. The purpose of this addendum is to provide recommendations for pavement underdrain areas and full depth pavement section replacement areas. Underdrains: Based on the groundwater level recorded at location C-27, underdrains should be considered along the east portion of Evonaire Circle. Flexible Pavement: Based on our observations of the existing roadway surface conditions, it would appear that the following roads may warrant a full depth replacement: South and east portions of Evonaire Circle Harborside Drive, west of Eagles Nest Drive These roads are currently exhibiting excessive wear and pavement surface failures that may be related to base failures and/or groundwater flow conditions. The remaining roadways appeared to be in a fairly satisfactory condition and simply warrant a milling and resurfacing approach East Fowler Avenue / Tampa, Florida Tel: (813) / Fax: (813) Locations throughout the Southeastern United States

22 Addendum to Report of Pavement Coring June 12, 2012 Page 2 For the full depth replacement areas, the choice of pavement base type will depend on final pavement grades as well as economic conditions. At a minimum, the base thickness should be no less than 6 inches in light automobile traffic areas and 8 inches in the more frequent traffic areas. The base should be compacted to a density of no less than 98% of the modified Proctor value. If a minimum separation of 24 inches between the bottom of the base and the seasonal high groundwater level is maintained, then a limerock or shell base can be utilized. Limerock and shell base material should meet Florida Department of Transportation (FDOT) requirements and a minimum LBR of 100. A soil cement or processed concrete aggregate base could be utilized if the separation between bottom of the base material and the seasonal high groundwater level is a minimum of 12 inches. Crushed concrete should also have a minimum LBR value of 100 and be graded in accordance with FDOT Standard Specification Section 204. A soil cement base, if selected, should be designed according to FDOT short cut design procedures. A minimum 7-day compressive strength of 300 pounds per square inch (psi) should be achieved on laboratory cured specimens. The flexible pavement surface course should consist of at least 1-1/2 inches of FDOT Type S asphaltic concrete material (SI or SIII) for the light automobile traffic areas and 2 inches for more frequent traffic areas. The asphaltic concrete should meet standard FDOT material requirements and placement procedures as outlined in the current FDOT Standard Specifications for Road and Bridge Construction, except that the asphaltic concrete should be compacted to a minimum of 96% of the Marshall maximum laboratory unit weight of samples secured daily during placement. Should you have any questions or require additional information, please do not hesitate to contact us at your convenience. Sincerely, HSA Engineers & Scientists John C. Phillips, P.E. Senior Geotechnical Engineer Florida License No P:\Projects\50 Geotech\ Jobs\ Roadway Study Belleair - Rosery Rd (GEO)\Report\Belleair Rosery Road - Addendum to Report.doc