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HomeMy WebLinkAboutApproved soils reportArdaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants Culpepper & Terpening, Inc. 2980 South 251h Street Fort Pierce, Florida 34981 Attention: Mr. Stefan K. Matthes, P.E. Subject: Subsurface Soil Exploration and Geotechnical Engineering Evaluation Pursuit Boats Facility Expansion — Phase 2 St. Lucie Boulevard St. Lucie County, Florida Mr. Matthes: August 26, 2021 File No. 21-5487 As requested and authorized, we have completed a subsurface exploration and geotechnical engineering evaluation for the subject project. Ardaman completed a subsurface exploration for an earlier phase of this expansion project (please refer to Ardaman File No. 19-5422, dated March 5, 2019) for additional details. The purposes of performing this exploration were to evaluate the general subsurface conditions in the vicinity of a new (Phase 2) warehouse building expansion and provide our recommendations for site preparation and foundation and pavement design based on the encountered soil conditions. This report documents our findings and presents our engineering recommendations. SITE LOCATION AND DESCRIPTION The project site is located at 3901 St. Lucie Boulevard in unincorporated Fort Pierce, St. Lucie County, Florida (Section 32, Township 34 South, Range 40 East). The general site location is shown superimposed on the Fort Pierce, Florida USGS quadrangle map presented as our attached Figure 1: Site Vicinity Map. The area for the proposed construction is currently undeveloped and sparsely to densely wooded. PROJECT UNDERSTANDING AND GRADING Based on review of a conceptual site plan that was provided to us by Culpepper & Terpening, Inc., it is our understanding that this Phase 2 expansion project includes the construction of a 1-story (+/- 94,640 square foot) warehouse building along with the associated parking/drive areas. For the recommendations provided in this report, construction was expected to consist of load -bearing masonry walls and interior columns with slab -on -grade floors. The maximum loads were anticipated to be less than 7 kips per linear foot for walls and less than 80 kips for individual columns. Grading plans were not complete at the time this report was prepared, so a maximum of 3 feet of fill was anticipated to bring the current site grades to finished design grade. If any of this information is incorrect or anticipated to change, we should be notified immediately and allowed time to review the changes and make corrections to this report as needed. 2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 Phone (561) 687-8200 FAX (561) 640-7375 Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach Louisiana: Baton Rouge, New Orleans, Shreveport Pursuit Boats Facility Expansion — Phase 2 File No. 21-5487 REVIEW OF SOIL SURVEY MAPS -2- Our review of The Soil Survey of St. Lucie County, Florida, which was issued by the U.S. Department of Agriculture, Soil Conservation Service in 1980, indicates the predominant surficial soil type in the immediate vicinity of this phase of the project is Lawnwood sand. A brief description of this soil type, as taken from the Soil Survey, is presented below. According to the USDA Soil Survey, Lawnwood sand is poorly drained, nearly level soil found on broad flatwoods. Slopes are smooth to concave and range from 0 to 2 percent. Typically, the surface layer is about 8 inches thick. It is black sand in the upper 4 inches and very dark gray sand in the lower 4 inches. The subsurface layer is 21 inches thick. It is gray sand in the upper 7 inches and light gray sand in the lower 13 inches. The subsoil extends to a depth of 58 inches. The upper 24 inches is black, weakly cemented sand and the lower 6 inches is dark reddish brown sand. The substratum, to a depth of 80 inches, is pale olive sand that has a few large scattered pockets of loamy sand. The water table is at a depth of less than 10 inches for 2 to 4 months and at a depth of 10 to 40 inches for 6 months or more during most years. It is perched above the subsoil during the rainy period early in summer. In dry seasons, the water table recedes to a depth of 40 inches or more. FIELD EXPLORATION PROGRAM The field exploration program included performing four (4) Standard Penetration Test (SPT) borings (B-1 through B-4 on Figure 2) in the vicinity of the new warehouse building and five (5) auger borings (AB-1 through AB-5) around an existing stormwater/retention pond area. The approximate locations of the borings are shown on our attached Figure 2: Boring Location Plan. The SPT borings were advanced to depths of 35 feet below the existing grades and were performed in general accordance with ASTM D-1586 using a truck -mounted drill rig. The auger borings were advanced to depths between about 6 to 6.5 feet below the existing grades and were performed in general accordance with ASTM D-1452 using hand operated drilling equipment. Upon completion of the borings they were backfilled with the soil cuttings. Descriptions of the field procedures and the boring logs are included in the Appendices of this report. Our field exploration for this project was completed from July 22 to August 7, 2021. The borings were performed in accessible field locations based on estimated distances from distinguishable landmarks. We estimate that the actual boring locations are within 25 feet of those shown on our attached Figure 2. In order to estimate the hydraulic conductivity of the upper soils, one (1) field permeability test was performed at the approximate location shown on Figure 2. The test was conducted in general accordance with the usual open -hole exfiltration test method described in the South Florida Water Management District (SFWMD) Permit Information Manual, Volume IV. Descriptions of the soils observed in the test borehole and the test results are presented in the attached field permeability test log. In brief, the exfiltration test yielded a hydraulic conductivity value of 3.65 x 10-4 cfs/sqf - ft head. Please note that construction operations (filling, compacting, etc.) can adversely affect the hydraulic