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HomeMy WebLinkAbout2008-342CRECORD/AS-BUILT DOCUMENTS GENERAL A. Maintain and provide the ENGINEER with record documents as specified below, except where otherwise specified or modified in Divisions the Supplementary Conditions. B. Maintenance of Documents: 1. Maintain in CONTRACTOR's field office in clean, dry, legible condition complete sets of the following: Drawings, Specifications, Addenda, approved Shop Drawings, samples, photographs, Change Orders, other modifications of Contract Documents, test records, survey data, Field Orders, and all other documents pertinent to CONTRACTOR'S Work. 2. Provide files and racks for proper storage and easy access. 3. Make documents available at all times for inspection by ENGINEER and OWNER. 4. Do not use record documents for any other purpose and do not remove them from the field office. C. Recording: 1. Label each document "PROJECT RECORD" in 2 -inch high printed letters. 2. Keep record documents current. 3. Do not permanently conceal any Work until required information has been recorded. RECORD -ASBUILT DRAWINGS A. During the entire construction operation, the CONTRACTOR shall maintain records of all deviations from the Drawings and Specifications and shall prepare therefrom "record" drawings showing correctly and accurately all changes and deviations from the work, made during construction to reflect the work as it was actually constructed. C:\Documents and Documents master 01720-1 01720 Record Documents Settings \mikem\Desktop\ StandardCnty Surveyor - Record 2-2008 REV MOB 3-12-08.doc APPENDIX `C' AS BUILT SURVEY RECORD CHECKLIST F:\Engineering\Capital Projects\0803 17th Lane SW Roadway Improvements from 27th Ave to approx. 900 LF east of 27th Ave\0803 Contract Documents\APPENDIX C CHAPTER 4 AS BUILT RECORD CHECKLIST.doc RECORD/AS-BUILT DOCUMENTS GENERAL A. Maintain and provide the ENGINEER with record documents as specified below, except where otherwise specified or modified in Divisions the Supplementary Conditions. B. Maintenance of Documents: 1. Maintain in CONTRACTOR's field office in clean, dry, legible condition complete sets of the following: Drawings, Specifications, Addenda, approved Shop Drawings, samples, photographs, Change Orders, other modifications of Contract Documents, test records, survey data, Field Orders, and all other documents pertinent to CONTRACTOR'S Work, 2. Provide files and racks for proper storage and easy access. 3. Make documents available at all times for inspection by ENGINEER and OWNER. 4. Do not use record documents for any other purpose and do not remove them from the field office. C. Recording: 1. Label each document "PROJECT RECORD" in 2 -inch high printed letters. 2. Keep record documents current. 3. Do not permanently conceal any Work until required information has been recorded. RECORD-ASBUILT DRAWINGS A. During the entire construction operation, the CONTRACTOR shall maintain records of all deviations from the Drawings and Specifications and shall prepare therefrom "record" drawings showing correctly and accurately all changes and deviations from the work, made during construction to reflect the work as it was actually constructed. 01720-1 01720 Record Documents F:\Engineering\Capital Projects\0803 17th Lane SW Roadway Improvements from 27th Ave to approx. 900 LF east of 27th Ave\0803 Contract Documents\StandardCnty Surveyor - Record Documents master 2-2008 REV MOB 3-12-08.doc Q C. Record/As-Built survey shall be performed and subsequent plans prepared by a registered Professional Surveyor and Mapper in the state of Florida and certified per standards as set forth within Florida Statutes, Administrative code and Minimum Technical Standards for that type of survey. All said surveying mentioned above shall be performed under the direct supervision of a registered Professional Surveyor and Mapper in the state of Florida accordingly. The following items are required to be shown on County project Record/As-Built drawings submitted to ENGINEER: As per Chapter 472, Florida Statutes and Chapter 61G17-6.007 Florida Administrative Code As -Built — Record — Specific Purpose Surveys: A Professional Surveyor and Mapper licensed in the state of Florida shall provide an adequate Record/As-Built survey as it relates to the regulations and standards established for said surveys. AND Field measurements of vertical or horizontal dimensions of constructed improvements shall be obtained so that the constructed facility can be delineated in such a way that the location of the construction may be compared with the construction plans. Clearly shows by symbols, notations, or delineations, those constructed improvements located by the survey. 1. Right-of-way Swale/Drainage —All culvert inverts elevations and station offsets; inlet grate and bottom elevations; swale beginning and end bottom elevations; and highs and lows along top of bank. Size of swale. 2. Pipe Culvert/PVC Sleeves — All inverts, stations and offsets. 