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HomeMy WebLinkAboutReport of Subsurface Exploration & Geotechnical EvaluationTABLE OF CONTENTS REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SILVER -LINE PLASTICS CORPORATION NEW SILO CONSTRUCTION FORT PIERCE, ST. LUCIE COUNTY, FLORIDA AACE FILE No.12-163 PAGE # 1.0 - INTRODUCTION.................................................................. 1 2.0 EXECUTIVE SUMMARY............................................................. 1 3.0 SITE INFORMATION AND PROTECT UNDERSTANDING ................................. 2 3.1 Site Location and Project Description ..................................... 2 3.2 Review of USDA Soil Survey ............................................. 2 4.0 FIELD EXPLORATION PROGRAM .................................................... 3 5.0 OBSERVED SUBSURFACE CONDITIONS ............................................... 3 5.1 General Soil Conditions .................................................. 3 5.2Measured Groundwater Level ............................................ 3 6.0 LABORATORY TESTING PROGRAM ................................................... 4 7.0 GEOTECHNICAL ENGINEERING EVALUATION ........................................ 4 7.1 General.............................................................. 4 7.2 Helical Pier Foundation System .......................................... 5 7.3Jet Grouting (Shallow Foundation Alternative) .......................... 5 8.0 CLOSURE........................................................................ 6 • Sheet No. 1 Maps and Boring Location Plan • Sheet No. 2 General Notes • Sheet No. 3 Soil Boring Profiles Appendix I USDA NRCS Web Soil Survey Information Appendix II Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. Geotechnical Engineering AACE File No. 12-163 Construction Materials Testing September 24, 2012 - - Environmental Consulting Silver -Line Plastics Corporation 3206 Enterprise Road Fort Pierce, FL 34982 Attention: Mr. Robert Cassidy Operations Manager - REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING EVALUATION SILVER -LINE PLASTICS CORPORATION NEW SILO CONSTRUCTION FORT PIERCE, ST. LUCIE COUNTY, FLORIDA 1.0 INTRODUCTION In accordance with your request and authorization, Andersen Andre Consulting Engineers, Inc. (hereinafter referred to as AACE) has completed a subsurface exploration and geotechnical engineering analyses for the above referenced project. The purpose of performing this exploration was to explore soil types and groundwater levels, and restrictions which these may place on the proposed silo construction. Our work included Standard Penetration Test (SPT) borings, limited laboratory testing, and engineering analysis. This report documents our explorations, presents our findings, and summarizes our conclusions and recommendations. 2.0 EXECUTIVE SUMMARY The following summary is intended to provide a brief overview of our findings and recommendations, however, the report should be read in its entirety by the project design team members. • The explored areas were found to be underlain by relatively consistent subsurface conditions consisting of loose to moderately dense fine sands. The groundwater table was encountered at a depth of 4 feet below the existing grades. Because the proposed silos will be constructed in the immediate vicinity of existing silos and/or buildings and their respective foundations, they should be supported on a Helical Pier Foundation System (helical piers) installed to depths of 30 feet below grade. Such piers should yield allowable compression capacities 25-30 kips and uplift capacities of 20-25 kips each, depending on their configuration. Specific recommendations for the installation of the helical piers is presented herein. It is noted that the use of alternative deep foundation scenarios, such as driven precast piles or augered, cast -in -place (augercast) concrete piles, is not recommended due to the proximity of existing structures and the potential for construction -related damages to these structures. • Alternatively, the proposed silos can be supported on shallow foundations proportioned for an allowable bearing pressure of 5,000 pounds per square foot (psf . This will require utilizing the Jet Grouting Soil Improvement Method, which is an in -situ soil treatment and improvement technology whereby the existing soils are blended from the bottom up with cementitious -t materials injected under high pressure. The required treatment depth will be 35 feet below the existing grade. 