conductivity values and appropriate safety factors should be considered in the designs. LABORATORY TESTING Our drillers examined the soils recovered from the borings, placed representative samples in moisture proof containers, and maintained a log for each location. The field logs and recovered soil samples were transported to our laboratory from the project site. Each description was examined by a Geotechnical Engineer and visually classified using nomenclature consistent with the Unified Soil Classification System (USCS). The soil classifications and other pertinent data obtained from our explorations and laboratory examinations are reported on the boring logs. The soil samples recovered from our explorations will be kept in our laboratory for 60 days, then discarded unless you request otherwise. Pursuit Boats Facility Expansion — Phase 2 File No. 21-5487 GENERAL SUBSURFACE CONDITIONS General Soil Profile -3- The attached boring logs present a detailed description of the soils encountered throughout the explored depths. The stratifications shown on the boring logs are based on an examination of the recovered soil samples and interpretation of drilling field logs. They indicate only the approximate boundaries between soil types. The actual transitions may be more gradual and indistinct. The soils encountered across this site ranged from fine sand [SP] to fine sands with varying amounts of silt, clay, shell and cemented sand/limestone fragments [SP-SM, SIP -SC, SC]. The soils in the SPT borings consisted generally of very loose to loose fine sands with varying amounts of roots to depths of about 2 to 3 feet, followed by loose to medium dense fine sand with varying amounts of silt, clay, roots and random pockets of very loose fine sand and discontinuous layers/pockets of slightly organic, loosely cemented ("hardpan" type soils) to depths of about 28 to 33 feet. Medium dense to dense fine sands with varying amounts of silt, shell and cemented sand/limestone fragments were then encountered to the termination depth of our deepest borings at 35 feet below the existing grades. Please refer to the attached boring logs for a more detailed description of the soils encountered in each boring location. Groundwater Level The groundwater level was measured in the boreholes on the day drilled. As shown on Figures 3 through 6, groundwater was encountered in the SPT and auger borings at approximate depths ranging from 3.5 to 6 feet below the existing ground surface on the date indicated. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. The groundwater level at each boring location was recorded upon initial encounter. In addition, four (4) piezometers were installed around an existing stormwater/retention pond area. The groundwater level readings were recorded at scheduled times and the results will be presented in a letter report when the readings are completed. NORMAL SEASONAL HIGH GROUNDWATER LEVEL The normal seasonal high groundwater level each year is the level in the August -September period at the end of the rainy season during a year of normal (average) rainfall. The water table elevations associated with a higher than normal rainfall and in the extreme case, flood, would be higher to much higher than the normal seasonal high groundwater level. The normal high water levels would more approximate the normal seasonal high groundwater levels. The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions using the soil borings and the Soil Survey, we preliminarily estimate the normal seasonal high groundwater level at the boring locations to be approximately 21/2 to 3 feet above the groundwater level measured in the boreholes at the time of our field exploration. It should be noted that the groundwater table across this site may temporarily "perch" at higher levels atop the shallow hardpan -type soils and/or loamy sands (sands with varying amounts of silt and clay) following periods of prolonged or heavy rainfall and during the wet season. Pursuit Boats Facility Expansion — Phase 2 - 4 - File No. 21-5487 ENGINEERING EVALUATION AND RECOMMENDATIONS General The results of our exploration and analysis indicate that, with proper site preparation as recommended in this report, the existing soils are suitable for supporting the proposed warehouse building on a conventional shallow foundation system. Spread footings should provide an adequate support system for the structure. The soil borings typically encountered suitable soils at the locations and depths explored. The following are our recommendations for overall site preparation and foundation support which we feel are best suited for the proposed building and existing soil conditions. The recommendations are made as a guide for the design engineer and/or architect, parts of which should be incorporated into the project's specifications. Stripping and Grubbing The "footprint" of the proposed building and pavement areas, plus a minimum margin of five feet, should be stripped of all surface vegetation, stumps, debris, organic topsoil or other deleterious materials, as encountered. Buried utilities (if any) should be removed or properly abandoned to eliminate conduits into which surrounding soils could erode. After stripping, the site should be grubbed or root -raked such that roots with a diameter greater than 1-inch, stumps, root mats (small roots in a dense state) are completely removed. The actual depth(s) of stripping and grubbing must be determined by visual observation and judgment during the earthwork operation. Proof -rolling We recommend proof -rolling the cleared surface to locate any unforeseen soft areas or unsuitable surface or near -surface soils, to increase the density of the upper soils, and to prepare the existing surface for the addition of the fill soils (as required). Proof -rolling of the building and pavement areas should consist of at least 10 passes of a compactor capable of achieving the density requirements described in the next paragraph. Each pass should overlap the preceding pass by 30 percent to achieve complete coverage. If deemed necessary, in areas that continue to "yield", remove all