3. Outfalls — All pipe inverts elevations and station offsets, weir box elevations, weir elevation, and sizes. 4. Roadway/Off Site Drainage — All inverts elevations and station offsets; manhole top elevation; grate top elevations. 5. Retention Ponds — Perimeter elevations, grade breaks, depths, and calculate pond area at control elevation and grade breaks above water surface. 01720-2 01720 Record Documents F:\Engineering\Capital Projects\0803 17th Lane SW Roadway Improvements from 27th Ave to approx. 900 LF east of 27th Ave\0803 Contract Documents\StandardCnty Surveyor - Record Documents master 2-2008 REV MOB 3-12-08.doc 6. Roadway: a. Stations and offset related to controlling baseline and elevations of all structures, side street and major driveway radius returns (edge of pavement), bends and/or change in direction of roadway alignment, OR minimum at 1000' intervals along roadway alignment. b. Elevations along Profile Grade Line (PGL), of all edge of pavements either side of Profile Grade Line (PGL), at medians at the high/low and PVI points along Profile Grade Line (PGL). c. All final Elevations to be plotted on PGL AND Plan - Profile sheets as applicable. d. Elevations of edge of pavement and flow line at curb inlets and on the adjacent edge of pavement at curb inlets. D. 1. Survey Control: Install/re-establish new roadway alignment control points (Survey Baseline or controlling line and all points as indicated on the plans or control sheet) upon final roadway completion. Include all intersections and side streets. State Plane Coordinates and elevations for all control points. 2. Either if shown on plans or not: Any Public Land Corner or Governmental Survey Control point(s) destroyed and/or disturbed during the scope of the project shall be properly re-established as per standards as set forth within Florida Statutes, Administrative code and Minimum Technical Standards for that type of survey. All said surveying mentioned above shall be performed under the direct supervision of a registered Professional Surveyor and Mapper in the state of Florida and certified accordingly. Said Governmental agency(s) shall be notified in writing of disturbance and re -establishments. RECORD/AS-BUILTS DRAWINGS FORMAT - SUBMITTALL A. ENGINEER will supply the CONTRACTOR with the electronic file of the approved construction plans for the input of the As -Built information. Be CONTRACTOR shall deliver seven (7) certified sets of Record/As-Builts with an Electronic Drawing files prepared in AutoCAD 2007 AND PDF format or in current version as agreed by the ENGINEER. 01720-3 01720 Record Documents F:\Engineering\Capital Projects\0803 17th Lane SW Roadway Improvements from 27th Ave to approx. 900 LF east of 27th Ave\0803 Contract Documents\StandardCnty Surveyor - Record Documents master 2-2008 REV MOB 3-12-08.doc C. CONTRACTOR's surveyor shall review, sign and seal As-Builts or Record drawing(s). Said drawing(s) shall clearly state, type of survey, positional tolerances, adhere and be certified to by a registered Professional Surveyor and Mapper in the state of Florida, any standards set forth by Florida Statutes, Administrative code and Minimum Technical Standards for As- Built/Record surveys. D. All Record/As-Built drawings are subject to review and approval by County Surveyor. E. Payment for Record Drawings, Review of Electronic As-Builts and signing and sealing As-Builts shall be made under: Pay Item No. — Record Drawings — Lump Sum ACCURACY The CONTRACTOR will be held responsible for the accuracy and completeness of Record Drawings and Electronic As-Builts and shall bear any costs incurred in finding utilities as a result of incorrect data furnished by the CONTRACTOR. COMPLETION OF WORK Upon Substantial Completion of the Work, deliver Record/As-Built Drawings to ENGINEER. Final payment will not be made until satisfactory record documents are received and approved by ENGINEER. + + END OF SECTION + + 01720-4 01720 Record Documents F:\Engineering\Capital Projects\0803 17th Lane SW Roadway Improvements from 27th Ave to approx. 900 LF east of 27th Ave\0803 Contract Documents\StandardCnty Surveyor - Record Documents master 2-2008 REV MOB 3-12-08.doc APPENDIX `D' ROADWAY SOIL SURVEY F:\Engineering\Capital Projects\0803 17th Lane SW Roadway Improvements from 27th Ave to approx. 900 LF east of 27th Ave\0803 Contract Documents\APPENDIX D ROADWAY SOIL SURVEY.doc OCT 3.0 2006 INDIAN RIVER COUNTY ENGINEERING DIVISION Roadway Soil Survey 201h Avenue SW Improvements From 17th Place SW to 251h Street SW Indian River County, Florida Ardaman & Associates, Inc. OFFICES Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860 Bartow, 1525 Centennial Drive, Bartow, Florida 33830, Phone (863) 533-0858 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. 