573 SW Biltmore Street, Port St. Lucie, Florida 34983 Ph: 772-807-9191 Fx: 772-807-9192 www.aaceinc.com SILVER -LINE PLASTICS CORPORATION - NEW SILO CONSTRUCTION Page -2- AACE FILE No.12-163 3.0 SITE INFORMATION AND PROJECT UNDERSTANDING 3.1 Site Location and Project Description The subject site is located at 3206 Enterprise Road in Fort Pierce, St. Lucie County, Florida (within Section 28, Township 35 South and Range 40 East). A Site Vicinity Map (2010 aerial photograph) which depicts the location of the site is included on the attached Sheet No. 1. The site location is further shown superimposed on the 1987 "Ft. Pierce, Florida" USGS quadrangle map also included on Sheet No. 1. ' It is our understanding that it is proposed to construct four (4) additional silos within the subject property. Specifically, the four proposed silos will be constructed at two locations within the eastern portion of the Silver -Line Plastics property: • In a grassed area near the southeastern portion of the property, immediately adjacent to an existing single -story manufacturing facility (3 proposed silos). • In a partially paved area near the northeastern portion of the property, immediately adjacent to an existing silo (1 proposed silo). The silos will have dimensions of 40 feet in height and 14 feet in diameter and will contain a compound with a unit weight 38-42 pounds per cubic foot. We understand that a Structural Engineer has not currently been retained for this project. 3.2 Review of USDA Soil Survey According to the USDA NRCS Web Soil Survey, the predominant surficial soil types in the area where the site is located are Urban land (47� and Waveland and Immokalee fine sands (5Q). Brief descriptions of these soil types are presented below. 47 - Urban land Urban land consists of areas that are more than 70 percent covered by airports, shopping centers, parking lots, large building, streets, and sidewalks. Other areas, for example, lawns, parks, vacant lots, and playgrounds are made up mostly of Ankona, Lawnwood, Nettles, Pendarvis, Pepper, Tantile, St. Lucie, Paola, and Waveland soils. The surface of these soils, to a depth of about 12 inches, has been covered with fill material consisting of sandy and loamy materials which contain limestone and shell fragments in places. These areas of soils are too small to be mapped separately. 50 - Waveland and Immokalee fine sands Typically, the surface layer is fine sand about 8 inches thick. It is black in the upper 4 inches and is dark gray in the lower 4 inches. The subsurface layer is 24 inches thick. It is grayish brown sand in the upper 9 inches, and light gray fine sand in the lower 15 inches. The subsoil extends to a depth of 53 inches. It is black loamy sand in the upper 8 inches and black sand in the lower 13 inches. The substratum to a depth of 80 inches or more is sand with pockets of loamy sand and sandy loam. It is dark grayish brown in the upper 4 inches, grayish brown in the next 9 inches, and olive gray in the lower part. The report obtained from the USDA Web Soil Survey as well as the soil description from the USDA Soil Survey are included in Appendix I. SILVER -LINE PLASTICS CORPORATION - NEW SILO CONSTRUCTION Page -3- AACE FILE No.12-163 4.0 FIELD EXPLORATION PROGRAM To explore subsurface conditions at the site, two (2) Standard Penetration Test (SPT) borings (ASTM D1586) were completed. These borings were completed at depths of 50 feet below the existing ground surface. The Sunshine State One Call of Florida, LLC was contacted prior to the completion of our field work, in order to coordinate the marking of underground utilities within the site. Further, existing site plans were reviewed in the offices of Silver -Line Plastics to further investigate the potential presence of utilities. Our field work was then performed on September 4, 2012. The boring locations shown on Sheet No. 1 were determined in the field by our field crew using tape and wheel measurements, the provided site plan, and obtained aerial photographs plus existing site features as references. The locations should be considered accurate only to the degree implied by the method of measurement used. We preliminarily anticipate that the actual locations are within 15 feet of those shown on Sheet No. 1. Summaries of AACE's field procedures are included on the attached Sheet No. 2 and the individual boring profiles and test results are presented on the attached Sheet No. 3. Samples obtained during performance of the borings were visually classified in the field, and representative portions of the samples were transported to our laboratory in sealed sample jars for further classification. The soil samples recovered from our explorations will be kept in our laboratory for 60 days, then discarded unless you specifically request otherwise. 5.0 OBSERVED SUBSURFACE CONDITIONS 5.1 General Soil Conditions Detailed subsurface conditions are illustrated on the soil boring and test profiles presented on the attached Sheet No. 3. 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. As shown by the soil boring profiles on Sheet No. 3, the soils on the site at the locations and the depths explored consist generally of a few inches of topsoil (fine sands with roots/organics) followed by loose to moderately dense fine light gray and brown to light brown fine sands (SP) reaching the termination depths of our borings. The soil profile summarized above is outlined in general terms only. Please refer to Sheet No. 3 for individual boring details. 