deleterious material and replace with clean, compacted sand backfill. The proof -rolling should occur after cutting and before filling. A density equivalent to or greater than 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value for a depth of 1 foot must be achieved beneath the stripped and grubbed ground surface. Additional passes and/or over -excavation and recompaction may be required if these minimum density requirements are not achieved. The soil moisture should be adjusted as necessary during compaction. Proof -rolling may cause upward movement or "pumping" of the groundwater. However, we recommend that the existing surface be level and firm prior to the addition of fill soils. Proof -rolling with a front-end loader may help achieve the desired surface and compaction condition before adding the fill soils. The site should be dewatered as necessary. Depending on the time of year, a 12- to 18-inch layer of clean fine sand (SP) fill may be required prior to proof -rolling. Care should be exercised to avoid damaging any neighboring structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified and the existing condition (i.e. cracks) of the structures documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Ardaman & Associates should be notified immediately. Pursuit Boats Facility Expansion — Phase 2 File No. 21-5487 Offsite Vibrations -5- We strongly recommend that the site preparation contractor closely monitor the vibrations produced during the compaction operations to ensure that they do not adversely affect any nearby structures. Should there be concern about vibration levels produced by the compaction operations, a seismograph with a suitable indicator range may be arranged on the site while this work is undertaken. We would also recommend that any structures in close proximity to the site be photographed to document any existing cracks/defects prior to the start of the work. We remain available to assist you in this regard. Suitable Fill Material and the Compaction of Fill Soils All fill soil should be free of organic materials, such as roots and vegetation. We recommend using fill with less than 12 percent by dry weight of material passing the U.S. Standard No. 200 sieve size. Soils with more than 12 percent passing the No. 200 sieve can be used in some applications, but will be more difficult to compact due to their inherent nature to retain soil moisture. All structural fill should be placed in level lifts not to exceed 12 inches in uncompacted thickness. Each lift should be compacted to at least 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value. The filling and compaction operations should continue in lifts until the desired elevation(s) is achieved. If hand-held compaction equipment is used, the lift thickness should be reduced to no more than 6 inches. Foundation Support by Spread Footings and Foundation Compaction Criteria Excavate the foundations to the proposed bottom of footing elevations and, thereafter, verify the in - place compaction for a depth of 1 foot below the footing bottoms. If necessary, compact the soils at the bottom of the excavations to at least 95 percent of the modified Proctor maximum dry density (ASTM D-1557) for a depth of 1 foot below the footing bottoms. Based on the existing soil conditions and, assuming the above outlined proof -rolling and compaction criteria are implemented, an allowable soil bearing pressure of 2,500 pounds per square foot (psf) may be used in the foundation design. This bearing pressure should result in foundation settlement within tolerable limits (i.e., 1 inch or less). All bearing wall foundations should be a minimum of 24 inches wide and column foundations 36 inches wide. A minimum soil cover of 18 inches should be maintained from the bottom of the foundations to the adjacent finished grades. Floor Slab Moisture Reducer and Slab Compaction Requirements Compaction beneath all floor slabs should be verified for a depth of 12 inches and meet the 98 percent criteria (modified Proctor, ASTM D-1557). Precautions should be taken during the slab construction to reduce moisture entry from the underlying subgrade soils. Moisture entry can be reduced by installing a membrane between the subgrade soils and floor slab. Care should be exercised when placing the reinforcing steel (or mesh) and slab concrete such that the membrane is not punctured. We note that the membrane alone does not prevent moisture from occurring beneath or on top of the slab. If interior columns are isolated from the floor slab, an expansion joint should be provided around the columns and sealed with a water -proof sealant. We note that the site has a relatively high groundwater table level which needs to be considered if any recessed slabs or sump pits (i.e., loading docks, etc.) are being planned for the site. Dewatering Based on the groundwater conditions, the control of the groundwater is not anticipated to significantly affect the planned construction. Some limited dewatering may be required in deeper excavations that will extend below the depth at which groundwater is expected or if construction proceeds during the Pursuit Boats Facility Expansion — Phase 2 - 6 _ File No. 21-5487 rainy season or the site is negatively impacted by the relatively shallow layers of "hardpan" type soils or the loamy sands outlined earlier that could cause a temporarily higher "perched" or "ponded" groundwater condition. We recommend the contract documents include determining the depth to groundwater prior to the start of construction to aid in any dewatering plans. The actual method(s) of dewatering (if needed) should be determined by the contractor. However, regardless of the method(s) used, we suggest drawing down the water table down at least 2 feet below the bottom of any excavation or compaction surface to preclude "pumping" and other compaction -related problems. It is important that the types of soil at and around the excavated subgrade level be considered carefully. Soils containing excess "fines" (e.g. silty and clayey soils) can retain moisture, making earthwork operations difficult. It may be necessary to consider importing