84th Street, Hialeah, Florida 33016, Phone (305) 825-2683 Port Charlotte, 740 Tamiami Trail, Unit 3, Port Charlotte, Florida 33954, Phone (941) 624-3393 Port St. Lucie, 460 Concourse Place NW, Unit 1, Port St, Lucie, Florida 34986, Phone (772) 878-0072 Sarasota, 2500 Bee Ridge Road, Sarasota, Florida 34239, Phone (941) 922-3526 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 TF:11TIr14*1 A.S.F.E. American Concrete Institute American Society for Testing and Materials Florida Institute of Consulting Engineers Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants Indian River County Board of County Commission 1840 25th Street Vero Beach, Florida 32960 Attention: Mr. Joseph A. Baird County Administrator Subject. Roadway Soil Survey 20t' Avenue SW Improvements From 17th Place SW to 25th Street SW Indian River County, Florida Dear Mr. Baird: October 30, 2006 File No. 06-5699 As requested and authorized by you, we have completed a roadway soil survey for the proposed 20th Avenue SW Improvements project. The purposes of performing this exploration were to evaluate the general subsurface conditions within the roadway improvement areas and to provide recommendations relative to site preparation. This report documents our findings and presents our engineering recommendations. This report has been prepared in accordance with generally accepted geotechnical engineering practices for specific application to the project area indicated in this report. No other warranty, expressed or implied, is made. The soils information and recommendations submitted herein are based on the data obtained from the soil borings presented on Figure 5. 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. It is a pleasure assisting you with this project. If you have any questions, or when we may be of further assistance to you, please do not hesitate to contact us. Best Regards, ARDAMAN & ASSOCIATES, INC. Will B. Cornelius II, E.I. Assistant Project Engineer Ek n�ralla k, P.E. Bra)%q Ma ger Florida Reclistration No. 63911 WBC II/DJZ/dd 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986, Phone (772) 878-0072 FAX (772) 878-0097 Offices in: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port Charlotte, Port St. Lucie, Sarasota, Tallahassee, Tampa, W. Palm Beach Chapter 1.0 2.0 3.0 A$ List of Tables: 1 List of Figures: 1 2 3 4 5 Appendices: M TABLE OF CONTENTS Title - INTRODUCTION 1.1 Site Location 1.2 Project Considerations 1.3 Purpose and Scope of Project 1.4 Review of Available Data 1.4.1 Soil Survey Map 1.4.2 USGS Quadrangle Map' FIELD EXPLORATION PROGRAM - 6 - li 1 1 1 2 2 2 2 2.1 Auger Borings 2 2.2 Test Locations 3 2.3 Groundwater Measurements 3 LABORATORY TESTING PROGRAM 3.1 Visual Examination and Classification Testing CONCLUSIONS AND RECOMMENDATIONS 4.1 General Soil Stratigraphy for Roadway 4.2 Groundwater Control 4.3 Typical Seasonal High Water Table 4.4 Construction Considerations Laboratory Test Results USGS Site Location Map Soil Survey Map Boring Location Plan Legend for Soil Boring Profiles Auger Boring Profiles Auger Boring Procedure Particle Size Analysis Results (ASTM D 422) 4 W 3 0 4 5 5 6 Indian River County File No. 06-5699 1.0 INTRODUCTION 1.1 Site Location -1- It is our understanding that the project limits consist of the vacant, undeveloped land west of the existing alignment of 20th Avenue SW, between 17th Place SW to the north and 25th Street SW to the south, in Indian River County, Florida. The project limits are located within Section 35 of Township 33 South, Range 39 East. The approximate project limits are shown superimposed on a reproduction of the 1949 Oslo, Florida, USGS Quadrangle map presented as Figure 1. 1.2 Project Considerations Based on information provided to us by GL Homes, and on review of records available from the Indian River County Engineering Department, we understand that 201h Avenue SW currently consists of a one lane, one-way (northbound), undivided rural section with stormwater run-off typically sheet flowing to adjacent grassed areas and drainage ditches. Based on our understanding and review of the "Falcon Trace Survey Control" sheets prepared for the project by Knight, McGuire & Associates, Inc., dated April 27, 2005, the proposed improvements consist of constructing two new travel lanes west of the existing travel lane of 20th Avenue SW between 17th Place SW and 25th Street SW. We further understand that the proposed new centerline -of 201h Avenue SW will be approximately 28 feet west of the existing western edge of pavement of 201h Avenue SW. We have assumed that a curb -and -gutter system and stormwater pipes will direct stormwater runoff to nearby stormwater ponds and drainage ditches. 1.3 Purpose and Scope of Project The purposes of this project were to explore shallow subsurface conditions within the roadway improvement areas and to provide a geotechnical engineering evaluation ofethe conditions encountered. We accomplished these purposes by: 1. Obtaining .and evaluating readily available geologic and soil survey data. 2. Conducting auger borings at selected locations within the roadway improvement areas and measuring groundwater levels where encountered. 3. Observing recovered soil samples in our laboratory and performing tests on selected samples to aid in classification. 