5.2Measured Groundwater Level The groundwater table depth as encountered in the borings during the field investigations is shown adjacent to the soil profiles on the attached Sheet No. 3. As can be seen, the groundwater table was generally encountered at a depth of 4 feet below the existing ground surface. In general, 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. SILVER -LINE PLASTICS CORPORATION - NEW SILO CONSTRUCTION Page -4- A ACE FILE No.12-163 6.0 LABORATORY TESTING PROGRAM Our drillers observed the soil recovered from the SPT sampler and the augers, placed the recovered soil samples in moisture proof containers, and maintained a log for each boring. The recovered soil samples, along with the field boring logs, were transported to our Port St. Lucie soils laboratory where they were visually examined by AACE's project engineer to determine their engineering classification in general accordance with the Unified Soil Classification System, USCS. In addition, Percent Fines tests (ASTM D1140) and Moisture Content tests (ASTM D2216) were performed on representative soil samples to aid in the classification of the soils. The results of our classifications are depicted on the attached soil boring profiles (Sheet No. 3). 7.0 GEOTECHNICAL ENGINEERING EVALUATION 7.1 General The proposed silos will be constructed in the immediate vicinity of existing building and silos. As such, this proximity of new silo foundations to existing foundations will result in an increase in soil stresses under the existing foundations, potentially resulting in settlements and possibly a bearing capacity deficit for the existing foundations. Further, obtaining the necessary level of soil compaction within the foundation areas could create excessive ground vibrations with ensuing damages to the existing, structures. As such, the proposed silo foundations should either be supported on a deep foundation system, bypassing the existing foundation soils, or the proposed foundation soils will have to be improved. The augering of a borehole to install an augered, cast -in -place concrete pile causes lateral displacement -- of soils. Consequently, we do not recommend installing augered, cast in place concrete piles within _ distances closer than 12 to 15 feet from an existing structure. Similarly, the use of driven precast piles is not recommended due to the associated construction vibrations and their potential effect on the existing site features. As such, a Helical Pier Foundation System (helical piers) fitted with a pile cap is recommended to support the new silos. As an alternative to the helical pier foundation system, consideration can be given to the use of the Jet Grouting Soil Improvement method to allow the support of the proposed silos on shallow foundations without the need to use vibratory compaction for the densification of the shallow bearing soils and eliminating the concern of overloading the existing foundation soils. However, it is noted that the physical restraints of the proposed silo locations may make it difficult to access these areas with the equipment needed for jet grouting. As such, should this be the desired foundation solution, we recommend that a jet grouting contractor be contacted to review the proposed silo construction areas. Recommendations for the construction of the deep and shallow foundation alternates are provided in the following sections of this report. Once a structural engineer has been retained, we propose a conference to discuss advantages and disadvantages of each of the proposed foundation systems in order to determine the most viable foundation alternative. SILVER -LINE PLASTICS CORPORATION - NEW SILO CONSTRUCTION Page -5- AACE FILE No.12-163 7.2 Helical Pier Foundation System The Chance Civil Construction HeliCAP program was used to determine the capacities of Chance Round Shaft (RS) helical piers installed to depths of 30 feet below the existing ground surface. These piers would have 27/8-inch diameter pipe shaft pipe shafts with a lead section containing four helices. The results of our pile capacity analysis is presented in Table 1 below. Table 1- Helical Pier Capacities Pile Shaft Diameter/ No. Helix Dia. Allowable Pile Capacities [kips] Req. Depth Wall thickness of Installation [ft] [in] Helices [in] Torque Compression Tension [ft-lbs] 30 27/a / 0.203 4 14,14,12,10 25 20 7,200 30 27/s / 0.203 4 14,14,14,12 30 25 8,000 Note to Table 1: Provided pile -capacities include a Factor of Safety of 2. The actual pier capacities should be verified by an AACE representative in the field by monitoring the torque applied to each pier during the installation process. The minimum center to center spacing of the helical piles should be at least 3feet. With the helical pile foundations designed and constructed as described in this report, we anticipate total pile settlements in the order of 1 inch or less. Because of the granular nature of the subsurface soils, the majority of the settlements due to the dead load of the structures should occur during construction; post- construction settlement should be minimal. Please note that other combinations of length and helix configurations may yield similar capacities. The pier configurations