clean, free draining sands to facilitate the backfill and compaction operations. PAVEMENT RECOMMENDATIONS No traffic patterns or pavement design information was provided. Pavements will need to be designed according to all applicable minimal design standards and to their anticipated traffic loading conditions. Thicker sections and/or rigid pavements should be considered in more heavily loaded areas and/or around dumpster pad locations. All areas to be paved should be prepared as previously outlined. Prior to stabilized subgrade and pavement base installation, the subgrade soil compaction should be verified for a depth of 12 inches (i.e., compacted to at least 95 percent of the modified Proctor (ASTM D-1557, AASHTO T-180) maximum dry density value). Flexible (Asphalt) Pavement Section We recommend a pavement section consisting of an asphaltic concrete wearing surface, resting on a calcareous base course, supported on a stabilized subgrade course. The periodic saturation of a limerock/coquina base material could lead to premature pavement distress. A minimum clearance of 18 inches should be maintained between the bottom of the limerock/coquina base and the seasonal high groundwater table. The pavements must consider all applicable minimum design standards. Our typical 3-layer pavement designs include a stabilized subgrade course 12 inches thick. It should have a Limerock Bearing Ratio [LBR] (FDOT FM F-515) value greater than 40 and should be compacted to a minimum dry density of 98 percent of its Modified Proctor maximum dry density value. The stabilized subgrade may be replaced by a thicker base course or eliminated (pending regulations of the governing municipal or county authorities), if the Civil Engineer determines that the anticipated traffic loads do not warrant it. The base course may be either crushed limerock or crushed concrete with an LBR value in excess of 100 and conforming to the gradation and other criteria specified in the FDOT Standard Specifications for Road and Bridge Construction. It should have a minimum thickness of 8 inches, and should be placed in two lifts, individually compacted to a minimum dry density of 98 percent of its Modified Proctor maximum dry density value. We recommend a minimum of 1.5-inch thick FDOT Type S-1 or SP-9.5 asphaltic wearing surface. Care must be exercised to place the asphalt over dry, well primed base material. The asphalt can be placed in two layers, with the second layer placed after all site construction is completed. Heavy -Duty Pavement The base course may be either crushed limerock or crushed concrete with an LBR value in excess of 100 and conforming to the gradation and other criteria specified in the FDOT Standard Specifications for Road and Bridge Construction. It should have a minimum thickness of 10 inches, and should be placed in two lifts, individually compacted to a minimum dry density of 98 percent of its Modified Proctor maximum dry density value. Pursuit Boats Facility Expansion — Phase 2 File No. 21-5487 Heavy-duty traffic areas should consider a minimum 2-inch thick FDOT Type S-1 or SP-12.5 asphaltic wearing surface. Care must be exercised to place the asphalt over dry, well primed base material. The asphalt can be placed in two layers, with the second layer placed after all site construction is completed. Rigid (Concrete) Pavement We recommend a minimum of a 5-inch thick pavement section of unreinforced Portland cement concrete in dumpster pad and other areas subject to slow moving areas subject to turning. In heavy duty areas (truck loading docks, forklift travel areas, etc.) consideration should be given to increasing the minimum thickness to 7 inches. We recommend concrete pavements be supported on a 4-inch thick stabilized subgrade course resting on well -compacted subgrade. In our experience, concrete placed directly on clean sands tends to punch into the sands when wheel loads are imposed near the control joints, causing the development of cracking possibly because the upper most sands tend to be fluffed by the traffic of humans before and during the pour. The stabilized subgrade should have an LBR value greater than 40 and should be compacted to a minimum dry density of 98 percent of its Modified Proctor maximum dry density value. The concrete should have a minimum 28-day compressive strength of 4,000 psi. Construction control joints should be placed no more than 15 feet apart in either direction and should be at least one -quarter of the thickness of the concrete. They should be cut as soon as the concrete will support the crew and equipment (8 to 12 hours). The concrete should be cured by moist curing or by application of a liquid curing compound. Curbing The curbing around landscaped areas adjacent to pavement should be constructed with full -depth sections. Use of extruded curb sections that lie directly above the final asphalt surface, or omission of the curbing, can allow migration of irrigation water or surficial runoff from the landscaped areas. The excess water often causes separation of the asphalt wearing surface from the base and softening of the base material, resulting in early deterioration of the pavement. Landscaped areas should be provided with adequate drainage of irrigation water. DUALITY ASSURANCE AND CONTROL We recommend establishing a comprehensive quality assurance program to verify that all site preparation and foundation and pavement construction is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Ardaman & Associates, Inc. At a minimum, an on -site engineering technician should monitor all stripping and grubbing to verify that all deleterious materials have been removed and should observe the proof -rolling operation to verify that the appropriate numbers of passes are applied to the subgrade. In -situ density tests should be conducted during filling activities and below all footings, floor slabs and pavement areas to verify that the required densities have been achieved. In -situ density values should be compared to laboratory Proctor moisture -density results for each of the different natural and fill soils encountered. Additionally for the pavements, Limerock