4. Analyzing and interpreting the field and laboratory data. 5. Performing engineering analyses to develop recommendations for site preparation. Indian River County File No. 0&5699 1.4 Review of Available Data 1.4.1 Soil Survey Map -2- The Soil Survey.of Indian River County, Florida, which was issued by the U.S. Department of Agriculture, Soil Conservation Service in 1987, states that the predominant surficial soil type in the area where the project alignment is located is EauGallie fine sand. The EauGallie fine sand soil type consists of deep, nearly level and poorly drained soil found on broad flatwoods. Slopes are smooth and range from 0 to 2 percent. Typically, the surface layer is black grading to dark gray fine sand about 15 inches thick. The subsurface layer. is gray fine sand to a depth of about 26 inches. The subsoil extends to a depth of 62 inches. The upper 21 inches of the subsoil is black, very dark gray, dark reddish brown, dark brown, brown fine sand. The lower 15 inches is grayish brown or gray sandy loam. The substratum is light brownish gray loamy fine sand to a depth of about 80 inches. In most years, the water table is within a depth of less than 10 inches of the surface for 2 to 4 months during the wet season and within a depth of 40 inches for more than 6 months. Permeability is rapid in the surface and subsurface layers and moderate to moderately rapid in the subsoil and substratum. The approximate project alignment is shown superimposed on a reproduction of the Soil Survey map presented as Figure 2. 1.4.2 USGS Quadrangle Map Based on review of the 1949 Oslo; Florida USGS Quadrangle map, the approximate ground surface elevations along the project alignment is at approximately +23 feet relative to the 1929 National Geodetic Vertical Datum (NGVD). 2.0 FIELD EXPLORATION PROGRAM 2.1 Auger Borings As requested, thefield exploration program included performing auger borings at selected locations within the proposed improvement areas at approximate 150400t intervals, alternating sides of the proposed new centerline, where possible. The auger borings were conducted using a 3 -inch diameter, hand-held bucket auger and were advanced to an approximate depth of 6 feet below the existing ground surface. The borings were backfilled with accumulated soil cuttings upon completion of the field exploration program. A summary of the auger boring procedure is included in'Appendix I. Indian River County File No. 06-5699 2.2 Test Locations -3- The approximate locations of the borings are schematically illustrated on an aerial photograph obtained on-line and presented as Figure 3. These locations were determined in the field by estimating distances from existing site features and other points of reference, and should be considered accurate only to the degree implied by the method of measurement used. If you need to know the boring locations more accurately, we recommend that you retain the services of a licensed surveyor. 2.3 Groundwater Measurements The groundwater levels were measured in the boreholes after stabilization of the downhole water level. The measured groundwater levels are shown adjacent to the soil profiles on Figure 5. As shown on Figure 5, groundwater was encountered at approximate depths ranging from 2.5 to 5.2 feet below the ground surface on the dates 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 water will likely "perch" temporarily atop the shallow clayey and hardpan soils at the site during periods of heavy or prolonged rainfall. 3.0 LABORATORY TESTING PROGRAM 3.1 Visual Examination and Classification Testing Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification to obtain more accurate descriptions of the existing soil strata. The soil samples were visually classified in general accordance with the American Association of State Highway and Transportation Officials (AASHTO) Soil Classification System (ASTM D-3282). In addition, grain size analysis (ASTM Method D422), Atterberg limits testing (ASTM Method D- 423/424), moisture content (ASTM D-2216) and organic content tests (ASTM Method D-2974) were conducted on representative soil samples to aid in classification of the soils. The results of our tests are shown adjacent to the sample depth on the soil boring profiles presented on Figures 5. The resulting soil descriptions and the results of our tests are also summarized shown on Table 3. Particle size analysis results are included in Appendix II. Indian River County File No. 06-5699 -4- 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General Soil Stratigraphy for Roadway The results of the field exploration and laboratory testing programs are presented on the Soil Boring Profiles sheet, Figure 5. The stratification of the soil boring profiles represents our interpretation of the field boring logs and the results of the laboratory examination of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. The results of our borings indicate the following general soil types: Dark brown to dark gray slightly silty fine sand to silty fine sand with -- -- organics (topsoil) 2 Light brown to very dark brown fine sand