Loading...
HomeMy WebLinkAboutSUBSURFACE SOIL EXPLORATIONSCANNED BY St. Lucie County Subsurface Soil Exploration Pursuit Boats Facility Expansion St. Lucie Boulevard St. Lucie County, Florida Ardaman & Associates, Inc. OFFICES Orlando — 8008 S. Orange Avenue, Orlando Florida 328098 — Phone (407) 855-3860 Alexandria — 3609 Mac Lee Drive, Alexandria, Louisiana 71302 — Phone (318) 443-2888 Bartow —1525 Centennial Drive, Bartow, Florida 33830 — Phone (863) 533-0858 Baton Rouge — 316 Highlandia Drive, Baton Rouge, Louisiana 70884 — Phone (225) 752-4790 Cocoa —1300 N. Cocoa Blvd., Cocoa, Florida 32922 — Phone (321) 632-2503 Fort Myers — 9970 Bavaria Road, Fort Myers, Florida 33913 — Phone (239) 768-6600 Miami — 2608 W. 80 Street, Hialeah, Florida 33016 — Phone (305) 825-2683 Monroe —1122 Hayes Street, West Monroe, Louisiana 71292 — Phone (318) 387-4103 New Orleans —1305 Distributors Row, Suite I, Jefferson, Louisiana 70123 — Phone (504) 835-2593 Port St Lucie — 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986 — Phone (772) 878-0072 Sarasota — 78 Sarasota Center Blvd., Sarasota, Florida 34240 — Phone (941) 922-3526 Shreveport —7222 Greenwood Road, Shreveport, Louisiana 71119 — Phone (318) 636-3673 Tallahassee — 3175 West Tharpe Street, Tallahassee, Florida 32303 — Phone (850) 576-6131 Tampa — 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619 — Phone (813) 620-3389 West Palm Beach —2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 — Phone (561) 687-8200 MEMBERS: A.S.F.E. American Concrete Institute ASTM International Florida Institute of Consulting Engineers Ardaman & Associates, Inc. March 5, 2019 Geolechnical, Environmental and File No. 19-5422 Materials Consultants I Culpepper & Terpening, Inc. 2980 South 251h Street Fort Pierce, Florida 34981 Attention: Mr. Stefan K. Matthes, P.E. Subject: Subsurface Soil Exploration I and Geotechnical Engineering Evaluation Pursuit Boats Facility Expansion St. Lucie Boulevard St. Lucie County, Florida Mr. Matthes: As requested and authorized, we have completed a shallow subsurface soil exploration and geotechnical engineering evaluation for the subject project. The purposes of performing this exploration were to evaluate the general subsurface conditions in the vicinity of the proposed warehouse building and associated pavement areas and stormwater retention facilities; and to provide recommendations for site preparation and foundation and pavement support. This report documents our findings and presents our engineering recommendations. SITE LOCATION AND SITE DESCRIPTION The site for the proposed construction is located in on the south side of St. Lucie Boulevard and approximately 1,365 feet east of Sapp Road in 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 on Figure 1. The area for the proposed construction is currently undeveloped and sparsely to densely wooded. PROPOSED CONSTRUCTION AND GRADING Based on review of a conceptual site plan that was provided to us by the Culpepper & Terpening, it is our understanding that the proposed development includes the construction of a large warehouse building with associated parking/drive areas. Stormwater retention areas are also proposed on the west portion of the site. For the purpose of our analysis, we assumed that the proposed building will consist of load bearing masonry walls and interior columns with slab -on - grade floors. Typical anticipated loading conditidns for the structure were not provided, but have been assumed to be on the order of 5 to 7 kips jper linear foot for wall foundations and 50 to 80 kips for individual column foundations. We have assumed less than 2 feet of fill is anticipated to bring the building and pavement areas to finalr elevation. If actual building loads or fill heights exceed our assumptions, then the recommendations in this report may not be valid. 460 NW Concourse Place, Unit 1, Pon St. Lucie, Florida 34986 Phone (772) 878-0072 FAX (772) 878-0097 Louisiana: Alexandrle, Baton Rouge, Monroe, New Orleans, Shreveport Flonda: Bartow, Cocoa, Fort Myers, Miami, Orlando, Pon Charlotte, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach Pursuit Boats Facility Expansion File No. 19-5422 REVIEW OF SOIL SURVEY MAPS The Soil Survey of St. Lucie County, Florida, which was issued by the U.S. Department of Agriculture, Soil Conservation Service in 1980, states that the predominant surficial soil types in the area where the site is located are Lawnwood sand and Pendarvis, 0 to 5 percent slopes sand. Brief descriptions of these soil types, as taken from the Soil Survey, are presented below. According to the USDA Soil Survey, Lawnwood sand is poorly drained, nearly level soil is 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 Pendarvis sand, 0 to 5 percent slopes is moderately well drained, nearly level and gently sloping soil found on low ridges and knolls in the flatwoods. Slopes are smooth to convex. Typically, the surface layer is very dark gray sand about 6 inches thick. The subsurface layer is light gray sand- 42 inches thick. The subsoil extends to a depth of 80 inches or more. It is black, weakly cemented loamy sand in the upper 14 inches; dark reddish brown sand in the next 14 inches; and dark yellowish brown loamy sand in the lower part. Pendarvis sand has a perched water table between depths of 24 to 40 inches for about 1 to 4 months during the summer rainy season and between depths of 40 to 60 inches for the rest of the year except during dry periods. FIELD EXPLORATION PROGRAM The field exploration program included performing nine (9) Standard Penetration Test (SPT) borings (B-1 through B-9 on Figure 2) in the vicinity of the proposed warehouse building and twelve (12) auger borings (AB-1 through AB-12) within or in the vicinity of the surrounding parking/drive areas and stormwater retention ponds. The SPT borings were advanced to depths of 25 and 35 feet below the existing ground surface using the general methodology outlined in ASTM D-1586. The auger borings were conducted using a hand-held, 3-inch diameter bucket auger to depths ranging from 5 to 8.5 feet below the existing ground surface. Descriptions of these field procedures are included in the Appendix. Soil samples were recovered from the sampler or auger during performance of the borings. The samples were visually classified in the field and representative portions of the samples were transported to our laboratory in sealed sample jars. The groundwater level at each of the boring locations was measured during drilling. Upori completion, the borings were backfilled with soil cuttings. The approximate locations of the borings are shown on Figure 2. These locations were determined in the field by estimating distances from existing site features and should be considered accurate only to the degree implied by the method of measurement used. Pursuit Boats Facility Expansion -3- File No. 19-5422 Double Ring Infiltrometer Test In order to estimate the hydraulic conductivity of the shallow soils, one double ring infiltrometer test (DRI-1) was performed in the vicinity of the proposed stormwater treatment areas as shown on Figure 2. The test was performed on February 13, 2019. in general accordance with the methods described.in ASTM D3385. The result of the double -ring infiltrometer test is presented in the following table: Test Location SoiHnfiltration Rate (inlhr) i.