Bearing Ratio tests should be performed. The stabilized subgrade and base courses should be tested for density and thickness. Samples of the asphaltic concrete should be obtained and tested in the laboratory for asphalt content and aggregate gradation. Also, the asphaltic concrete thickness should be verified in the field. Finally, we recommend inspecting and testing the construction materials for the foundations and other structural components. Pursuit Boats Facility Expansion — Phase 2 _ 8 - File No. 21-5487 In -Place Density Testing Frequency In Southeast Florida, earthwork testing is typically performed on an on -call basis when the contractor has completed a portion of the work. The test result from a specific location is only representative of a larger area if the contractor has used consistent means and methods and the soils are practically uniform throughout. The frequency of testing can be increased and full-time construction inspection can be provided to account for variations. We recommend that the following minimum testing frequencies be utilized. In proposed parking/drive areas, a minimum frequency of one in -place density test for each 2,500 square feet of area should be used (minimum of five test locations). The existing, natural ground should be tested to a depth of 12 inches at the prescribed frequency. Each 12-inch lift of fill, as well as the stabilized subgrade (where applicable) and base should be tested at this frequency. Utility backfill should be tested at a minimum frequency of one in -place density test for each 12-inch lift for each 200 lineal feet of pipe. Additional tests should be performed in backfill for manholes, inlets, etc. In proposed structural areas, the minimum frequency of in -place density testing should be one test for each 2,500 square feet of structural area (minimum of five test locations). In -place density testing should be performed at this minimum frequency for a depth of 1 foot below natural ground and for every 1-foot lift of fill placed in the structural areas. In addition, density tests should be performed in each column footing for a depth of 1 foot below the bearing surface. For continuous or wall footings, density tests should be performed at a minimum frequency of one test for every 50 lineal feet of footing, and for a depth of 1 foot below the bearing surface. Representative samples of the various natural ground and fill soils, as well as stabilized subgrade (where applicable) and base materials should be obtained and transported to our laboratory for Proctor compaction tests. These tests will determine the maximum dry density and optimum moisture content for the materials tested and will be used in conjunction with the results of the in -place density tests to determine the degree of compaction achieved. CLOSURE The analyses and recommendations submitted herein are based on the data obtained from the soil borings and anticipated loading conditions outlined in this report. This report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become evident until during construction. If variations appear evident, it may be necessary to perform additional exploration and testing to re-evaluate the recommendations presented in this report and make changes in the recommendations noting the characteristics of any variations. This study does not include an evaluation of the environmental (ecological or hazardous/toxic material related) condition of the site and subsurface. This report has been prepared for the exclusive use of Culpepper and Terpening, Inc. in accordance with generally accepted geotechnical engineering practices. In the event any changes occur in the design, nature, or location of the proposed facility, we should review the applicability of conclusions and recommendations in this report. We recommend a general review of final design and specifications by our office to verify that earthwork and foundation recommendations are properly interpreted and implemented in the design specifications. Ardaman and Associates should attend the pre -bid and preconstruction meetings to verify that the bidders/contractor understand the recommendations contained in this report. Pursuit Boats Facility Expansion — Phase 2 File No. 21-5487 Is We are pleased to be of assistance to you on this phase of the project. When we may be of further service to you or should you have any questions, please contact us. ARDAMAN & ASSOCIATES, INC. FL. Certificate of Authorization No. 5950 *�-at zt VFFerguson, P.E. Geotechnical Engineer Fla. Reg. No. 60712 Attachments: Site Vicinity Map - Figure 1 Boring Location Plan — Figure 2 Subsurface Exploration Information SPT Boring Logs (4) Auger Boring Logs (5) Field Permeability Test Log (1) - . Ardaman & Associates, Inc. In Zrall P.E. � W= ranch Hager g. N�c e �3 1. C� �SFLO SIONP�- Dan J Zrallac k: Digitally signed byDan J Zrallack: Date: 2021.08.31 16:52:55-04'00' APPENDICES r APPROXIMATE SITE LOCATION t, �a`` s Y t .{ +M { •�-�-j . h ,rt -' 1 � 4,N � cy M1 � � P� Mom. tea, f -' r �,r �. Y }� � 44 fr e P TI %k � f 111 s;� s Ljot , c3 ' f. z` SECTION 32 TOWNSHIP 34 SOUTH RANGE 40 EAST OBTAINED FROM U.S.C.S. QUAD MAPS: FORT PIERCE, FLORIDA 1949 (PHOTOREVISED 1970) ® ■ SITE VICINITY MAP Ardamon & Associates, Inc. N Geotechnical, Environmental and Materials Consultants FLORIDA Subsurface Soil Exploration Pursuit Boats Expansion Phase 2 NOT TO SCALE St. Lucie Boulevard St. Lucie County, Florida QUADRANGLE LOCATION DRAWN BY: KF I CHECKED BY: DZ I DATE: 8/26/21 FILE NO. APPROVED BY: FIGURE: 21-5487 Fig. 1 • PAMV M7 w5113'1 FNCMt tPU1111111-TFU My coma /RtJa4 � 1 7 1 Pe>y.7 1 1 ,. 