recommended above may not be the most cost-effective combination. We remain available for additional consultations in this regard. Z3 Jet Grouting (Shallow Foundation Alternative) As an alternative to the helical pier foundation system, the Jet Grouting Soil Improvement method may be used to allow the support of the proposed silo structures on shallow foundations. The Jet Grouting method is an in -situ soil treatment and improvement technology whereby the existing soils are blended with cementitious materials. These cementitious materials are internationally referred to as "binders" and can be introduced in slurry form at high injection pressures (in excess of 4,000 psi). The cemented material that is produced has higher strength, lower permeability and lower compressibility than the native soils, allowing the use of a spread foundation solution for the proposed structure. Thus, the final soil cement mix shall have an average unconfined strength of 800 psi and deformation modulus higher than 60,000 psi. The jet grouting column pattern should be closely spaced so as to yield an allowable bearing capacity of 5,000 pounds per square foot for the improved soil regardless of footing bearing level, with a total settlement of less than one inch and differential settlements of less than one -quarter of an inch. It is noted that the project will not require such high bearing pressure, however, it is provided as a guidance for the jet grouting contractor and the jet grouting scheme should be designed to provide this bearing pressure. To develop the above defined bearing capacity, we recommend that Jet Grouting column areas cover at least 30 percent of the given foundation areas. The Jet Grouting contractor is to provide a plan with the intended grouting pattern for each foundation; this plan should be submitted for our review and approval. The Jet Grouting columns shall reach a depth of 35 feet below existing grades. SILVER -LINE PLASTICS CORPORATION - NEW SILO CONSTRUCTION Page -6- AACE FILE No.12-163 An AACE representative shall be present during allJet Grouting operations to witness and log the work performed. Logs shall, as a minimum, include column number, location, date, depth, time of completion, water -cement ratio of grout, grout unit weight, grouting pressure, penetration/withdrawal rates, rotation speed and unusual conditions. Properties of the grouted columns shall be confirmed by obtaining four (4) "wet grab" samples daily during column installation. After installation completion, continuous cores will be taken from at least two columns to depths of 35 feet below grade. Cores shall be at least 21/4-inch I.D. diameter and shall be taken at least 7 days after column installation. Core samples shall be broken in unconfined compression test. It is estimated that 8 unconfined compression tests will be required to characterize the installed columns strength. 8.0 CLOSURE The geotechnical evaluation submitted herein is based on the data obtained from the soil borings and test results presented on Sheet No. 3 and the assumed loading conditions previously described. Limitations and conditions to this report are presented in Appendix II. This report has been prepared in accordance with generally accepted soil and foundation engineering practices for the exclusive use of the Silver -Line Plastics Corporation and their design team for the subject project. No other warranty, expressed or implied, is made. We are pleased to be of assistance to you on this phase of your project. When we may be of further service to You or should you have an questions, please contact us. any Sincerely, ANDERSEN ANDRE CONSULTING ENGINEERS, INC. Certificate of Authorization No. 26794 Peter G. Andersen, P.E. David P. Andre, P.E. Principal Engineer Principal Engineer Fla. Reg. No. 57956 Fla. Reg. No. 53969 Qhxliz PGA/DPA:pa ANDERSEN ANDRE CONSULTING ENGINEERS, INC. www.aaceinc.com SITE VICINITY MAP I USDA SOIL SURVEY MAP W E NOT TO SCALE I SITE tine sands , 1 NEW SILO AREAS -* 1 Source: websoilsurvey.nres.usda.gov N ...WITHIN SECTION 28 W E TOWNSHIP 35 SOUTH RANGE 40 EAST r ' NOT TO SCALE — —J'are approximate. jJ- -1 ��— leg tape and wheel measurements, obtained E nd existing site features as references. The �b 'I:onsidered accurate only to the degree implied { uced from 'Proposed Site Plan Modification" Inc. (dated 07/1912012). E CONSULTING ENGINEERS, INC. "I ort St. Lucie, FL 34983 772-807-9191 www.AACEinc.com ertir.cate of Authorization No. 26794 LAN Drawn by: PGA Date: 09/18/2012 ION Checked by: DPA Date: 09/18/2012 DRIDA AACE File No:12-163 Sheet No. 1 -NDERSEN ANDRE CON STU IMTol G ENGINEERS, INC. ;. SOIL BORING SAMPLING AND TESTING METHODS (abbreviated version for project specific methods and soil conditions) GENERAL LABORATORY TEST METHODS Andersen Andre Consulting Engineers, Inc. (AACE) borings describe subsurface conditions Soil samples returned to the RACE soils laboratory are visually observed by a geotechnical engineer only at the locations drilled and at the time drilled. They provide no information about or a trained technician to obtain