= DRI-1 1 1 12 It is noted that a suitable factor of safety should be used with this value. LABORATORY PROGRAM Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification. The soil samples were visually classified in general accordance with the Unified Soil Classification System (ASTM D-2488). The resulting soil descriptions are shown on the soil boring profiles presented on Figures 3 through 6. 1 In addition, we conducted fines content and natural moisture content tests on selected soil samples obtained from the borings to aid in the classification of the soils. The results of these tests are presented adjacent to the sample depth on the boring profiles on Figures 3 through 6. GENERAL SUBSURFACE CONDITIONS General Soil Profile The results of the field exploration and laboratory programs are graphically summarized on the soil boring profiles presented on Figures 3 through 6. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines_ represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. i As shown on the soil boring profiles on Figures 3 through 5, the SPT borings typically encountered very loose to medium dense, fine sand (Unified Soil Classification SP), fine sand with silt (SP- SM), fine sand with clay (SP-SC), and clayey fine sand (SC) to the depth of about 25 feet; and medium dense to dense fine sand (SP) and fine sand with silt (SP-SM) with varying amounts of shell and cemented sand from 25 feet to the boring termination depth of 35 feet. As shown on Figure 6, the auger borings encountered similar soils to the depths ranging from 5 to 8.5 feet below the existing ground surface. These soil profiles are outlined in general terms only. Please refer to Figures 3 through 6 for soil profile details. We note that hardpan -type soils and soils with jtrace to relatively minor amounts of roots were i Pursuit Boats Facility Expansion - 4 - File No. 19-5422 also noted in few of the borings as indicated on the boring profiles. 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. We note that the groundwater table may temporarily "perch" at higher levels atop the shallow hardpan -type soils during or following periods of prolonged or heavy rainfall and during the wet season. 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 3 to 3'/2 feet above the groundwater level measured in the boreholes at the time of our field exploration. We note that, after periods of heavy and/or prolonged rainfall, water may '.perch" temporarily atop the shallow clayey soils at the site. 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. Pursuit Boats Facility Expansion File No. 19-5422 Stripping and Grubbing -5- 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 should be removed or plugged 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'/2 inch, stumps, or 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 corripaction,,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. Offsite Vibrations 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 Pursuit Boats Facility Expansion File No. 19-5422 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 DA 557) 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 18 inches wide and column foundations 24 inches wide. A minimum soil cover of 24 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. Pursuit Boats Facility Expansion File No. 19-5422 Dewatering 7- Based on the groundwater conditions encountered, the control of the groundwater will likely be required to achieve proper compaction, particularly for foundations and utility installations. Depending on the time of the year and final site grades, groundwater control may also be required for foundation excavations. 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 sufficiently; say 2 feet below the bottom of any excavation or compaction surface to preclude 'pumping" and/or compaction -related problems with the foundation soils. Utility Installation I The clayey soils and relatively high groundwater table conditions present on the site may hinder backfilling and compacting activities related to utility installations (both for piping and structures) or other excavations. These soils contain excess "fines" that retain moisture, making such earthwork operations difficult. The importing of clean, free draining fine sand for excavation backfill is often conducted on projects of this nature to facilitate construction. The contractor should be made aware of the clayey soils and high groundwater conditions at the site. Typical Asphaltic Concrete Surface Pavement Section Site Preparation j 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). Limerock/Coauina Base At 0-inch thick limerock or coquina base course having a minimum Limerock Bearing Ratio (LBR) value of 100, overlying a 12-inch thick stabilized subgrade can be used provided that grading and drainage plans preclude periodic saturation of the base material. The periodic saturation of a limerock/coquina base material could lead to premature pavement distress. A minimum clearance of IS inches must be maintained between the bottom of the limerock/coquina base and the seasonal high groundwater table. The limerock or coquina should be compacted to at least 98 percent of the modified Proctor (ASTM D-1557, AASHTO T-180) maximum density value. For bus and/or truck parking and drive areas, the base thickness should be increased to a minimum of 12 inches. A minimum 12-inch thick stabilized subgrade having a minimum Limerock Bearing Ratio (LBR) value of40 must be achieved beneath the base.i The natural soils may have to be stabilized with suitable clayey