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Geotechnical, Environmental and Materials Consultants SUBSURFACE EXPLORATION INFORMATION GENERAL Our borings describe subsurface conditions only at the locations drilled and at the time drilled. They provide no information about subsurface conditions below the bottom of the boreholes. At locations not explored, surface conditions that differ from those observed in the borings may exist and should be anticipated. The information reported on our boring logs is based on our drillers' logs and on visual examination in our laboratory of disturbed soil samples recovered from the borings. The distinction shown on the logs between soil types is approximate only. The actual transition from one soil to another may be gradual and indistinct. The groundwater depth shown on our boring logs is the water level the driller observed in the borehole when it was drilled. These water levels may have been influenced by the drilling procedures, especially in borings made by rotary drilling with bentonitic drilling mud. An accurate determination of groundwater level requires long-term observation of suitable monitoring wells. Fluctuations in groundwater levels throughout the year should be anticipated. The absence of a groundwater level on certain logs indicates that no groundwater data is available. It does not mean that no groundwater will be encountered at that boring location. STANDARD PENETRATION TEST BORINGS The Standard Penetration Test is a widely accepted method of testing foundation soils in place. The N-Value obtained from the test has been correlated empirically with various soil properties. These empirical correlations allow satisfactory estimates to be made of how the soil is likely to behave when subjected to foundation loads. Tests are usually performed in the boreholes at intervals of five feet. In addition, our Firm performs tests continuously in the interval directly below the expected foundation bearing grade where the soil will be most highly stressed. Boreholes where Standard Penetration Tests will be performed are drilled with a truck -mounted drilling rig. The boreholes are advanced by rotary drilling with a winged bit that makes a hole about three inches in diameter. A bentonitic drilling mud is recirculated in order to remove the cuttings and support the walls of the borehole. The drag bit is specially modified to direct the mud upward and reduce disturbance of the soil ahead of the bit. If access is not available for our truck -mounted drilling equipment, portable tripod drilling equipment can be used instead. Occasionally, running or squeezing ground is encountered that cannot be stabilized by the drilling mud alone. In addition, drilling mud may be lost into the soil or rock strata that are unusually pervious. In such cases, flush -joint steel casing with an outside diameter of about 3.5 inches is driven as a liner for the borehole. Subsurface Exploration Information After the borehole has been advanced to the depth where a Standard Penetration Test will be performed, the soil sampler used to run the test is attached to the end of the drill rods and lowered to the bottom of the borehole. The testing procedure used conforms closely to the methods recommended in ASTM D-1586. The sampler used has a split -barrel 24 inches long and an outside diameter of 2.0 inches. It is driven into the ground below the bottom of the borehole using a hammer that weighs 140 pounds and falls 30 inches. The driller records the number of hammer blows needed to advance the sampler in successive increments of six inches. The total number of blows required to advance the sampler the second and third six- inch increments constitutes the test result; that is, the N-value at the depth. The test is completed after the sampler has been driven not more than 24 inches or when refusal is encountered, whichever occurs first. Refusal occurs when 50 hammer blows advance the sampler less than 6 inches. After the test is completed, the sampler is removed from the borehole and opened. The drillers examines and classifies the soil recovered by the sampler, place representative soil specimens from each test in glass jars or plastic bags and take them to our laboratory. In the laboratory, additional evaluations and tests are performed, if needed. The driller's classifications may be adjusted, if necessary, to conform more closely with the Unified Soil Classification System (USCS). Jar samples are retained in our laboratory for sixty days, then discarded unless our clients request otherwise. The following tables relate N-values to a qualitative description of the relative soil density Cohesionless Soils Description I SPT N Value Very loose 1 0-4 Loose 1 5-9 Medium dense 1 10-29 Dense 1 30-49 Very dense 1 50+ Cohesive Soils Description Very soft SPT N Value 0-2 Soft 3-4 Medium stiff 5-8 Stiff 9-15 Very stiff 16-30 Hard 31+ Ardaman & Associates, Inc. Subsurface Exploration Information HAND AUGER BORINGS Hand auger borings are used, if soil conditions are favorable, when the soil strata are to be determined within a shallow (approximately 5 foot) depth, or when access is not available for our truck -mounted drilling equipment. The testing procedure used conforms closely to the methods recommended in ASTM D-1452. A portable, manually operated, 3-inch diameter bucket auger with a cutting head is simultaneously turned and pressed into the ground. The bucket auger is retrieved at approximately 6-inch increments and its content emptied for inspection. The soil samples obtained are described and representative samples put in jars or bags and transported to our laboratory for further classification and testing, if necessary. SFWMD EXFILTRATION TESTS In order to estimate the hydraulic conductivity of the upper soils, constant head or falling head exfiltration tests can be performed. These tests are performed in accordance with methods described in the South Florida Water Management District (SFWMD) Permit Information Manual, Volume IV. In brief, a 6 to 9 inch diameter test hole is augered to the desired test depth (typically 6 feet), then a screen is lowered into the test hole, the depths of the test hole and groundwater level are recorded, then the surroundings of the test hole are saturated by pouring water into the screen as needed to maintain the water level in the test hole at the ground surface for 10 minutes. If a constant head test is performed, the rate of pumping will be recorded at fixed intervals of 1 minute for a total of 10 minutes, following the saturation period. If a falling head test is performed (typically for relatively high permeability soils), water