to fine sand with silt A-3 I S Dark brown to very dark brown weakly -cemented fine sand to fine 3 sand with silt [hardpan -type] A-3 S 4 Light gray to dark brown fine sand with clay A-2-4 S 5 Light brown to very dark gray clayey fine sand A-2-6 P Soils encountered in the borings performed along the proposed alignment of 20' Avenue SW typically included suitable sandy soils with variable amounts of clayey and 'silty fine sands (AASHTO Classifications A-3 and A-2-4, Soil Strata Nos. 2 through 4) overlying plastic clayey fine sand soils (A-2-6, Soil Stratum No. 5). Soil Strata Nos. 2 through 4 (A-3 and A-24) may be considered as select materials based on FDOT criteria (Index 505). The use of these soils relative to embankment construction should be in accordance with FDOT Standard Index 505. We note that, while Soil Stratum No. 4 (A-24) is considered as select material based on FDOT criteria, it is our opinion that this soil type can be problematic for roadway construction. The clay content is sufficient that this stratum will retain moisture resulting in compaction difficulties. Recommendations relative to the use of clayey soils are presented below in Section 4.4. Organic material or "topsoil" was encountered at the surface along the majority of the project site to depths of about 6 to 12 inches. The topsoil should be stripped from the proposed alignment and not be used for roadway construction or utility backfill. The removal of topsoil and any other organic soils as encountered (i.e., muck) should be accomplished in accordance with FDOT Standard Index 500, unless otherwise noted on the plans. Qescripttoh Dark brown to dark gray slightly silty fine sand to silty fine sand with -- -- organics (topsoil) 2 Light brown to very dark brown fine sand to fine sand with silt A-3 I S Dark brown to very dark brown weakly -cemented fine sand to fine 3 sand with silt [hardpan -type] A-3 S 4 Light gray to dark brown fine sand with clay A-2-4 S 5 Light brown to very dark gray clayey fine sand A-2-6 P Soils encountered in the borings performed along the proposed alignment of 20' Avenue SW typically included suitable sandy soils with variable amounts of clayey and 'silty fine sands (AASHTO Classifications A-3 and A-2-4, Soil Strata Nos. 2 through 4) overlying plastic clayey fine sand soils (A-2-6, Soil Stratum No. 5). Soil Strata Nos. 2 through 4 (A-3 and A-24) may be considered as select materials based on FDOT criteria (Index 505). The use of these soils relative to embankment construction should be in accordance with FDOT Standard Index 505. We note that, while Soil Stratum No. 4 (A-24) is considered as select material based on FDOT criteria, it is our opinion that this soil type can be problematic for roadway construction. The clay content is sufficient that this stratum will retain moisture resulting in compaction difficulties. Recommendations relative to the use of clayey soils are presented below in Section 4.4. Organic material or "topsoil" was encountered at the surface along the majority of the project site to depths of about 6 to 12 inches. The topsoil should be stripped from the proposed alignment and not be used for roadway construction or utility backfill. The removal of topsoil and any other organic soils as encountered (i.e., muck) should be accomplished in accordance with FDOT Standard Index 500, unless otherwise noted on the plans. Indian River County File No. 06-5699 4.2 Groundwater Control -5- The groundwater level was measured in the boreholes on the date drilled after stabilization of the downhole water level. As shown on Figure 5, the measured groundwater level in the auger borings was at approximate depths ranging from 2.5 to 5.2 feet. 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. Some form of groundwater control (dewatering) will likely be required during construction, particularly for utility construction and roadway construction during the wet season. Means and methods of groundwater and surface water control should be the responsibility of the contractor. We suggest that the contractor be made aware of the presence of clayey and hardpan soils present through portions of the project corridor. Such material may influence the dewatering methods used during the project. 4.3 Typical Seasonal High Water Table 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 flood level would be 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 boring logs and the soil survey, we preliminarily estimate the normal seasonal high groundwater level at the site to be approximately 1 foot above the groundwater levels measured in the boreholes at the time of our field exploration. The estimated normal seasonal high groundwater table levels are shown on the boring profiles on Figure 5. We recommend additional explorations be conducted during design to further evaluate the normal seasonal high groundwater table estimate. If requested, Ardaman can verify the plotting of the estimated seasonal high groundwater levels on the cross sections. Also, we can verify that the bottom of the