soil or another approved stabilization material in order to achieve the required LBR value. The stabilized subgrade must be compacted to at least 98 percent of the modified Proctor maximum dry density (ASTM D-1557, AASHTO T-180). The stabilized subgrade must be firm and unyielding immediately prior to placement of the base material. Pursuit Boats Facility Expansion File No. 19-5422 Wearing Surface lE A minimum 2-inch layer of Type SP-9.5 or SP-12.5 asphaltic concrete should be used for a wearing surface in automobile parking/drive areas. For bus and/or truck parking/drive areas, at least 2'/z inches of Type SP-9.5 or SP-12.5 asphaltic concrete should be used. The asphalt wearing surface must be placed on an adequately compacted and unyielding base course. Specific requirements for the Type-SP asphaltic concrete wearing surface are outlined in Section 334 in the Florida Department of Transportation, Standard Specifications for Road and Bridge Construction, latest Edition. The latest specifications of Florida Department of Transportation shall govern the design and placement of the base and asphaltic concrete wearing surface. The above minimum requirements will satisfactorily support Traffic Level A*. If a heavier traffic pattern is anticipated, the design section should be increased accordingly. Retention Ponds We understand that stormwater retention ponds are planned for the site. For this study, soil conditions were explored in the proposed pond areas with two (2) auger borings (AB-11 and AB- 12) to depths of 6.5 and 8.5 feet. The borings generally encountered sandy soils with some fine sand with silt/clay (Soil Strata Nos. 1, 2, and 3) as shown on Figure 6. The fine sand, fine sand with silt and fine sand with clay soils (Strata Nos. 1, 2 and 3 on Figure 6) are considered to be relatively permeable. For dry bottom retention ponds, pond performance will be significantly influenced by the soil permeability and the vertical separation between the pond bottom and the seasonal high groundwater level. Ovetexcavation of the clayey fine sand or silty fine sand (Soil Strata Nos. 4 and 5) if present at the bottom of the pond excavations and replacement with clean sandy soil (less than 10 percent fines) should be performed to improve pond performance. We recommend the pond bottoms be inspected by the project geotechnical engineer to determine if these soil types are present and overexcavation is warranted. Wet detention ponds should be excavated to depths necessary to obtain a sufficient water depth to limit growth of aquatic vegetation. For the purpose of wet detention pond design, we estimate the normal low water level to be 1 to 2 feet lower than the water levels encountered in the borings. Ardaman & Associates, Inc. would be pleased to assist in evaluating the design exfiltration rates, underdrains and/or groundwater baseflow as pond geometry and stormwater volume requirements become available. QUALITY ASSURANCE We recommend establishing a comprehensive quality assurance program to verify that all site * Reference: "Flexible Pavement Design Manual", Florida Department of Transportation. (latest edition) Pursuit Boats Facility Expansion - 9 - File No. 19-5422 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. As 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 Hof 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 Bea ring 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. , 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. i 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 fregluency 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 Pursuit Boats Facility Expansion File No. 19-M22 -10- (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 presented on Figures 3 through 6, and on the assumed loading conditions. 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 then appear evident, it will be necessary to re-evaluate the recommendations presented in this report after performing on -site observations during the construction period and noting the characteristics of the 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 and their client in accordance with generally accepted geotechnicai 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. 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. Best regards, ARDAMAN 6 ASSOCIATES, INC. Certificate of Authorization No. 5950 J. Zr flack, P.E. Sharnila Pant onager Assistant Project Engineer Florida ` U141fi b1 \� 3' �1 ` Q No.63911 �C STANEOF Dan J. P Digitally signed by; DN: CN = Dan J':°`Z Ardaman & Associ; Date: 2019.03.05 1 allack, P.E. E.C=USOU= -05,00, a J' t''S 29�� If ys d' StLue APPROXIMATE � �ly p. ,g« A` �. r C SITE LOCATION ... +q�J, V ..,! �33 3 �' � \�' �r 4 i`�` �� ..iF _ �' ( � t 9y Mrs• �,».tl d-k j ..a, J5 p y V r 5,7 _ Je �a �Ie'and Tip �.... pp I' �..,• a i ewe.n t.. 'V IC w p I 1 4 yf �y( SECTION 32 TOWNSHIP 34 SOUTH RANGE 40 EAST OBTAINED FROM U.S.G.S. QUAD MAPS: FORT PIERCE, FLORIDA 1949 (PHOTOREVISED 1970) BORING LOCATION MAP —�IIIIIArdannan & Associates, Inc. N Geoteahnlaal, Environmental and Materials Consultants RORIDA Subsurface Soil Exploration Pursuit Boats Facility Expansion NOT TO SCALE St. Lucie Boulevard St. Lucie County, Florida QUADRANGLE LOCATION DRAWN BY. SP I CHECKED W. I DAM 3/4/19 nlE NO. APPROVED BY: FlGURE 19-5422 1 1 I BORING: DATE DRILLED. 1fU19 151- TRACE ROOTS WITH SHELL 8: CEMENTED SAND B-2 2/21/19 da/o No .3 LEGEND SOIL DESCRIPTIONS COLORS 0O FINE SAND(SP) O LIGHTGRAYTOGRAV �O FWESANDWITHSLT(SPSM) O UGHf SROWNTOBRC O3 FINE SAND WITH CIAY(SPSC) © DARKBROWN 5 EZO CLAYEY FINE SAND (SC) 10 N STANDARD PENETRATION RESTISTANCE IN BLOWS PERFOOT NM NATURPLMOISTURECOMENTINPERCENT(ASTM62218) 15 -MOD PERCENT PASSING NO. MO SIEVE SIZE (PERCENT FINES)(ASTM 61140) Q GROUNDWATER LEVEL MEASURED ON DATE DRILLED 20 SP.SPSM UNIFIED SOIL CIASSIFICATION SYSTEM (ASTM D-248]) SM,SgCH 25 ENGINEERING CLASSIFICATION IwIiEslaMEss wlLs DESCRIPTION BLOW COURT A' VERY LOOSE 4 30 LOOSE 4TO 10 MEDIUM CORSE IOTOW DENSE 90TOW VERY DENSE HBO N= WALE ME BORINGS ARE REPRESENTATIVE OF SUBSURFACE wrvORIONSAT THEIR RESPECTWE LOCATIONS AND FOR THEIR RESPECTVE VERTICAL REACHES, LOCAL VARIATIONS CHARACTERISTIC OF THE SUBSURFACE NMTERMLS OF THE REGION ARE ANTICIPATED AND MAY BE ENCOUNTERED. THE BORING LOGS AND RELATED INFORMATION ARE BASED ON ME DRILLERS LOGS AND VISUAL ENAMINAVON OF SELECTED SAMPLES IN THE LABORATORY. THE DELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS APPROEIIMTE AND THE DESCRIPTION REPRESENTS OUR INTERPRETATION OF SUBSURFACE CONDITIONS AT THE DESIGNATED BORING LOCATIONS ON THE PARTICU W ROATE DRILLED. GROUNDWATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT GROUNDWATER SURFACES ENCOUNTERED ON THE GATES SHOWN. FLUMUATIONS IN WATER TABLE LEVELS SHOULD BE ANTICIPATED THROUGHOUT THE YEM SOIL BORING PROFILES "Ardamw h Associates. In M�mN�lm, �.Mla era $WeuNm saB E.pbmum� MULL Bool. FOnj- Eyanan SL OSM BAWAwr BL Ixb cwnb. FbMo RSA. aIRID�nn PnT] A P BORING: B-4 B-5 B-6 DATE DRILLED: 2/22/19 2/25/19 2/21/19 N N N u p - 0 4 IA SOME MOTS 1A IB p `__: 'ii: LOOSE WORM TYPE 5 SOME CLAY MODULES Q - - S ' - 5 7 3 :! 