is added until the water level reaches the ground surface. Then the water flow is stopped and the drop in water level for discrete time intervals is recorded until the water level in the test hole has dropped to at least half the distance to the groundwater table. LEGEND FOR BORING LOGS The following abbreviations are often used in our boring logs: MC: Moisture content (percent of dry weight) OC: Organic content (percent of dry weight) PL: Moisture content at the plastic limit LL: Moisture content at the liquid limit PI: Plasticity index (LL-PL) Qu: Unconfined compressive strength (tons per square foot unless otherwise noted; -200: Percent passing a No. 200 sieve (200 wash) Ardaman & Associates, Inc. Ardaman & Associates, Inc. STANDARD PENETRATION TEST BORING LOG BORING B-1 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 9.5 feet. DRILL CREW: DG/QK DATE DRILLED: 7/22/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE n, _ 0 2/6 ••......--••••••••------••••••---••••................•...-•••••-•-- Reddish brown fine sand 1 77 ' 2/6 3/6 5 3/6 4/6 5/6 I 7/6 -- ...- •••-•-. ••• - ••----...••- °, 10/6 Dark gray fine sand, few roots and silty organic nodules 2 7/6 --brown-- --------------•• -••----- --.-----... ------------- --fine --sand 8/6 ark Dreddish slightly silty 3 16 8/6 8/6 Dark reddish brown fine sand to slightly silty fine sand ("hardpan" 5/6 6/6 type soil) 5 6/6 12 5/6 6/6 4/6 Light brown slightly clayey fine sand 6 10 6/6 10 �'r 5/6 i.," 3/6 Dark brown to slightly reddish brown fine sand 7 4/6 7 I5 > 4/6 3/6 316 Dark reddish brown fine sand ... 5/6 8 20 •'�.: 5/6 3/6 Brown to slightly reddish brown fine sand 3/6 6 25 >:- 3/6 3/6 -•• Gray fine sand 10 ; 3/6 4/6 7 30 5/6 NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) Ardaman & Associates Ardaman & Associates, Inc. STANDARD PENETRATION TEST BORING LOG BORING B-1 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 9.5 feet. DRILL CREW: DG/QK DATE DRILLED: 7/22/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE _ 30 :. 77 "_'• �;r 8/6 .................................................................. Light gray fine sand, some shell and limestone fragments16/6 l l i 20/6 16/6 36 35 " Boring terminated at 35 feet. 40 45 50 55 60 NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) Ardaman & Associates � V Ardaman & Associates, Inc. STANDARD PENETRATION TEST BORING LOG BORING B-2 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 8.0 feet. DRILL CREW: DG/QK DATE DRILLED: 7/22/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE v.=�.=, 0 2/6 ••••••................•••••••----...................__............ Dark gray organic fine sand, some roots 1 3/6 r ✓.: 4/6 7 ,.. 4/6 4/6 riry`Fi i.i 5/6 Dark brown to reddish brown slightly silty fine sand ("hardpan" type 11 6/6 soil) 7/6 5 7/6 {..i'r 7/6 Dark reddish brown fine sand to slightly silty fine sand 3 14 .. 6/6 i 4/6 '!`` S/6 Brown slightly clayey fine sand 6/6 I I 6/6 6/6 6/6 6/6 ..rown finen,-sa-and•, -trace-••••••roots•------------------------------------------ B 5 12 10 5/6 3/6 t 4/6 Dark brown to slightly reddish brown fine sand 6 5/6 9 15 >: 7/6 e: ;' 3/6 4/6 Brown to reddish brown fine sand 7 ? ' 6/6 10 5/6 20 Y 2/6 8 2/6 2/6 4 3/6 25 :.. - 3/6 Gray very fine sand to slightly silty fine sand 9 Light gray fine sand and shell 10 13 30 . 10/6 NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) Ardaman & Associates Ardaman & Associates, Inc. STANDARD PENETRATION TEST BORING LOG BORING B-2 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 8.0 feet. DRILL CREW: DG/QK DATE DRILLED: 7/22/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE — — — — 30 , 10/6 lr: -• 16/6 --- - ----- ----------------------------- --------------•-- Light gray fine sand, some shell and limestone fragments 11 20/6 36:N: 17/6 35 Boring terminated at 35 feet. 40 45 50 55 60 NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE 'BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) Ardaman & Associates Ardaman &Associates, Inc. STANDARD PENETRATION TEST BORING LOG BORING B-3 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 6.5 feet. DRILL CREW: DG/QK DATE DRILLED: 8/05/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE — — — 0 1/6 -- •---••••- ---- •-•••----•--••- _.....•--- -••-----•-••----- Dark gray to brownish gray slightly organic fine sand, some roots I 2/6 2/6 4 2/6 1/6 I/6 5/6 .............................................. Dark reddish brown slightly silty fine sand ("hardpan" type soil) 2 6 10/6 ? 6/6 Dark reddish brown fine sand 3 5 4/6 10 ..... ..... 6/6 ..... -- .._ 5/6 ... Brown to slightly reddish brown fine sand to slightly silty fine sand, 4 .. 4/6 few roots — .. .... 4/6 Light brown fine sand to slightly clayey fine sand g g Y 5 9 5/6 Y Y '•:r r;' 5/6 6 . y. 5/6 r {r: 5/6 10 10 f' / r:' 5/6 4/6 5/6 •-••-----••...••---•••••••......................................... Dark brown fine sand 7 7/6 12 15 616 - 2/6 Dark reddish brown fine sand 4/6 8 20 > = 4/6 3/6 Brown to slightly reddish brown fine sand 4/6 8 25 6/6 "r.. 5/6 Light gray fine sand and shell, few limestone fragments 10 i 15/6 25 30 w 15/6 NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN' 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) Ardaman & Associates ��-v Ardaman & Associates, Inc. wm% STANDARD PENETRATION TEST BORING LOG BORING B-3 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 6.5 feet. DRILL CREW: DG/QK DATE DRILLED: 8/05/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE 30-- t-4. Xr. 9/6 14/6 ................ ................................................... Light gray fine sand, some shell and limestone fragments 15/6 29 35-- 16/6 Boring terminated at 35 feet. 40-- 45-- 50-- 55-- 60 t NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) , Ardaman & Associates Ardaman & Associates, Inc. STANDARD PENETRATION TEST BORING LOG BORING B-4 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 8.3 feet. DRILL CREW: DG/QK DATE DRILLED: 7/22/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE — — 0 2/6 .._a:... .............................................................. Reddish brown fine sand, trace roots 1 i 3/6 3/6 5/6 ^. Dark gray slightly organic fine sand, few roots 2 6/6 6 Dark brownish gray slightly silty fine sand ("hardpan" type soil) 8 4/6 6/6 g 8/6 ;r�1 t 1 r. is 8/6 -•-•--------... Dark reddish brown slightly silty fine sand, trace to few roots 4 16 10/6 5/6 6/6 7/6 Brown fine sand, trace roots 13 6/6 :. 