proposed base material elevation has proper separation from the seasonal high groundwater elevation, or make recommendations for special base treatment in deficient areas. We note that water will likely "perch" temporarily atop the shallow clayey and hardpan soils at the site, at depths shallower than the estimated normal seasonal high groundwater level, during periods of heavy or prolonged rainfall. Indian River County File No. 06-5699 4.4 Construction Considerations -6- Roadway construction should be performed in accordance with the appropriate sections of the current edition of the Florida Department of Transportation (FDOT) Standard Specifications for Road and Bridge Construction. In accordance with these specifications, the removal of any organic materials (A-8 soils) including topsoil as encountered, and any plastic (A-2-6 and A-2-7) and high plastic soil should be accomplished in accordance with FDOT Standard Index 500 unless otherwise indicated on the plans. Backfill should generally consist of select material (A-3 and A-24) compacted in accordance with Section 120-9 of the Standard Specifications. In-place density tests should be performed on the fill soils to verify the specified degree of compaction. The minimum density test frequency should be in accordance with the FDOT Materials, Sampling, Testing, and Reporting Guide. Fill Placement and Side Slopes for Embankment Construction are presented in the FDOT Standard Index 505. As mentioned above, A-24 type soils and hardpan -type soils will likely be encountered along much of the alignment within the upper 6 feet (referenced from existing ground surface). The A-24 type soils can be used for roadway construction using strict moisture control (in-place moisture near optimum moisture content as determined by the Proctor test). Special compaction equipment (i.e., sheepsfoot-type rollers, etc.) and allowing time for the material to dry sufficiently may also be needed to use these soils in construction. If A-24 soils excavated from below the groundwater table are to be used for embankment fill, we recommend stockpiling the excavated clayey/silty soils as high as possible so as to increase the rate of drainage. Prior to their use, the -soils should be spread out and disced to further reduce moisture levels. Nevertheless, soil with high percentage of fines will be slow in draining and may present problems during compaction efforts. We note that the weakly -cemented, hardpan -type soils can be problematic for several reasons. Hardpan can be difficult to excavate, often requiring special equipment; especially in confined excavations such as utility trenches. Excavated hardpan -type soils are often cobble to boulder -size chunks of cemented soils which are not easily broken down for re -use as structural fill. In addition, when pulverized into fragments that can be compacted to an adequately dense matrix, the in-place soil often fails the relative compaction test because during laboratory preparation, the soil is pulverized into smaller particles, resulting in a denser laboratory matrix than that which can be achieved in the field. Alternative acceptance criteria may need to be used for hardpan -type soils used as fill. This criteria would need to be developed on a site specific basis after observing the contractor's earthwork methodology and the nature and condition of the compacted hardpan -type soils. Should any water -filled canals or ditches be reclaimed (or filled) for roadway construction, we recommend conducting further explorations relative to the soils beneath and within the canals, including additional soil borings and canal bottom probes. We also recommend that the designer add notes to the plans relative to potential difficulty in dewatering, using strict moisture control and any special compaction equipment for A-2-4 soils, maintaining positive site drainage, excavation of hardpan -type soils and wrapping pipe joints. ,c O Va to cc co W N Q QI ¢ Q Q N N N N N U) Q Q Q Q Q N` M ; U lit Ia to m co i Ln f O O U Q Z Z Z Z Z ZLO 11 Ft. ' r L. U. d a d 0. U-) O co uh) N J Z Z Z Z Z Z T M N co N t tp � OilH• K N£%; i O O 00 00 co �. N A �7� i� lvt, CD N ' N ' N N 1 1 1 a It In Ln co 1 If) 1 V Li QfI f _� tir yet z� a :a 160 0 i+ 4 CO i N i 00 � i i W i Gf W O O O O O OCD T t i O i O i O O cu cu Q Ito L. v Ln Ln Ln M O m r Iq O �— ++ rW C"?