more accurate description of the soil strata. Laboratory testing is subsurface conditions below the bottom of the boreholes. At locations not explored, surface performed on selected samples as deemed necessary to aid in soil classification and to help define conditions that differ from those observed in the borings may exist and should be anticipated. engineering properties of the soils. The test results are presented on the soil boring logs at the depths at which the respective sample was recovered, except that grain size distributions or selected other test results may be presented on separate tables, figures or plates as discussed in this report. The information reported on our boring logs is based on our drillers' logs and on visual The soil descriptions shown on the logs are based upon visual -manual procedures in accordance examination in our labommry of disturbed soil samples recovered from the borings. The with local practice. Soil classification is performed in general accordance with the United Soil distinction shown on the logs between soil types is approximate only. Thu actual transition from Classification System (ASnM D-2487) and is also based on visual -manual procedures. one soil to another may be gradual and indistinct. THE PROJECT SOIL DESCRIPTION PROCEDURE FOR SOUTHEAST FLORIDA 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 For use with the ASnI D-2497 Unified Sell Classification System procedures, especially in borings made by rotary drilling with bentonitic drilling mud. An accurate detemunation of groundwater level requires long-term observation of suitable CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES monitoring wells. Fluctuations in groundwater levels throughout the year should be anticipated. BOUT.DF.RS (>]2" j300 MMj) and COBBi.FS (3° 175 TRIG TOl2" 1300 MTTj): The absence of a groundwater level on certain logs indicates that no groundwater data is GRAVEL: Coarse Gravel: 3/4" (19 mm) to 3" (75 mm) available. It does not mean that groundwater will not be encountered at that boring location at Fine Gravel: No. 4 (4.75 mm) Sieve to 3/4" (19 mm) some other point in time. Descriptive adjectives: POWER AUGER BORINGS 0 - 5 % - no mention of grave] in description 5 - 15% - ttace Auger borings (ASTM D-1452) are used when a relatively large, continuous sampling of soil 15 - 29% - some strata dose to the ground surface is desired. A 4-inch (100 ram) diameter, continuous flight, 30 - 49% - gravelly (shell, limerock, cemented sands) belied auger with a cutting bead at its end is screwed into the ground in 5-foot (1.5m) sections. It is powered by the rotary drill rig. The sample is recovered by withdrawing the auger our of the SANDS: ground without rotating it The soil sample so obtained, is classified in the field and representative samples placed in bags or jars and returned to the AACE soils laboratory for COARSE SAND: No. 10 (2 ram) Sieve to No. 4 (4.75 ram) Sieve classification and testing, if necessary. MEDIUM SAND: No. 40 (425 /Una) Sieve to No. 10 (2 ram) Sieve FINE SAND: No. 200 (75 Ym) Sieve to Nri. 40 (425 /,4m) Sieve 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 [1.5m]) depth or when access is not available to power drilling equipment. A 3-inch (75mm) 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 (0.15m) interval and its contents emptied for inspection. On occasion post -hole diggers are used, especially in the upper 3 feet (1m).or so. Penetrometer probinga can be rued in the upper 5 feet (1.5m) to determine the relative density of the soils. The soil sample obtained is described and representative samples put in bags or jars and transported to the AACE soils laboratory for classification and testing, if necessary. DOUBLE RING INFILTROMETER (DRI) TESTS In brief, DRI tests are performed by maintaining a constant head of 6 inches of water in the two concentric rings throughout the duration of the test. The volume infiltrated during timed intervals is converted to an incremental infiltration rate. The following equations are then used to calculate the average incremental inftltcation velocity, equivalent to the vertical infiltration rate. Descriptive adjectives: 0 - 5% - no mention of sand in description 5 - 15% - trace 15 - 29%" - some 30 - 49% - sandy SILT/CLAY: < #200 (75F,W) Sieve SILTY OR SILT: PI < 4 SILTY CLAYEY OR SILTY CLAY: 4 <_ PI <_ 7 CLAYEY OR CLAY: PI > 7 Descriptive adjectives: <- 5% - dean (no mention of silt or clay in description) 5 -15% -slightly 16 - 35"/. - clayey, silt-, or silty clayey 36 - 49% - very ORGANIC SOILS: 1) VIR = AVIR / (AIR x At) 2) VA = AVA / (Aa x At) Organic Content Descriptive Adjectives Classification 0 - 2.5% Usually no mention of org. See Above where: V = incremental velocity of inner ring or annular space finches/hour] 2.6 - 5"/. slightly organic add "with organic fines" to group name OV = volume of liquid used during time intervl to maintain constant head in 5 - 30 % organic SM with organic fines a either the inner ringor the annular space m3 Organic Silt (OL) P [� ] Organic ('Jay (OL) A = internal area of inner ring or annular space [n2] Organic Silt (OIT) At = time interval [tours] Organic Clay (OH) (IR denotes inner ring, A denotes amular space) The tests are completed in general accordance with the procedures recommended in ASTM D3385. ANDERSEN AN®RE CONSULTING ENGINEERS, INC. 573 SW B]Itmore Street, Port St. Lucie, FL 34983 772-807-9191 www.AACEine.com Certificate of Authorization No. 26794 GENERAL NOTES Drawn by: PGA Date: 09/1812012 SUBSURFACE SOIL EXPLORATION SILVER -LINE PLASTICS CORPORATION Checked by: DPA Date: 09I1812012 PROPOSED NEW SILOS FORT PIERCE, ST. LUCIE COUNTY, FLORIDA AACE File No: 12-116 Sheet NO.2 APPENDIX I USDA NRCS Web Soil Information Soil Map —St. Lucie County, Florida (Silver -Line Plastics) i 27' 24' 7" n P n a 9 t � u �• a s r Is 1 10 obooau oeoeau ae u -news • N Map Scale: 1:3,500 if printed on A size (8.5" x 11") sheet. 0 N N Meters m n 0 30 60 120 180 N Feet 0 100 200 400 600 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey ELI 0 N 9/17/2012 Page 1 of 3 27° 24' 7" Soil Map —St. Lucie County, Florida (Silver -Line Plastics) MAP LEGEND MAP INFORMATION Area of Interest (AOI) Very Stony Spot Map Scale: 1:3,500 if printed on A size (8.5" X 11 ") sheet. Q Area of Interest (AOI) i? Wet Spot The soil surveys that comprise your AOI were mapped at 1:24,000. Soils 0 Soil Map Units y Other Warning: Soil Map may not be valid at this scale. Special Point Features Special Line Features Enlargement of maps beyond the scale of mapping can cause Blowout Gully misunderstanding of the detail of mapping and accuracy of soil line W Short Steep Slope placement. The maps do not show the small areas of contrasting ® Borrow Pit soils that could have been shown at a more detailed scale. Other X Clay Spot =". Political Features Please rely on the bar scale on each map sheet for accurate map Closed Depression 0 Cities measurements. Gravel Pit Water Features Source of Map: Natural Resources Conservation Service Gravelly Spot Streams and Canals Web Soil Survey URL: http://websoilsurvey.nres.usda.gov s.,, Coordinate System: UTM Zone 17N NAD83 Landfill Transportation This product is generated from the USDA-NRCS certified data as of Lava Flow Rails the version date(s) listed below. Marsh or swamp Interstate Highways Soil Survey Area: St. Lucie County, Florida gr Mine or Quarry r er US Routes Survey Area Data: Version 4, Jul 3, 2012 © Miscellaneous Water Major Roads Date(s) aerial images were photographed: 8/4/2007 (D Perennial Water Local Roads The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background N,r Rock Outcrop imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. -I- Saline Spot Sandy Spot Severely Eroded Spot (} Sinkhole 3) Slide or Slip 1 Sodic Spot Spoil Area ,j) Stony Spot USDA_ Natural Resources Web Soil Survey 9/17/2012 � " Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map —St. Lucie County, Florida Map Unit Legend Silver -Line Plastics St. Lucie County, Florida TL71'1) Map Unit Symbol Map Unit Name Acres in AOi Percent of AO1 21 Lawnwood and Myakka sands 3.7 6.2% 47 Urban land 8.6 14.5% 50 Waveland and Immokalee fine sands 47.0 79.3% Totals for Area of Interest 59.2 100.0% I � USDA Natural Resources Web Soil Survey 9/17/2012 Conservation Service National Cooperative Soil Survey Page 3 of 3 i Map Unit Description: Urban land —St. Lucie County, Florida St. Lucie County, Florida 47—Urban land Map Unit Setting Mean annual precipitation: 49 to 58 inches . Mean annual air temperature: 70 to 77 degrees F Frost -free period. 350 to 365 days Map Unit Composition Urban land: 90 percent Paola and similar soils: 1 percent Minor components: 9 percent Description of Urban Land Setting Landform: Marine terraces Landform position (three-dimensional): Interfluve, talf Down -slope shape: Linear Across -slope shape: Linear Parent material. No parent material Interpretive groups Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Description of Paola Setting Landform: Ridges on marine terraces, dunes on marine terraces Landform position (three-dimensional): Interfluve,-side slope Down -slope shape: Convex Across -slope shape: Linear Parent material: Sandy marine deposits Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches Drainage class: Excess ively'd rained Capacity of the most limiting layer to transmit water (Ksat): Very high (19.98 to 39.96 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Maximum'salinity: Nonsaline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water capacity. Very low (about 1.9 inches) Interpretive groups Land capability (nonirrigated): 6s Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Silver -Line Plastics L_SDA Natural Resources Web Soil Survey 9/17/2012 Conservation Service National Cooperative Soil Survey Page 1 of 3 Map Unit Description: Urban land —St. Lucie County, Florida Typical profile 0 to 6 inches: Sand 6 to 55 inches: Sand 55 to 80 inches: Sand Minor Components Ankona Percent of map unit: 2 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Nettles Percent of map unit: 2 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Linear Across -slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Waveland Percent of map unit. 1 percent Landform: Flats on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Tantile Percent of map unit: 1 percent Landform: Flats on marine terraces Landform. position (three-dimensional): Talf Down -slope shape: Convex 'Across -slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Pendarvis Percent of map unit: 1 percent Landform: Rises on marine terraces, knolls on marine terraces Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Pepper Percent of map unit: 1 percent Landform: Flats on marine terraces USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey I � Silver -Line Plastics 9/17/2012 Page 2 of 3 Map Unit Description: Urban land —St. Lucie County, Florida Silver -Line Plastics Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156BC999FL) St. lucie Percent of map unit: 1 percent Landform: Ridges on marine terraces, dunes on marine terraces Landform position (three-dimensional): Side slope, interfluve Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156BC999FL) Data Source Information Soil Survey Area: St. Lucie County, Florida Survey Area Data: Version 4, Jul 3, 2012 I Natural Resources Web Soil Survey 9/17/2012 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Waveland. and Immokalee fine sands —St. Lucie County, Florida St. Lucie County, Florida SO—Waveland and Immokalee fine sands Map Unit Setting Elevation: 20 to 200 feet Mean annual precipitation: 49 to 58 inches Mean annual air temperature: 70 to 77 degrees F Frost -free period. 350 to 365 days Map Unit Composition Immokalee and similar soils: 44 percent Waveland and similar soils: 44 percent Minor components: 12 percent Description of Waveland Setting , Landform: Flatwoods on marine terraces Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Parent material. Sandy marine deposits Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 30 to 50 inches to ortstein Drainage class: Poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity. Nonsaline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water capacity: Very low (about 1.9 inches) Interpretive groups Land capability (nonirrigated): 4w Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Typical profile 0 to 4 inches: Fine sand 4 to 32 inches: Sand 32 to 40 inches: Loamy sand 40 to 53 inches: Sand 53 to 66 inches: Sand 66 to 80 inches: Sand Description of Immokalee Setting Landform: Flatwoods on marine terraces Silver -Line Plastics tJ5DA Natural Resources Web Soil Survey 9/17/2012 Conservation Service National Cooperative Soil Survey Page 1 of 3 Map Unit Description: Waveland and Immokalee fine sands -St. Lucie County, Florida Landform position (three-dimensional): Talf Down -slope shape: Convex Across -slope shape: Linear Parent material. Sandy marine deposits Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None Maximum salinity. Nonsaline (0.0 to 2.0 mmhos/cm) Sodium adsorption ratio, maximum: 4.0 Available water capacity: Low (about 5.3 inches) Interpretive groups Land capability (nonirrigated): 4w Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Typical profile 0 to 6 inches: Fine sand 6 to 35 inches: Fine sand 35 to 54 inches: Fine sand 54 to 72 inches: Fine sand Minor Components Electra Percent of map unit. 3 percent Landform: Rises on marine terraces, knolls on marine terraces Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape Linear Other vegetative classification: Sandy soils on rises and knolls of mesic uplands (G156BC131FL) Lawnwood Percent of map unit. 3 percent Landform: Marine terraces on flatwoods Landform position (three-dimensional): Talf Down -slope shape: Linear Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Jonathan Percent of map unit. 3 percent Landform: Ridges on marine terraces, knolls on marine terraces Landform position (three-dimensional): Interfluve Down -slope shape: Convex Across -slope shape: Linear Silver -Line Plastics US Dn Natural Resources Web Soil Survey 9/17/2012 ® Conservation Service National Cooperative Soil Survey Page 2 of 3 r6 � e i f Map Unit Description: Waveland and Immokalee fine sands —St. Lucie County, Silver -Line Plastics Florida Other vegetative classification: Sandy soils on rises, knolls, and ridges of mesic uplands (G156BC121FL) Salerno Percent of map unit: 3 percent Landform: Flatwoods on marine terraces _ Landform position (three-dimensional): Talf Q Down -slope shape: Convex Across -slope shape: Linear Other vegetative classification: Sandy soils on flats of mesic or hydric lowlands (G156BC141FL) Data Source Information Soil Survey Area: St. Lucie County, Florida Survey Area Data: Version 4, Jul 3, 2012 USDA Natural Resources Web Soil Survey 9/17/2012 �1" Conservation Service National Cooperative Soil Survey Page 3 of 3 APPENDIX II Project Limitations and Conditions ANDERSEN ANDRE CONSULTING ENGINEERS, INC. (revised January 24, 2007) ProjectLlmitations and Conditions Andersen Andre Consulting Engineers, Inc. has prepared this report for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made herein. Further, the report, in all cases, is