1B 3 _ 2B 36 -nmii. 10 7 : 8. -� .6 3B- - 10 3 15 4 fi. :..iC .. .. 8:$ 1B. 15 1C 20 6 - 6. - - .. 9 . ` 1C. 20 ':: 1 B B 25 2 it-!7 -6 .. 25 to 30 - - 15. SOME SHELL e - 30 -. ® CEMENTED SAND 135 n WNH SHELL G 0 CEMEMTEO SAND 35 28.- NOTE WHILE THE BORINGSAREREPRESENFATIVE OF SUBSURFACE CONORIONS AT THEIR RESPECTIVE LOCATIONS AND FOR THMRRESPECTIVE VERTICAL REACHES. LOCAL VMiARONS CHARACTERISRI OF THE SUBSURFACE MATERIALS OF THE REGION ME ANTICIPATED AND MAY BE ENCOUNTERED. THE BORING LOGS AND RELATED INFORMATION ME BASED ON THE DRILLERS LOGS AND VISUA E WMIHATION OF SELECTED SAMPLES IN THE LABORATORY. THE DELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS APPROXIMATE AND THE DESCRIPTION REPHESENTB OUI INTERPRETATON OF SUBSURFACE CONDITIONS AT THE DESIGNATED BORING LOCATIONS ON THE PARTICUIPRDATE DRILLED. GROUNDWATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT GROUNDWATER SURFACES ENCOUNTERED ON THE DATES SHOWN FLUCTUATIONS IN WATER TABLE LEVELS SHOULD BE ANTICIPATED THROUGHOUT THE YEAR LEGEND SOIL DESCRIPTIONS COLORS 00 FINESAND(SP) OA UGHTGRAYTOGRAY O FINE SAND WITH SILT(SP M) OB LIGHT BROWN TO BROWN O FINE BANG WITH CLAY(SMC) © DARN BROWN �O4 CLAYEY FINE BAND (SC) N STANDARD PENETRATION RESTISTANCE IN BLOWS PER FOOT NM NATURAL MOISTURE CONTENT IN PERCENT(ASTM O-2216) 400 PERCENT PASSING NO. ZOO SIEVE SIZE (PERCENT FINES)(ASTM 0.1140) $ GROUNDWATER LEVEL MEASURED ON DATE DRILLED SM.SOCH SSPSM UNIFIED SOIL CLASSIFICATIONST SYSTEM (FM 0.2407) ENGINEERING CLASSIFICATION I caHESIonLEsssans DESCRIPTION BLOW COO NT'N' VERYLWSE V LOOSE 4TO 10 MEDIUM DENSE IOTOX DENSE IOTOW VERY DENSE a50 SOIL BORING PROFILES FWAOI.. h Assacfalea, Inc c«NaW W. fmlmm.nld aaa Mahal. Cm.WIaM. suE.uHaa. smi FAaw.auaA P/vuR Bvib Foal lb FApanvan St IBoulsmN sSt,a. wGunb. FlaHaa m5P a 6. I a 3/4/19 saPP — m r 4 BORING: B-7 BATE DRILLED: 2/21/19 N 4 1B 6 5 s _ 5 - 8 3B 10 .. 8 -' 15 3 20 to 30 . '9. WITH SHELL d }CEMEMTEO a 35 . 21 SARI B-8 2/22/19 B-9 2/22/19 N 0 7 S_G7 5 5 10 8 3B 10 i 10 1B LOOSE HARDPAN 15 TYPE 1.6 WORM TYPE 20 SOIL MIXED 2 1B .4 _ .. 1A 30 WITH SHELL d CEMENTED SAND ® SHELL d CWITHEMENTED }CEMENTED SANG. 135 _ 30 NOTE: WHILE THE BORINGS ME REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIRREBPECTIYE LO ATONSAND FOR THEIR RESPECTIVENERTIGLRFACHES. LOCAL VARIATIONS CHARACTERISTIC OF MATERIALSM THE SUBSURFACE MATERIALS OF THE REGION ARE IRCIPATEO AND MAY BE ENCOUNTERED. THE BORING LOGSAND RELATED INFORMATION ME BASED ON THE DRILLERS LOGS MD VISUAL AM EXINATION OF SELECTED SAMPLES IN THE LABORATORY. THE DELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS APPROXIMATE AND THE DESCRIPTION REPRESENTS OUR INTERPRETATION OF SUBSURFACE CONDMONS ATTHE DESIGNATED BORING LOCATIONS ON THE PARTICULPADAM OR¢LED. GROUNDWATER ELEVATION$ SHOWN ON THE BOWNG LOGS REPRESENT GROUNDWATER SURFACES ENCOUNTERED ON THE DATES SHOWN. FLUCTUATIONS IN WATER TABLE LEVELS SHOULD BE A TKNPATED THROUGHOUT THE YEAR LEGEND SOIL DESCRIPTIONS COLORS 1O FINE SAND(SP) O LIGHTGRAY TO GRAY 2O FINE SAND WITH SILT(SPSM) OS LIGHT BROWN TO BBC M O FINE SAND WITH CIAY(SPSC) ©DARN BROWN [ p CLAYEY FINE SAND (SC) N STANDARD PENETRATION RESISTANCE W SLOWS PER FOOT NM NATURAL MOISTURE CONTENT IN PERCENT(ASTM D-Yt 300 PERCENT PASSING NO.200 SIEVE SLOE (PERCENT FINE: S GROUNDWATER LEVEL MEASURED ON DATE CHILLED SP.SPSM UNIFIED SOIL CLASSIFICATION SYSTEM(ASTM DR407) SM.SO,LH ENGINEERING CLASSIFICATION )COHESIONLEESSOLS DESCNIPTGN BLDWCOUNT'M VERY LOOSE .a LUOSE 4TO 10 M MEDNDENSE 10 TO 30 DENSE 30TO 0 VERY DENSE HBO I SOIL BORING PROFILES sL wd. cm ,oY. ma. BORING: AB-1 AB-2 AB-3 AB-4 LEGEND DATE DRILLED: 2/20/19 2/20/19 2/20/19 2/20/19 SOIL DESCRIPTIONS COLORS 0 - - - 0 OO1 FINE SANB (SP) OA LIGHTGRAY TO GRAY � O 5 1A 1A 1A O FINE SAND WITH SILT(SPSM) OB LIGHT BROWN TO BROWN x Y �O3 FINE SAND WITH CLAY(SPSC) ©DARK BROWN G. 1B 26 s ©B s ` 1B 6 �O4 CLAYEY FINE SAND(SC) BORING: AB-5 A13-6 AB-7 AB-8 DATE DRILLED: 2/20/19 2/20/19 2/22/19 2/22/19 0[ 1p 1A 1A NM NATURAL MOISTURE CONTENT IN PERCENT(ASTM D-2216) -200 PERCENT PASSING NO.200 SIEVE EDGE (PERCENT FINES)(ASTM D-1140) ,i © O 2C HARDPAN I— 0 2 1B SOME j 19 19 TYPE 0 5 )NODULESCLAY - $ $ O 5 s GROUNDWATERLEVEL MEASUREDON DATEDRILLED SP,SP$M BORING: AB-9 AB-10, AB-11 AB-12 sm,sc.cH UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D348]) DATE DRILLED: 2/20/19 2/20/19 2/22/19 2/22/19 W p - _ 0 LL A IA B �.T 2B 5 'i: 18 .. s Xu� t6 _ 28 5 x R W SOIL BORING PROFILES ENWINAFHamOD h ABBDCI.W.. Inc NOTE: � WWWW. [d. LminnmuAel eb YaIMd� hn�uXanN WWLE THE BORINGSAREREPREBENFATVE OF SUBSUNFACECONONIONSATT URRESPEGRVELOGITIONSANOFORTREIRRESPECTIVEVERTICALREACHES.LO VN nONSCHAPACTFIUSNC Sub HFFm Wl DPbmUan OF THE SUBSURFACE MATERIALS OF THE REGION ME ANTICIPATED AND MAY BE ENCOUNTERED. THE BONNG LOGS AND RELATED INFORMATION ME BASED ON THE DRILLERS LOGS AND VISUAL FlvedL dab FaCiliq DpnYvn SXAMINATION OF SELECTED SAMPLES IN THE LABORATORY. THE DELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS 19 APPROXIMATE AND THE DESCRIPTION REPRESENTS OUR SL WGe k.. INTERPRETATION OF SUBSURFACECONDITIONS AT THE DESIGNATED BORING LOCATIONS ON THEPMTICUI-MDATE DRY IED. 6L W. Coin . FEn& GROUNDWATERELEVATIONSSHOWN ONTHEBORWGLOG MPRESENTGROUNDWATERSURFAOES ENCOUNTERED ON THE DATES SHOWN. FLUCTUATIONS IN WATER TABLE LEVELS SHOULDBE 19-B-GH P'D` BVon1 ANTICIPATED THROUGHOUT THE YEAR RL �M er. FMaF, s2z � 6 DOUBLE -RING INFILTRATION (DRI) TEST (ASTM D 3385) Project Name: Pursuit Boats Facility Expansion File Number: 19-5422 Test ID: DRIA Test Date: 2/13/2019 Location: DRIA I Field Crew: WC INFILTROMETER SET UP INFORMATION: Inner Ring Diameter (in): 12 Inner Ring Area [AIR] (in2): 113.1 Outer Ring Diameter (in): 24 Annular Space Area [AA] (in2): 339.3 Inner Ring Height (in): 20 Inner Ring Embedment Depth (in): 6 Outer Ring Height (in): 20 Outer