� T N N N N N N N N M N co ca Z U. L) C y In M Ln co co C Q. 1 1 I LO 1 cI I m 1 � O N G v O N N N N Ln O C N = N vim) L Q) r N N CD M co co In In m O '1 s Lm :z ' Q V1 -1 Z c1 In O co � O O N Ln O O N � N co M (n y m Z Q ¢ Q Q Q Q Q Q Q Q Q N y H F- 1949 USGS QUADRANGLE MAP OF OSLO, FLORIDA N (PHOTOREVISED 1983) SECTION 35 Z TOWNSHIP 33 SOUTH RANGE 39 EAST USGS QUADRANGLE MAP Ardamon & Associates, Inc. Geotechnical, Environmental and Materials Consultants 20th Avenue SW Improvements From 17th Place SW to 25th Street SW Indian River County, Florida , o p 1 1 i � r i• F �t ",moi; I �• �:� , ♦ P F aa FIt r- I y IF C , SOIL SURVEY OF INDIAN RIVER COUNTY, FLORIDA N ISSUED JANUARY 1987 ~ 3 - EAUGALLIE FINE SAND z SOIL SURVEY MAP Ardaman & Associates, Inc. Geotechnical, Environmental and Materials Consultants 20th Avenue SW Improvements From 17th Place SW to 25th Street SW Indian River County, Florida SOIL DESCRIPTIONS SLIGHTLY SILTY O TO SILTY FINE SAND _ WITH ORGANICS (TOPSOIL) aO FINE SAND TO INE SAND 2 WITH SILT (A- FINEKSANDE WITH ESILTI LHARDPAN-TYPE] (A-3) ® FINE SAND WITH CLAY (A-2-4) O CLAYEY FINE SAND (A-2-6) COLORS OA LIGHT BROWN TO BROWN © LIGHT GRAY TO GRAY © DARK BROWN OR DARK GRAY DO VERY DARK BROWN TO BLACK NM . NATURAL MOISTURE CONTENT IN PERCENT (ASTM D-2216) -200 PERCENT PASSI NO. 200 SIEVE SIZE (PERCENT FINES)(ASTM D-1140) OC ORGANIC CONTENT IN PERCENT (ASTM D-2974) LL LIQUID LIMIT IN. PERCENT (ASTM D-423) PI PLASTICITY INDEX IN PERCENT (ASTM D-424) 1 GROUNDWATER LEVEL MEASURED ON DATE DRILLED 2 TYPICAL SEASONAL HIGH GROUNDWATER LEVEL A-3, A-2-4 AASHTO SOIL CLASSIFICATION SYSTEM A-2-6 WHILE THE BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIR RESPECTIVE LOCATIONS AND FOR THEIR RESPECTIVE VERTICAL REACHES, LOCAL VARIATIONS CHARACTERISTIC OF THE SUBSURFACE MATERIALS OF THE REGION ARE ANTICIPATED AND MAY BE ENCOUNTERED. THE BORING LOGS .AND RELATED INFORMATION ARE BASED ON THE DRILLER'S LOGS AND VISUAL EXAMINATION 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 CONDITIONS AT THE DESIGNATED BORING 'LOCATIONS ON THE PARTICULAR DATE DRILLED. GROUNDWATER DEPTHS SHOWN ON THE BORING LOGS REPRESENT GROUNDWATER SURFACES ENCOUNTERED ON THE DATES SHOWN, FLUCTUATIONS IN WATER TABLE LEVELS SHOULD BE ANTICIPATED THROUGHOUT THE YEAR, ABSENCE OF WATER SURFACE DATA ON CERTAIN BORINGS IMPLIES THAT NO GROUNDWATER DATA IS AVAILABLE, BUT DOES NOT NECESSARILY MEAN THAT GROUNDWATER WILL NOT BE ENCOUNTERED AT THESE LOCATIONS OR WITHIN THE VERTICAL REACHES OF THESE BORINGS IN THE FUTURE. LEGEND FOR FIGURE 5 Ardaman & Associates, in Osahahnloal, Environmental and Materials Consultants ROADWAY SOIL SURVEY 20th AVENUE SW IMPROVEMENTS INDIAN RIVER COUNTY, FLORIDA ower -ere mmm en- WBC 11 mm. 10/19/C =N a 0 \ D r I m n m O m INNN a oD 01 .0 M"00 PN L1_.1 11 1 I 1 1 1 1 m o DEPTH FEET v a \D v o o wo NO z v o i N -7 x DO DEPTH --- FEETi p DEPTH ----- FEET o o DEPTH----- FEET o o DEPTH ----- FEET v o \I p a et o m O MIND o U O y,a o N o Min o in o Mtn rlTr-lTf-T-T-7_I .... nTi-TT-r-1-T7"1 .... r1-1-1-T-F-1-7TTI .... err -T -T -n --1-T*- F I - -- =N a 0 \ D r I m n m O m INNN a oD 01 .0 M"00 PN L1_.1 11 1 I 1 1 1 1 m o DEPTH FEET -h a \ D of C N O O On N n m �h a �D s i 1 \N O sO OD m n =N a �D rI \N O W N J m n D mn aN a 10N, D m W N O m O =N a oD \N n o m n O1 -;h p P"� D A I oo001 Ch a �.h a �r of in a 0 p m N O � rl �h a 0 O D mW ow" 0"o Am =M a �h \D D JI wo NO z m m O o i N -7 x DO �N a z➢o � D =N a \I p a et ;in On I1CD XIM O owm f O 0 C ZAP pr "-INi U 'aIn � o O 1— 3 n _T C)_ <� Lam" o m o_ m in In QZ ny U1 0 l➢ o In , DEPTH On 0 -h a \ D of C N O O On N n m �h a �D s i 1 \N O sO OD m n =N a �D rI \N O W N J m n D mn aN a 10N, D m W N O m O =N a oD \N n o m n O1 -;h p P"� D A I oo001 Ch a �.h a �r of in a 0 p m N O � rl �h a 0 O D mW ow" 0"o Am =M a �h \D D JI m m O mA I Zoo F.. 0 A0 �N a � D =N a \I p J\ „h p OI O � m o O m =h a oD oI �h \D 76v =N a oD +off \in �h p oh p _oi -LQr �D -�� D U O > N p �� P I 1 N io� zoa Nep Lon NbT N _- 1.J—L.L�LJ J_L-L..L1—L_L.I_.1J v a FEET DEPTH -- FEET '.M a a \D of 0 ON �:N a 0 D fz _ \ N CP ON—) f) m pi p 0 fffwI \ld O n w m nON �M a of m D m (m O mN a O D \ J 01) O Ip n m uN a �h a O p J\ uN a APPENDIX I Subsurface Exploration Information Subsurface Exploration Information Ardaman & Associates, Inc. Our borings describe subsurface conditions only at the locations drilled and at the time drilled. They provide no information about subsurface conditions below the bottom of the boreholes. At locations not explored, surface conditions that differ from those observed in the borings may exist and should be. anticipated. The information reported on our boring logs is based on our drillers' logs and on visual examination in our laboratory of disturbed soil samples recovered from the borings. The distinction shown on the logs between soil types is approximate only. The actual transition from one soil to another may be gradual and indistinct. The groundwater depth shown on our boring logs is the water level the driller observed in the -borehole when it was drilled. These water levels may have been influenced by the drilling procedures, especially in borings made by rotary drilling with bentonitic drilling mud. An accurate determination of groundwater level requires long-term observation of suitable monitoring wells. Fluctuations in groundwater levels throughout the year should be anticipated. The absence of a groundwater level on certain logs indicates that no groundwater data is available. It does not mean that no groundwater will be encountered at that boring location. 