subject to the following limitations and conditions: VARIABLE/UNANTICIPATED SUBSURFACE CONDITIONS The engineering analysis, evaluation and subsequent recommendations presented herein are based on the data obtained from our field explorations, at the specific locations explored on the dates indicated in the report. This report does not reflect any subsurface variations (e.g. soil types, groundwater levels, etc.) which may occur adjacent or between borings. The nature and extent of any such variations may not become evident until construction/excavation commences. In the event such variations are encountered, Andersen Andre Consulting Engineers, Inc. may find it necessary to (1) perform additional subsurface explorations, (2) conduct in -the -field observations of encountered variations, and/or re-evaluate the conclusions and recommendations presented herein. We at Andersen Andre Consulting Engineers, Inc. recommend that the project specifications necessitate the contractor immediately notifying Andersen Andre Consulting Engineers, Inc., the owner and the design engineer (if applicable) if subsurface conditions ate encountered that are different from those presented in this report. No claim by the contractor for any conditions differing from those expected in the plans and specifications, or presented in this report, should be allowed unless the contractor notifies the owner and Andersen Andre Consulting Engineers, Inc. of such differing site conditions. Additionally, we recommend that all foundation work and site improvements be observed by an Andersen Andre Consulting Engineers, Inc. representative. SOIL STRATA CHANGES Soil strata changes are indicated by a horizontal line on the soil boring profiles (boring logs) presented within this report. However, the actual strata's changes may be more gradual and indistinct. Where changes occur between soil samples, the locations of the changes must be estimated using the available information and may not be at the exact depth indicated. SINKHOLE POTENTIAL Unless specifically requested in writing, a subsurface exploration performed by Andersen Andre Consulting Engineers, Inc. is not intended to be an evaluation for sinkhole potential. MISINTERPRETATION OF SUBSURFACE SOIL EXPLORATION REPORT Andersen Andre Consulting Engineers, Inc. is responsible for the conclusions and recommendations presented herein, based upon the subsurface data obtained during this project. If others render conclusions .or opinions, or make recommendations based upon the data presented in this report, those conclusions, opinions and/or recommendations are not the responsibility of Andersen Andre Consulting Engineers, Inc. CHANGED STRUCTURE OR LOCATION This report was prepared to assist the owner, architect and/or civil engineer in the design of the subject project. If any changes in the construction, design and/or location of the structures as discussed in this report are planned, or if any structures are included or added that are not discussed in this report, the conclusions and recommendations contained in this report may not be valid. All such changes in the project plans should be made known to Andersen Andre Consulting Engineers, Inc. for our subsequent re-evaluation. USE OF REPORT BY BIDDERS Bidders who are reviewing this report prior to submission of a bid ate cautioned that this report was prepared to assist the owners and project designers. Bidders should coordinate their own subsurface explorations (e.g.; soil borings, test pits, etc.) for the purpose of determining any conditions that may affect construction operations. Andersen Andre Consulting Engineers, Inc. cannot be held responsible for any interpretations made using this report or the attached boring logs with regard to their adequacy in reflecting subsurface conditions which may affect construction operations. IN -THE -FIELD OBSERVATIONS Andersen Andre Consulting Engineers, Inc. attempts to identify subsurface conditions, including soil stratigraphy, water levels, zones of lost circulation, "hard" or "soft" drilling, subsurface obstructions, etc. However, lack of mention in the report does not preclude the presence of such conditions. LOCATION OF BURIED OBJECTS Users of this report are cautioned that there was no requirement for Andersen Andre Consulting - Engineers, Inc. to attempt to locate any man-made, underground objects during the course of this exploration, and that no attempts to locate any such objects were performed. Andersen Andre Consulting Engineers, Inc. cannot be responsible for any buried man-made objects which are subsequently encountered during construction. PASSAGE OF TIME This report reflects subsurface conditions that were encountered at the tune/date indicated in the report. Significant changes can occur at the site during the passage of time. The user of the report recognizes the inherent risk in using the information presented herein after a reasonable amount of time has passed. We recommend the user of the report contact Andersen Andre Consulting Engineers, Inc. with any questions or concerns regarding this issue.