Ring Embedment Depth (in): 6 Test Surface Depth (in bls): 0 Depth of Water Inside Rings (in): 8 Surficial Soil Description: Gray fine sand (SP) TEST DATA Trial No. Elapsed Time (min) At ( hr) "IR ? fn) AVA 3 (in) VIR m/hr (' ) VA m/hr f ) 1 15 0.25 254.4 848.1 9.00 10.00 2 30 0.25 367.5 1159.1 13.00 13.66 3 45 0.25 353A 1159.1 12.50 13.66 4 60 0.25 356.2 1130.8 12.60 13.33 5 90 0.5 735.0 2261.6 13.00 13.33 6 120 0.5 706.8 2289.9 12.50 13.50 7 150 0.5 678.5 2233.3 12.00 13.16 Incremental Infiltration Rate vs. Elapsed Time 20.0 18.0 16.0 14.0 �- Inner Ring Annular Space t 2 =12.0 ___ _____ ____ _____ ____ 10.0 C 0 8.0 .q 6.0 C 4.0 2.0 0.0 0 15 30 45 60 75 90 105 120 135 150 165 180 195 Elapsed time (min) SOIL INFILTRATION RATE = 12 in/hr �� Andaman Associates, Inc. AAI File No. 19-5422 STANDARD PENETRATION TEST The standard penetration test is a widely accepted test method of in situ testing of foundation soils (ASTNI D 1586). A 2-foot long, 2-inch O.D. split -barrel sampler attached to the end of a string of drilling rods is driven 18 inches into the ground by successive blows of a 140-pound hammer freely dropping 30 inches. The number of blows needed for each 6 inches of penetration is recorded. The sum of the blows required for penetration of the second and third 6-inch increments of penetration constitutes the test result or N-value. After the test, the sampler is extracted from the ground and opened to allow visual examination and classification of the retained soil sample. The N-value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The tests are usually performed at 5-foot intervals. However, more frequent or continuous testing is done by our firm through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations byl rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is a bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, NX-size flush -coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid. Representative split -spoon samples from the soils at every 5 feet of drilled depth and from every different stratum are brought to our laboratory in!air-tight jars for further evaluation and testing, if necessary. Samples not used in testing are stored for 30 days prior to being discarded. After completion of a test boring, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed, if necessary, and backfilled. HAND AUGER BORING 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. A 3-in6h diameter hand 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. Sometimes post -hole diggers are used, especially in the upper 3'feet or so. The soil samples obtained are described and representative samples put in jars or bags and transported to the laboratory for further classification and testing, if necessary. Andaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/13/2019 Test Method:'ASTM D 6938 Port 6L Lucie Branch Fiends CA No. 5950 460 NW Conmurse Place, Unit 1 Port St.Lucie. FL 3498E Phone: 772-878-0072 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 Project: 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd. Fort Pierce, FL - Test Results Test# Retest Of Test Date ProctorlD Method Soil Classification Optimum Moisture I%) Maximum Dry Density (pcf) In Place Moisture N In Place Dry Density (pcf) Probe Depth (In) Percent Compaction Min Comp. (% Remark 4 7/31/19 19-134 A - 13.0 100.5 7.7 97.6 12 97 95 Pass 5 7131/19 19-134 A - 13.0 100.5 9.8 98.8 12 98 95 Pass 6 7/31119 19-134 A -- 13.0 100.5 13.3 97.8 12 97 95 Pass 7 7/31/19 19-134 A - 13.0 100.5 8.5 99.2 12 99 95 Pass 8 7131/19 19-134 A - 13.0 100.6 14.4 97.9 12 97 95 Pass 9 7131119 19-134 A - 13.0 100.5 4.7 100.8 12 1 100 95 Pass 10 8/8119 19-136 A - 9.5 110.5 13.0 106.1 12 1 96 95 Pass 11 818119 19-136 A - 9.5 110.5 14.9 106.0 12 96 95 Pass , Test Information Test # Test Location Elevation Reference Gauge Make / Model I SN I Calibrated Field Technician 4 Existing Ground: North Half of Building Pad Ph la. NE Corner -1.0 Top of Existing Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 5 Existing Ground: North Half of Building Pad Ph 1a. NW Comer -1.0 Top of Existing Ground CPN I MC-3 / M330907161 / Tech, Port St. Lucie 6 Existing Ground: North Half of Building Pad Ph 1a. N Center -1.0 Top of Existing Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 7 Existing Ground: North Half of Building Pad Ph la. S Center -1.0 Top of Existing Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 8 Existing Ground: North Half of Building Pad Ph 1a. SW Comer -1.0 Top of Existing Ground CPN / MC-3 / M330907161 1 Tech, Port St. Lucie 9 Existing Ground: North Half of Building Pad Ph 1a. SE Corner -1.0 Top of Existing Ground CPN / MC-3 / M330907151 I Tech, Port St. Lucie 10 1 Building Pad Fill: North Half of Building Pad Ph la. NW Comer 1.0 Natural Ground CPN I MC-3 / M330907151 I Tech, Port St. Lucie 11 Building Pad Fill: North Half of Building Pad Ph 1a. SW Corner 1.0 Natural Ground CPN / MC-3 / M330907151 I Tech, Port St. Lucie - Remarks_ _ - Comments Pass: Density Pass Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscattey'. Gauge calibration data on (le with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 1 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. Ardaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/13/2019 Test Method: ASTM D 6938 Pod SL Lude Branch Flodda CA No. 5950 460 " Concourse Place, UNt 1 Pod SL Lude, FL M86 Phone: 772-87M072 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 Project: 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd. Fort Pierce, FL Test Results Optimum Maximum In Place In Place Probe Retest Test Sol] Moisture Dry Density Moisture Dry Density Depth Percent Min Comp. Test# Of Date ProctorlD Method Classification I%) (pcf) (%) (cf) (in) Compaction (%) Remark 12 8/8119 19-136 A - 9.5 110.5 13.1 109.9 12 99 95 Pass 13 8/8119 19-136 A - 9.5 110.5 12.6 106.2 12 96 95 Pass 14 8/8/19 19-134 A - 13.0 100.5 14.4 98.3 12 98 95 Pass 15 8/8119 19-134 A - 13.0 100.5 13.1 100.0 12 100 95 Pass 16 819/19 19-134 A 113.0 100.5 15.1 12 96 95 Pass 17 8/9/19 19-134 A - 13.0 100.5 10.7 06.5 100.5 12 T 95 Pass 18 8/9/19 19-134 A - 13.0 100.5 16.0 97.4 12 1 97 1 95 Pass 19 8/9/19 19-134 A - 13.0 100.5 1 15.2 97.7 12 1 97 1 95 Pass .. __ Test Information - --. .. Gauge Test # Test Location Elevation Reference Make I Model I SN / Calibrated Field Technician 12 IBuilding Pad Fill: -North .Half of Building Pad.P-h a.