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 to 6 feet) depth, or when access is not available for our truck -mounted drilling equipment. A 3 -inch 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. APPENDIX II Particle Size Analysis Results (ASTM D 422) Ardaman & Associates, Inc. 460 NW Concourse Place, Unit #1 Port St. Lucie, FL 34986 Phone: (772) 878 0072 Fax: (772) 878 0097 - PARTICLE SIZE ANALYSIS OF SOIL (ASTM D 422) Project Name: 20th Avenue SW Improvements File Number: 06-5699 Date Sampled: 10/03/06 Sample Location: A-5, 2 to 5 feet Date Tested: 10/13/06 Sample Description: Very dark brown slightly silty fine sand Tested By: BY US Sieve Size Weight Retained (g) % Weight Retained % Cumulative Weight Retained % Weight Passing 3/4" 0.0 0.0 0.0 100.0 3/8" 0.0 0.0 0.0 100.0 No.4 0.0 0.0 0.0 100.0 No. 10 0.2 0.1 0.1 99.9 No, 20 1.0 0.6 0.7 99.3 No. 40 19.0 11.3 12.0 88.0 No. 60 73.1 43.5 55.5 44.5 No. 100 30.0 17.8 73.3 26.7 No. 140 24.2 14.4 87.7 12.3 No. 200 5.2 3.1 90.8 9.2 Total Sample (g) 168.2 100.0 100 "01 t •d 70 3 .n 60 L d LL 50 .r C d L 40 d a CM 20 liifil 0 0 0 N •fid' cooIt N f. 6N W e0 M Z Z Z Z Z Z Z Z �-i Th ff 10.000 1 1.000 Grain Size in Millimeters 0.100 0.010 Ardaman & Associates, Inc. 460 NW Concourse Place, Unit #1 Port St. Lucie, FL 34986 Phone: (772) 878 0072 Fax: (772) 878 0097 PARTICLE SIZE ANALYSIS OF SOIL (ASTM D 422) Project Name: 20th Avenue SW Improvements File Number: 06-5699 Date Sampled: 10/03/06 Sample Location: A-10, 4 to 6 feet Date Tested: 10/13/06 Sample Description: Brown slightly clayey fine sand Tested By: BY US Sieve Size Weight Retained (g) % Weight Retained % Cumulative Weight Retained % Weight Passing 3/4" 0.0 0.0 0.0 100.0 3/8" 0.0 0.0 0.0 100.0 No.4 0.3 0.1 0.1 99.9 No, 10 0.5 0.2 0.3 99.7 No. 20 1.1 0.4 0.6 99.4 No. 40 39.1 13.0 13.6 86.4 No. 60 145.2 48.2 61.8 38.2 No. 100 43.2 14.3 76.2 23.8 No, 140 30.3 10.1 86.3 13.7 No, 200 8.2 2.7 89.0 11.0 Total Sample (g) 301.1 100.0 100 I:IlI r °1 70 a 60 m c ii 50 UL c 40 0 IL 30 20 10 v 100.000 I I I 10.000 1.000 0.100 Grain Size In Millimeters 0.010 •p o 0 0 r N tt N coo Go coC7 z z z z z z z z 100 I:IlI r °1 70 a 60 m c ii 50 UL c 40 0 IL 30 20 10 v 100.000 I I I 10.000 1.000 0.100 Grain Size In Millimeters 0.010 Ardaman & Associates, Inc. 460 NW Concourse Place, Unit #1 Port St. Lucie, FL 34986 Phone: (772) 878 0072 Fax: (772) 878 0097 PARTICLE SIZE ANALYSIS OF SOIL (ASTM D 422) Project Name: 20th Avenue SW Improvements File Number: 06-5699 Date Sampled: 10/03/06 Sample Location: A-15, 0.5 to 4 feet Date Tested: 10/13/06 Sample Description: Very dark gray clayey fine sand Tested By: BY US Sieve Size Weight Retained (g) % Weight Retained % Cumulative Weight Retained % Weight Passing 3/4" 0.0 0.0 0.0 100.0 3/8" 0.0 0.0 0.0 100.0 No.4 0.0 0.0 0.0 100.0 No, 10 0.3 0.1 0.1 99.9 No. 20 1.8 0.8 0.9 99.1 No. 40 20.4 8.8 9.7 90.3 No. 60 80.6 34.9 44.6 55.4 No. 100 29.0 12.5 57.1 42.9 No. 140 30.3 13.1 70.2 29.8 No. 200 7.2 3.1 73.4 10 26.6 Total Sample (g) 231.2 100.0 100 M M t •� 70 .n 60 Immd C ai 50 GINOC d L 40 0 CL K%1 10 N d' CO r r N t M Z Z Z Z Z Z Z Z ---TT]7 10.000 1.000 Grain Size in Millimeters 0.100 0.010 LV Ardaman & Associates, Inc. 460 NW Concourse Place, Unit #1 Port St. Lucie, FL 34986 Phone: (772) 878 0072 Fax: (772) 878 0097 PARTICLE SIZE ANALYSIS OF SOIL (ASTM D 422) Project Name: 20th Avenue SW Improvements File Number: 06-5699 Date Sampled: 10/03/06 Sample Location: A-18, 2.5 to 4 feet Date Tested: 10/13/06 Sample Description: Very dark brown weakly cemented slightly siltv fine sand 11ardnnn-ttimAi Tested By: BY US Sieve Size 3/4" Weight Retained (g) 0.0 % Weight Retained 0.0 % Cumulative Weight Retained 0.0 % Weight Passing 100.0 3/8" 0.0 0.0 0.0 100 - .0 No.4 0.0 0.0 0.0 100.0 No. 10 0.4 0.2 0.2 99.8 No, 20 1.6 0.8 1.0 99.0 No, 40 32.1 16.7 17.8 82.2 No. 60 72.2 37.6 55.3 44.7 No. 100 35.2 18.3 73.7 26.3 No, 140 26.8 14.0 87.6 12.4 No. 200 7.6 4MMft1ftw.0 91.6ww�w 8.4 Total Sample (g) 192.1 . 100.0 lith �*A$ r.+ t •d 70 60 d C ii 50 c a� d 40 a 30 20 / H11111141116 o 0 0 CM 4zr co 0 00 0 0 ) Z Z Z Z Z Z Z Z I 10.000 1.000 Grain Size in Millimeters 0.100 0.010 a 'u Ardaman & Associates, Inc. 460 NW Concourse Place, Unit #1 P ort St. Lucie, FL 34986 Phone: (772) 878 0072 Fax: (772) 878 0097 PARTICLE SIZE ANALYSIS OF SOIL (ASTM D 422) Project Name: 20th Avenue SW Improvements Fife Number: 06-5699 Sample Location: A-30, 2 to 3.5 feet Very dark brown weakly cemented slightly Sample Description: silty fine sand [Hardpan -type] Date Sampled: 10/04/06 Date Tested: 10/13/06 Tested By: BY US Sieve Size Weight Retained (g) % Weight Retained % Cumulative Weight Retained % Weight Passing 3/4" 0.0 0.0 0.0 100.0 3/8" 0.0 0.0 0.0 100,0 No.4 0.0 0.0 0.0 100.0 No. 10 1.2 0.4 0.4 99.6 No. 20 2.5 0.9 1.3 98.7 No. 40 32.3 11.0 12.3 87.7 No. 60 127.3 43.4 55.6 44.4 No. 100 50.8 17.3 72.9 27.1 No. 140 43.6 14ass,.9 87.8 12.2 No. 200 11.6 4.0 91.7 8.3 Total Sample (g) 293.6 100.0 100 2W r •m 70 0 60 L d C fi 50 ow C d i 40 m a 30 20 10 10.000 1.000 Grain Size in Millimeters 0.100 0.010 0 0 0 tt N dam' CSO tb c 7 C�9 Z Z Z Z Z Z Z Z 100 2W r •m 70 0 60 L d C fi 50 ow C d i 40 m a 30 20 10 10.000 1.000 Grain Size in Millimeters 0.100 0.010