6/6 6/6 Gray slightly clayey fien sand, trace roots 612 i; 6/6 10 4/6 _ 2/6 3/6 --------------------••••--------....------.... Dark brown to slightly reddish brown fine sand 7 4/6 7 15. ' 4/6 1/6 1/6 Dark reddish brown fine sand 8 2/6 3 20 2/6 s: 1/6 1/6 Reddish brown fine sand 9 2/6 3 25 2/6 1/6 /6 -- -------------------------------------- ------------- Gray fine --sand 10 1 /6 3 2/6 30 NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN" 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) Ardaman & Associates � v Ardaman & Associates, Inc. STANDARD PENETRATION TEST BORING LOG BORING B-4 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH 8.3 feet. DRILL CREW: DG/QK DATE DRILLED: 7/22/21 DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE N N VALUE (FEET) FIELD TEST DATA No. VALUE 30 ;<c,:-fi 7/6 -----•------ --------- ----------------- Light gray fine sand, some shell fragments14/6 I I 16/6 30 15/6 35 Boring terminated at 35 feet. 40 45 50 55 60 NOTES: Boring terminated at 35 feet. FIELD TEST DATA ARE "BLOWS"/"INCHES DRIVEN' 140-LB HAMMER, 30-INCH FALL. (ASTM D-1586) Ardaman & Associates Ardaman &Associates, Inc. HAND AUGER BORING LOG BORING AB-1 PROJECT: Pursuit Boats Expansion - Phase 2 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH Not encountered FILE No.: 21-5487 DRILL CREW: WC DATE DRILLED: 7/07/21 DEPTH SYMBOL SOIL DESCRIPTION SAMPLE No. 0 ..ri.q. •� �:•�-.• ------ Gray fi-ne---sand -------------------------------------------------•------------------•-------............ .•fir Dark gray fine sand, few loosely cemented sand nodules ("hardpan" type soil) . -.sand •---------•---------••.... ...................... .............. ----•----------- Brown..-fi ne.. 5 art,. 10 15— NOTES: Boring terminated at about 6.0 feet. Ardaman & Associates Ardaman & Associates, Inc. HAND AUGER BORING LOG BORING AB-2 PROJECT: Pursuit Boats Expansion - Phase 2 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH Not encountered FILE No.: 21-5487 DRILL CREW: WC DATE DRILLED: 7/07/21 DEPTH SYMBOL SOIL DESCRIPTION SAMPLE No. 0 --------------- ----------- ------------------------------- -....... ..---------- Dark gray fine sand, trace roots ` -•-------------------•-•----.........---...--------------------•--•-----•••----......---- Gray fine sand Dark gray fine sand, few loosely cemented sand nodules ("hardpan" type soil), trace roots �l•t��r:i' F31:' Brown fine sand 10 15 NOTES: Boring terminated at about 6.5 feet. Ardaman & Associates wm�.v Ardaman & Associates, Inc. HAND AUGER BORING LOG BORING AB-3 PROJECT: Pursuit Boats Expansion - Phase 2 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH Not encountered FILE No.: 21-5487 DRILL CREW: WC DATE DRILLED: 7/07/21 DEPTH SYMBOL SOIL DESCRIPTION SAMPLE No. 0 - } -----------------------------------------------••-••--•------...-----------------••••••••----....••- Dark gray fine sand, trace roots -----•••----------------------------------------------------------•--------------•--------------- Gray fine sand --••-•----••----•-----------------------------------------------------•••••...•••--------...••----... Dark gray to dark brown fine sand, few loosely cemented sand nodules ("hardpan" type soil), trace roots f.j,I. ------•-------------------••----.........-------...------------•---•••....••-------.......------- Dark brown slightly silty fine sand r i I...041. Brown fine sand 5 3 10 15 NOTES: Boring terminated at about 6.5 feet. Ardaman & Associates � V Ardaman & Associates, Inc. HAND AUGER BORING LOG BORING AB-4 PROJECT: Pursuit Boats Expansion - Phase 2 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH Not encountered FILE No.: 21-5487 DRILL CREW: WC DATE DRILLED: 7/07/21 DEPTH SYMBOL SOIL DESCRIPTION SAMPLE No. 0 Dark gray -- - --fine -__sand ___-•--------------•------------------------___------ ---- ... •---------------------------------------•--------------•---••••-•--....-•••••-----••••--- Gray fine sand Dark gray fine sand, few loosely cemented sand nodules ("hardpan" type soil), trace roots '�r:`.r,%p. ----------------- -------------------------------------•------------- ----•----- ----------- Brown fine sand 1. 5 t1.1; 10 15 NOTES: Boring terminated at about 6.0 feet. Ardaman & Associates wo� � Ardaman & Associates, Inc. HAND AUGER BORING LOG BORING AB-5 PROJECT: Pursuit Boats Expansion - Phase 2 Fort Pierce, Florida BORING LOCATION: As per plan. WATER OBSERVED AT DEPTH Not encountered FILE No.: 21-5487 DRILL CREW: WC DATE DRILLED: 7/07/21 DEPTH SYMBOL SOIL DESCRIPTION SAMPLE No. 0 --------••--•--• ...............................----------- •---------- •----------- ---------- •---- .r Dark gray fine sand, trace roots Gray fine sand Dark gray fine sand, few loosely cemented sand nodules ("hardpan" type soil), trace roots P;4' 11I: i:.lki' i fCi: I:1,'1 Brown fine sand 10 15 NOTES: Boring terminated at about 6.5 feet. Ardaman & Associates S V Ardaman & Associates, Inc. FIELD PERMEABILITY TEST LOG SFWMD USUAL OPEN -HOLE TEST EX-1 PROJECT: Pursuit Boats Expansion - Phase 2 FILE No.: 21-5487 Fort Pierce, Florida TEST LOCATION: As per plan. DRILL CREW: WC GROUNDWATER OBSERVED AT DEPTH Greater than 5.0 feet. TEST DATE: 7/07/21 Q I I I I I H2 �I �I t d-�-�I _ I I Water Table I I DS _ 4Q �d(2H2 +4HZD3+HZd) Q ["Stabilized" Flow Rate (cfs)] = 5.57 x 10 3 I K [Hydraulic Conductivity (cfs/sqf - ft head)] = 3.65 x 10-4 I d [Diameter of Test Hole (ft)] = 0.375 H2 [Depth to Water Table (ft)] = 3.65 * Ds [Saturated Hole Depth (ft)] = 0 * By Groundwater DEPTH SYMBOLS SOIL DESCRIPTION SAMPLE No. 0 - -.-..... ... ------...---•--•---------------------••••---------......•.................--- Gray fine sand 1 2 ' T.I. �. �;�: i.:S. Dark ra fine sand, few loose) cemented sand nodules hazd an" t e soil g y Y P YP ) 3 �'" ` ----------------------------------- Brown fine sand 4 5 6 NOTES: Boring terminated at about 5.0 feet.