-N Center_ - 1.0 Natural Ground CPN I MC-3 / M330907151 I Tech, Port St. Lucie - 13 1 Building Pad Fill: North Half of Building Pad Ph la. S Center 1.0 Natural Ground - CPN I MC-3 / M330907151 / Tech, Port SL Lucie 14 Building Pad Fill: North Half of Building Pad Ph 1a. NE Comer 1.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 15 Building Pad Fill:. North Half of Building Pad Ph Ia. SE Comer 1.0 Natural Ground CPN / MC-3 / M330907151 I Tech, Port St. Lucie 16 Building Pad Fill: South Half of Building Pad Ph-Ia. SW Corner 1.0 Natural Ground CPN / MC-3I M330907151 / Tech, Port St. Lucie 17 Building Pad Fill: South Half of Building Pad Ph-Ia. SE Comer 1.0 Natural Ground CPN I MC-3/ M330907151 / Tech, Port St. Lucie 18 Building Pad Fill: South Half of Building Pad Ph-1 a. Center E Side 1.0 Nalural'Ground CPN / MC-3 / M330907151 / Tech, e Port St. Luci 19 Building Pad Fill: South Half of Building Pad Ph-1a. Center W Side 1.0 Natural Ground CPN I MC-3/ M330907151 / Tech, Port St. Lucie Remarks _. Comments Pass: Density Pass Tests are "Direct Trensmiao (Method A) unless probe depth is noted as "BacksgtleP. Gauge calibration data on fie with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 2 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. Ardaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/13/2019 Test Method:ASTM D 6938 Port St Lucie Branch Florida CA No. 5950 460 NW CanWurs6 Place, Unit 1 Port St. Lucie, FL M986 Phone: 7724178-0072 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd. Fort Pierce, FL ' Test Results - Test# Retest Of Test Date ProctorlD Method Soil Classification Optimum Moisture I%) Maximum Dry Density (pcf) In Place Moisture % In Place Dry Density (pcf) Probe Depth (In) Percent Compaction Min Comp. (% Remark 20 8/10/19 19-136 A - 9.5 110.5 10.7 106.6 12 96 95 Pass 21 8/10/19 19-136 A - 9.5 110.5 10.5 107.9 12 98 95 Pass 22 8110/19 19-134 A - 13.0 100.5 10.1 98.5 12 98 95 Pass 23 8/10/19 19-134 A - 13.0 100.5 10.9 101.2 12 101 95 Pass 24 8110/19 19-136 A - 9.5 110.5 9.9 106.5 12 96 95 Pass 25 8/10/19 19-134 A - 13.0 100.5 10.7 98.3 12 98 95 Pass 26 8/12/19 1 19-134 1 A - 13.0 100.5 14.3 97.2 12 97 95 Pass 27 8/12/19 19-134 A - 13.0 100.5 13.6 97.7 12 97 95 Pass Test Information Test # Test Location Elevation Reference Gauge Make I Model / SN I Calibrated Field Technician 20 Building Pad Fill: North Half of Building Pad Ph -la NW Comer 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 21 Building Pad Fill: North Half of Building Pad Ph-1 a. SW Comer 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 22 Building Pad Fill: North Half of Building Pad Ph-1 a. S Center 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 23 Building Pad Fill: North Half of Building Pad Ph -la. N Center 2.0 Natural Ground CPN / MG-3/ M330907151 I Tech, Port St. Lucie 24 Building Pad Fill: North Half of Building Pad Ph-1 a. NE Corner 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 25 Building Pad Fill: North Half of Building Pad Ph-1 a. SE Corner 2.0 Natural Ground CPN / MC-3 / M330907161 I Tech, Port St. Lucie 26 1 Building Pad Fill: South Half of Building Pad Ph-1a NE Comer I2.0 Natural Ground CPN / MC-3 / M330907161 / Tech, Port St. Lucie 27 Building Pad Fill: South Half of Building Pad Ph-1a N Center 2.0 Natural Ground CPN / MC-3 / M330907151 I Tech, PortSt. Lucie Remarks I Comments Pass: Density Pass - Tests are "Direct Transmission" (Method A) unless probe depth is noted as 'Backscatter'. Gauge calibration data on file with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 3 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. ®Ardaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/13/2019 Test Method: ASTM D 6938 Port SL Lucia Branch Florida CA No, 5950 460 NW Concourse Place, Unit 1 Port St Lucie. FL M986 Phone: 772-878-0072 Client: Project: Richard K. Davis Construction Corporation 113-19-64-5449 4205 Metzger Road Pursuit Boats Fort Pierce, FL 34947 3901 St. Lucie Blvd. Fort Pierce, FL Tesf'Results Test# Retest Of Test I Date Proctor ID Method Soil classification Optimum Moisture I (% Maximum In Place Dry Density Moisture (pcf) (%) In Place Dry Density cf) Probe Depth (in) Percent Compaction Min Comp. I (%) Remark 28 8112119 19-134 A — 13.0 100.6 12.6 98.9 12 98 95 Pass Test information .. Test # Test Location Elevation Reference Gauge Make I Model I SN I Calibrated Field Technician 28 Building Pad Fill: South Half of Building Pad PITAa NW Comer 2.0 1 Natural Ground CPN I MC-3 / M330907151 ! Tech, Port St. Lucie Remarks _' Comments Pass: Density. Pass Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscaher'. Gauge calibration data on file with the testing agency. (.NO.6391, � * i r r 4F 1Iilk This item has been digitally signed and sealed by Branch Manager Dan J. Zrallack, P.E. on Aug 13, 2019 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the SHA authentication code must be verified on any electronic copies. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 4 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. Ardaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/13/2019 Test Method: ASTM D 6938 Pon SL Lucie Branch Florida CA No. 59M 460 NW concourse Place. Litt 1 Port St. Lucie, FL M986 Phone: 772-878.0072 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce; FL 34947 Project: 113-19-64-6449 Pursuit Boats 3901 St. Lucie Blvd Fort Pierce, FL Test Results Test# Retest Of Test Date ProctorlD Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pc In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. I%) Remark 4 7/31119 19-134 A - 13.0 100.5 7.7 97.6 12 97 95 Pass 5 7/31119 19-134 A - 13.0 100.5 9.8 98.8 12 98 95 Pass 6 7/31119 19-134 A - 13.0 100.5 13.3 97.8 12 97 95 Pass 7 7/31119 19-134 A - 13.0 100.5 8.5 99.2 12 99 95 Pass 8 7131119 19-134 A -- 13.0 100.5 14.4 97.9 12 97 95 Pass 9 7/31/19 19-134 A - 13.0 100.5 4.7 100.8 12 100 95 Pass 10 8/8/19 19-136 A - 9.5 110.5 13.0 106.1 12 96 95 Pass 11 818/19 19-136 A - 9.5 110.5 14.9 106.0 12 96 95 Pass Test Information Test # Test Location Elevation Reference Gauge Make I Model / SN / Calibrated Field Technician 4 Existing Ground: North Half of Building Pad Ph 1 a. NE Comer -1.0 Top of Existing Ground CPN / MC-31 M330907151 / Tech, Port St. Lucie 5 Existing Ground: North Half of Building Pad Ph la. NW Corner -1.0 Top of Existing Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 6 Existing Ground: North Half of Building Pad Ph Ia. N Center -1.0 Top of Existing Ground CPN / MC-31 M330907151 I Tech, Port St. Lucie 7 Existing Ground: North Half of Building Pad Ph 1a. S Center -1.0 Top of Existing Ground CPN / MC-3/ M330907151 / Tech, Port St. Lucie 8 Existing Ground: North Half of Building Pad Ph Ia. SW Comer -1.0 Top of Existing Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 9 Existing Ground: North Half of Building Pad Ph Ia. SE Comer -1.0 Top of Existing Ground CPN / MC-3/ M330907151 / Tech, Port St. Lucie 10 1 Building Pad Fill: North Half of Building Pad Ph la. NW Corner 1.0 Natural Ground CPN / MC-3 / M330907151 / on Tech, Port St. Lucie 11 Building Pad Fill: North Half of Building Pad Ph 1a. SW Corner 1.0 Natural Ground CPN / MC-3 / M330907151 / Tech, St. Lucie Remarks Comments Pass: Density Pass Tests are "Dimct Transmission" (Method A) unless probe depth is noted as "Backscatter'. Gauge calibration data on file with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 1 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. wALArd���� Soil Nuclear Gauge Client: Project: & Associates, Inc. Report Date: 8/1312019 Test Method: ASTM D 6938 Port SL Lucle Branch Honda CA No. 59W 480 NW Concourse Place, Unit 1 Port sL Lucie, FL U986 Phone: 772-878-0072 Richard K. Davis Construction Corporation 4205 Metzger Road Fart Pierce, FL 34947 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd. Fart Pierce, FL Test Results '=; Test # Retest Of Test Date Proctor ID Method Soil Classification Optimum Moisture %) Maximum Dry Density (pc In Place Moisture (% In Place Dry Density (cf) Probe Depth (in) Percent Compaction Min Comp. (%) Remark 12 818119 19-136 A -- 9.5 110.5 13.1 109.9 12 99 95 Pass 13 818119 19-136 A - 9.5 110.5 12.6 106.2 12 96 95 Pass 14 818119 19-134 A - 13.0 100.5 14.4 98.3 12 98 95 Pass 15 818/19 19-134 A - 13.0 100.5 13.1 100.0 12 100 95 Pass 16 819/19 19-134 A - 13.0 100.5 15.1 96.5 12 96 95 Pass 17 819119 19-134 A -- 13.0 100.5 10.7 100.5 12 100 95 Pass 18 8/9119 1 19-134 1 A 1 13.0 1 100.5 1 16.0 1 97.4 1 12 1 97 1 95 1 Pass 19 1 1 8/9119 1 19-134 A -- 13.0 1 100.5 1 16.2 1 97.7 1 12 1 97 1 95 1 Pass Test Informatiorr Test # Test Location Elevation Reference Gauge Make I Model I SN / Calibrated Field Technician 12 - Building Pad Fill'. North Half of -Building Pad Ph -la.. N Center -- - - - - -- - -1.0- - Natural Ground - - - - -CPN I MC-3 / M3309071514 - Tech, Port St. Lucie- - 13 Building Pad Fill: North Half of Building Pad Ph 1a. S Center 1.0 Natural Ground CPN I MC-3 / M330907151 / Tech, Port St. Lucie 14 Building Pad Fill: North Half of Building Pad Ph 1a. NE Comer 1.0 Natural Ground CPN I MC-3 / M330907151 / Tech, Port St. Lucie 15 Building Pad Fill: North Half of Building Pad Ph 1a. SE Comer 1.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 16 Building Pad Fill: South Half of Building Pad Ph-1 a. SW Corner 1.0 Natural Ground CPN 1 MC-3 / M330907151 / Tech, Port St. Lucie 17 Building Pad Fill: South Half of Building Pad Ph-1 a. SE Corner 1.0 Natural Ground CPN / MC-3I M330907151 / Tech, Port St. Lucie 18 I Building Pad Fill: South Half of Building Pad Ph-1 a. Center E Side 1.0 Natural Ground CPN I MC-3 / M330907151 / Tech, Port St. Lucie 19 Building Pad Fill: South Half of Building Pad Ph-1 a. Center W Side 1.0 Natural Ground CPN 1 MC-3 / 5330907151 I 1 Tech, Port St. Lucie Remarks. Comments Pass: Density Pass Tests are "Direct Transmission° (Method A) unless probe depth is noted as "eackscatter. Gauge ralibmbon data on file with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 2 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. 14rdat7 an Soil Nuclear Gauge & Associates, Inc. Report Date:.8/13/2019 Test Method: ASTM D 6938 Port St Lucia Branch Florida CA No, 5950 460 M Conmursa Place, Unit 1 Pod St. Lucia, FL 34986 Phone: 772417M072 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 Project: 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd Fort Pierce, FL Test Results Test# Retest Of Test Date ProctorlD Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (pcf) Probe Depth (in) Percent Compaction Min Comp. (%) Remark 20 8110119 19-136 A - 9.5 110.5 10.7 106.6 12 96 95 Pass 21 8110/19 19-136 A -- 9.5 110.5 10.5 107.9 12 98 95 Pass 22 8/10/19 19-134 A - 13.0 100.5 10.1 98.5 12 98 95 Pass 23 8/10/19 19-134 A -- 13.0 100.5 10.9 101.2 12 101 95 Pass 24 8/10/19 19-136 A - 9.5 110.5 9.9 106.5 12 96 95 Pass 25 8/10/19 19-134 A - 13.0 100.5 10.7 98.3 12 98 95 Pass 26 8/12/19 - 19-134 A -- 13.0 100.5 14.3 1 97.2 12 97 1 95 Pass 27 8112119 19-134 A - 13.0 100.5 13.6 1 97.7 12 97 95 Pass Test Information _ -. .. _. Test # Test Location Elevation Reference Gauge Make / Model 1 SN / Calibrated Field Technician 20 Building Pad Fill: North Half of Building Pad Ph-1a NW Comer 2.0 Natural Ground CPN 1 MC-3 / M330907151 1 Tech, Port St. Lucie 21 Building Pad Fill: North Half of Building Pad Ph-1 a. SW Corner 2.0 Natural Ground CPN 1 MC-3 / M330907151 1 Tech, Port St. Lucie 22 Building Pad Fill: North Half of Building Pad Ph-1 a. S Center 2.0 Natural Ground CPN 1 MC-3 / M330907151 / Tech, Port St. Lucie 23 Building Pad Fill: North Half of Building Pad Ph-1 a. N Center 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 24 Building Pad Fill: North Half of Building Pad Ph-1 a. NE Comer 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 25 Building Pad Fill: North Half of Building Pad Ph-1 a. SE Corner 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 26 Building Pad Fill: South Half of Building Pad Ph -la NE Comer 2.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 27 Building Pad Fill: South Half of Building Pad Ph-1a N Center 2.0 Natural Ground CPN / MC-31 M330907151 / Tech, Port St. Lucie Remarks I Comments Pass: Density Pass Tests are "Direct Transmission" (Method A) unless probe depth is noted as 'aackscatter'. Gauge calibration data on file with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 3 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. mff'®Ardaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/13/2019 Test Method: ASTM D 6938 Pod St Lucie Branch Flonda CA No. 5950 460 NW Concourse Place, Unit 1 Pod SL Luds, FL Mile Phone: 772-87ma72 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 Project: 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd Fort Pierce, FL Test Results .. Test# Retest Of Test Date ProctorlD Method Soll Classification Optimum Moisture (%) Maximum Dry Density (pc In Place Moisture (%) In Place Dry Density cf) Probe Depth In - Percent Compaction Min Comp. I (%) Remark 28 8/12119 19-134 A — 13.0 100.5 12.6 98.9 12 98 95 Pass .. - 'test Information' Test # Test LOCatlen Elevation Reference Gauge Make I Model I SN I Calibrated Field Technician 28 Building Pad Fili: South Half of Building Pad Ph-1a NW Comer 1 2.0 1 Natural Ground CPN / MC-3 / M330907151 iTech, Pon St. Lucie Remarks Comments Pass: Density Pass Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter'. Gauge calibration data on file with the testing agency. This item has been digitally signed and sealed by Branch Manager Dan J. Zrallack, P.E. on Aug 13, 2019 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the SHA authentication code must be verified on any electronic copies. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 4 of 4 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. Ardaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/3012019 Test Method: ASTM D 6938 Port St. Lucia Branch Murcia CA No. 59M 46a NW Concourse Piece, Urut 1 Part St Lucie, FL U986 Phone: 772�878-0a72 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 Project: 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd. Fort Pierce, FL Test Results Test# Retest Of Test Date ProctorlD Method Soil Classification Optimum Moisture % Maximum Dry Density (pcf) In Place Moisture (%) In Place Dry Density (Pcf) Probe Depth (In Percent Compaction Min Comp. (%) Remark 29 8/13119 19-072 A - 11.0 111.5 8.8 109.2 12 98 95 Pass 30 8113/19 19-072 A - 11.0 111.5 9.8 110.7 12 99 95 Pass 31 8/13/19 19-072 A -- 11.0 111.5 10.1 108.5 12 97 95 Pass 32 8113/19 19-072 A -- 11.0 111.5 9.3 109.0 12 98 95 Pass 33 8/19/19 19-136 A - 9.5 110.5 8.6 108.7 12 98 98 Pass 34 8/19/19 . 19-136 A -- 9.5 110.5 8.2 109.1 12 99 98 Pass 35 8/19119 19-136 A - 9.5 110.5 9.1 108.5 12 98 98 Pass 36 8/19119 19-136 A - 9.5 110.5 8.8 109.9 12 99 98 Pass Test Information Test # Test Location Elevation Reference Gauge Make I Model I SN I Calibrated Field Technician 29 Other: Building Pad Fill. NE End of Pad 3.0 Natural ground CPN / MC-3 / M3405073951 Tech, Port St. Lucie 30 Other: Building Pad Fill. SE End of Pad 3.0 Natural ground CPN / MC-3 / M340507395 / Tech, Port St. Lucie 31 Other: Building Pad Fill. SW End of Pad 3.0 Natural ground CPN / MC-31 M340507395 / Tech, Port St. Lucie 32 Other: Building Pad Fill. NW End of Pad 3.0 Natural ground CPN / MC-3 / M340507395 / Tech, Port St. Lucie 33 Other: Building Pad Fill. NW End of Pad 4.0 Bottom of Pipe CPN / MC-3 / M340507395 / Tech, Port St. Lucie 34 Other: Building Pad Fill. SW End of Pad 4.0 Bottom of Pipe CPN / MC-3 / M340507395 / Tech, Port St. Lucie 35 1 Other: Building Pad Fill. SE End of Pad 4.0 Bottom of Pipe CPN 1 MC-3 / M340507395 / Tech, Port St. Lucie 36 Other: Building Pad Fill. NE End of Pad 4.0 Bottom of Pipe CPN / MC-3 / M340507395 / Tech, Port St. Lucie Remarks - Comments Pass: Density Pass Tests are "Direct Transmission" (Method A) unless probe depth is noted as "Backscatter. Gauge calibration data on file with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 1 of 3 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. ArdarnanSoil Nuclear Gauge MA & Associates, Inc. Report Date: 8/30/2019 Test Method: ASTM D 6938 Parr St. Lucia Branch Ronda CA N. 5950 460 NW Concourse Place, Unit 1 Part St. Lucie, FL 34986 Phone: 772-B78-0072 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 Project: 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd. Fort Pierce, FL ` Test Results ; Test# Retest Of Test Date ProctorlD Method Soil Classification Optimum Moisture (%) Maximum Dry Density (pc In Place Moisture (% In Place Dry Density Probe Depth (in) Percent Compaction Min Comp. %o Remark 37 8/23/19 19-136 A - 9.5 110.5 14.6 106.9 12 97 95 Pass 38 8/23119 19-136 A - 9.5 110.5 14.9 106.6 12 96 95 Pass 39 8/23119 19-136 A -- 9.5 110.5 16.6 107.1 12 97 95 Pass 40 8/23119 19-136 A - 9.5 110.5 15.0 108.6 12 98 95 Pass 41 8126/19 19-136 A - 9.5 110.5 7.8 108.8 12 98 98 Pass 42 826/19 19-136 A - 9.5 110.5 7.4 108.6 12 98 - 98 Pass 43 8I26/19 1 19-136 1 A 1 9.5 1 110.5 1 8.7 1 110.0 1 12 1 100 1 98 1 Pass 44 1 1 8126/19 1 19-136 1 A - 9.5 1 110.5 1 8.1 1 109.3 1 12 1 99 1 98 1 Pass .... ... _ _ ..,'Test Information o _ ...._ _._.. _.. Test # Test Location - Elevation Reference Gauge Make / Model / SN / Calibrated Field Technician -37- Embankment:. Truck Loading Area of Building. Ph71a NE Corner 1.0 Natural Ground CPN 1 MC-31 M330907151 I Tech, Port St. Lucie 38 Embankment: Truck Loading Area of Building Ph -la NW Comer 1.0 Natural Ground CPN I MC-3 / M330907151 I Tech, Port St. Lucie 39 Embankment: Truck Loading Area of Building Ph-1a SW Comer 1.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 40 Embankment: Truck Loading Area of Building Ph-1a SE Comer 1.0 Natural Ground CPN / MC-3 / M330907151 / Tech, Port St. Lucie 41 Backfill: Parking Lot Backfill West of SW End of Pad. NW End of Parking Lot 1.0 Bottom of fill CPN / MC-3 / M340507395 / Tech, Port St. Lucie 42 Backfill: Parking Lot Backfill West of SW End of Pad. SW End of Parking Lot 1.0 Bottom of fill CPN / MC-3/ M340507395 / Tech, Port St. Lucie 43 Backfill: Parking Lot Backfill West of SW End of Pad. SE End of Parking Lot 1.0 Bottom of fill CPN / MC-3 / M340507395 / Tech, Port St. Lucie 44 Backfill: Parking Lot Backfill West of SW End of Pad. NE End of Parking Lot 1.0 Bottom of fill CPN / MC-3 / M340507395 / Tech, Port Sl. Lucie 'Remarks. Comments - Pass: Density Pass Tests are "Direct Transmission" (Method A) unless probe depth is noted as "BackscatteP: Gauge calibration data on file with the testing agency. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 2 of 3 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL. Ardaman Soil Nuclear Gauge & Associates, Inc. Report Date: 8/30/2019 Test Method: ASTM D 6938 Port St Lucie Branch Florida CA No. 5950 460 NW Co.=.. Place, Unit 1 Part St Lude, FL 34986 Phone:772-878-0072 Client: Richard K. Davis Construction Corporation 4205 Metzger Road Fort Pierce, FL 34947 Project: 113-19-64-5449 Pursuit Boats 3901 St. Lucie Blvd. Fort Pierce, FL Q " No- 63911 S7A OF : C' This item has been digitally signed and sealed by Branch Manager Dan J. Zrallack, P.E. on Aug 30, 2019 using a Digital Signature. Printed copies of this document are not considered signed and sealed and the SHA authentication code must be verified on any electronic copies. AS A MUTUAL PROTECTION TO OUR CLIENT, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF Page 3 of 3 THE CLIENT, AND AUTHORIZATION FOR PUBLICATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL.