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1820 Ocean Grove Dr. RES21-0003 narrative.lotdrainagedesign.2.3.21 (6 of 7)_12670 ROSSELLE STREET, Suite 8 Jacksonville FL 32204 Ph: 904-551-4945 Civil Design and Construction Management Professionals February 2, 2021 Atlantic Beach Site Drainage Improvements In-Fill Lots Lot Address: 1820 Ocean Grove Drive Atlantic Beach, FL NARRATIVE: The attached calculations are provided to support the lot drainage design at 1820 Ocean Grove Drive in the City of Atlantic Beach, FL. The calculations were performed utilizing the equations in the city ordinance sec 24-66(b). The referenced project site was vacant and the calculations utilized this as the predevelopment condition. The total lot area shown in the pre and post calculations was calculated from the table in the survey. The proposed project will construct a home, driveway, and stormwater storage facility. The runoff coefficient was provided based on the impervious values and associated coefficients of sec 24-66(b) of the code. ______________________________ Reynold D. Peterson, Sr Project Manager FL P.E. # 84559 Comp. By: Date: Public Works Department City of Atlantic Beach Permit No:RES21-003 Address:1820 Ocean Grove Drive Required Storage Volume Criteria: Section 24-66 of the City of Atlantic Beach's Zoning, Subdivsion, and Land Development Regulations requires that stormwater runoff from impervious areas be stored onsite. Volume to be retained is as follows: V = CAR/12 which is the Modified Rational Method for estimating stormwater runoff Where: V = Volume of Runoff to be stored (cubic feet) C = Runoff Coefficient, 0.92, the difference between impervious area (C=1.0) and undeveloped conditions (C=0.08). A = Impervious Area (square feet) R= 25-yr / 24-hr rainfall depth (9.3 inches for Atlantic Beach) Onsite Storage Volume Required for Impervious Area: Lot Area = 7,500 ft2 Impervious Area (A) = 3,312 ft2 =44.2% V = 0.92 x 3,312.0 x9.3/ 12 V = 2,361 ft3 Provided Storage: Area 1 - FRONT Area Storage Sideslope:4 :1 (ft)(ft2) (ft 3) 10.0 69 BOTTOM size:X 11.0 267 TOB size:X Area 2 - BACK Area Storage (ft) (ft 2) (ft 3) 8.8 198 BOTTOM size:X 11.0 769 TOB size:X Area 3 - Relative Elev. Area Storage (ft) (ft 2) (ft 3) 0.0 0 BOTTOM size:0 X 0 0.0 0 TOB size:0 X 0 Inground Storage: = A*d/pf Total Storage Area at TOB (A) =1036.0 ft2 Depth to ESHWT from BOTTOM (d) =3.0 ft, default is 2.0 ft, verify onsite ESHWT Pore Factor (pf) = 0.4 default is 0.4 Inground Storage Provided =1243.2 ft3 Required Treatment Volume =2,361 ft3 Supplied Treatment Volume =2,475 ft3 168 1,064 0 2/2/2021 Retention 1820 Ocean Grove Dr 2/2/2021 L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing REPORT OF GEOTECHNICAL EXPLORATION 1820 OCEAN GROVE DRIVE ATLANTIC BEACH, FLORIDA LEGACY PROJECT NO. 20-1252.1 Prepared for: Pinnacle Homes 265 Edge of Woods Road St. Augustine, Florida 32092 Prepared by: Legacy Engineering, Inc. 6424 Beach Boulevard Jacksonville, Florida 32216 Phone: 904.721.1100 www.legacyengineeringinc.com November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 November 2, 2020 Mr. Tim Quinn Pinnacle Homes 265 Edge of Woods Road St. Augustine, Florida 32092 Report of Geotechnical Exploration and Engineering Services 1820 Ocean Grove Drive Atlantic Beach, Florida Legacy Project No. 20-1252.1 Dear Mr. Quinn: As requested, Legacy Engineering, Inc. has completed a geotechnical exploration for the subject project. The exploration was performed to evaluate the general subsurface conditions within the area of the proposed house structure, and to provide guidelines to facilitate foundation support and earthwork preparation. We appreciate this opportunity to be of service as your geotechnical consultant on this phase of the project. If you have any questions, or if we may be of any further service, please contact us. Sincerely: Legacy Engineering, Inc. Jared Pitts, E.I. John E. Ellis II, P.E. Geotechnical Engineer Licensed, Florida No. 45202 L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive Table of Contents 1.0 PROJECT INFORMATION .............................................................................................1 1.1 SITE LOCATION AND DESCRIPTION ............................................................................................................... 1 1.2 PROJECT DESCRIPTION .................................................................................................................................. 1 2.0 FIELD EXPLORATION....................................................................................................1 3.0 LABORATORY TESTING ...............................................................................................1 4.0 GENERAL SUBSURFACE CONDITIONS ....................................................................1 4.1 GENERAL SOIL PROFILE ................................................................................................................................ 1 4.2 GROUNDWATER LEVEL ................................................................................................................................. 2 5.0 BUILDING AREA RECOMMENDATIONS ..................................................................2 5.1 GENERAL ...................................................................................................................................................... 2 5.2 BUILDING FOUNDATIONS .............................................................................................................................. 2 5.2.1 BEARING PRESSURE...................................................................................................................................... 2 5.2.2 FOUNDATION SIZE ........................................................................................................................................ 3 5.2.3 BEARING DEPTH ........................................................................................................................................... 3 5.2.4 BEARING MATERIAL ..................................................................................................................................... 3 5.2.5 SETTLEMENT ESTIMATES ............................................................................................................................. 3 5.3 SITE PREPARATION FOR SHALLOW FOUNDATIONS ........................................................................................ 4 6.0 LIMITATIONS ...................................................................................................................5 APPENDIX A ................................................................................................................................. I FIELD EXPLORATION PLAN ....................................................................................................................................... I GENERALIZED SOIL PROFILES .................................................................................................................................. I TEST BORING RECORDS ............................................................................................................................................. I APPENDIX B ............................................................................................................................... II KEY TO SOIL CLASSIFICATION ................................................................................................................................. II FIELD AND LABORATORY TEST PROCEDURES ...................................................................................................... II L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 20-1252 1 November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive 1.0 PROJECT INFORMATION 1.1 Site Location and Description The site for the subject project is located at 1820 Ocean Grove Drive in Atlantic Beach, Florida. The subject site is relatively cleared with vegetation consisting of grass and a few scattered trees. Adjacent properties are occupied by existing residential structures. Based on visual observations, the site is relatively level. 1.2 Project Description Project information has been provided to us in discussions with you. Based on the information provided to us, we understand the proposed project will consist of constructing a single-family residential structure at the subject site. Construction of the proposed home will likely consist of concrete-masonry-units (CMU) and/or timber framing. We have not been provided with detailed foundation loading information; therefore, we have assumed the wall, column, and floor slab loads will not exceed 3.0 klf, 40.0 kips, and 40 psf, respectively. We have assumed approximately 2 feet of fill above existing grade will be required within the area of the proposed house. 2.0 FIELD EXPLORATION In order to explore the subsurface conditions within the area of proposed construction, 3 Standard Penetration Test (SPT) borings (B1 through B3) were conducted to depths of 20 feet each below existing grade. The borings were located by measurement from existing site features, and should be considered accurate to the degree implied by the method utilized. The SPT borings were conducted in accordance with ASTM D 1586. The subsurface conditions encountered at each boring location, and the recorded groundwater levels, are presented on the Generalized Soil Profiles and Test Boring Records in Appendix A. 3.0 LABORATORY TESTING Soil samples recovered during the field exploration were visually classified in accordance with ASTM D 2488. The results of the testing are presented on the Test Boring Records and the Generalized Soil Profiles in Appendix A. 4.0 GENERAL SUBSURFACE CONDITIONS 4.1 General Soil Profile The boring locations and general subsurface conditions that were encountered are graphically illustrated on the Field Exploration Plan and Generalized Soil Profiles. A relatively detailed description of the encountered subsurface conditions is presented on the Test Boring Records. When reviewing these records, it should be understood the soil conditions may change significantly between the boring locations. The following discussion summarizes the soil conditions encountered. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 20-1252 2 November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive In general, the borings encountered very loose to firm fine sand (SP) and fine sand with silt (SP-SM) throughout the boring exploration depths of 20 feet. Topsoil was encountered at the boring locations within the upper 2 inches. 4.2 Groundwater Level The groundwater level was measured at the boring locations, subsequent to boring completion, at depths of 4.8 to 5 feet below existing grade. The depth of the groundwater level encountered at each boring location is presented on the Generalized Soil Profiles and the Test Boring Records. The groundwater table will fluctuate depending on tidal fluctuations, seasonal variations, adjacent construction, surface water runoff, etc. Based on the results of our borings, review of available published data, and our experience, we estimate the seasonal high groundwater level at the boring to locations to be at a depth of approximately 4 feet below existing grade. 5.0 BUILDING AREA RECOMMENDATIONS 5.1 General The following recommendations are made based upon a review of the attached soil test data, our understanding of the proposed construction, and experience with similar projects and subsurface conditions. If the structural loads, construction locations, or grading information change from those discussed previously, we request the opportunity to review and possibly amend our recommendations with respect to those changes. Please report to us any conditions encountered during construction that were not observed during the performance of the borings. We will review, and provide additional evaluation as required. 5.2 Building Foundations Based on the results of the subsurface exploration, we consider the subsurface conditions at the site favorable for support of the proposed structure when constructed on a properly designed shallow foundation system. Provided the soils are prepared in accordance with the Site Preparation Section of this report, the following parameters may be used for foundation design. 5.2.1 Bearing Pressure The maximum allowable net soil bearing pressure for shallow foundations should not exceed 2,500 pounds per square foot (psf). Net bearing pressure is defined as the soil bearing pressure at the base of the foundation in excess of the natural overburden pressure. The foundations should be designed based upon the maximum load that could be imposed by all loading conditions. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 20-1252 3 November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive 5.2.2 Foundation Size The minimum widths recommended for any isolated column footing and continuous wall footings are 24 inches and 12 inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations. 5.2.3 Bearing Depth The foundations should bear at a depth of at least 12 inches below the grade existing at the time of our exploration. We recommend stormwater and surface water be diverted away from the building exterior, both during and after construction, to reduce the possibility of erosion adjacent to exterior footings. 5.2.4 Bearing Material The foundations may bear on either the compacted suitable in-place natural soils or compacted structural fill. The bearing level soils, after compaction, should exhibit densities of at least 95 percent of the maximum dry density as determined by ASTM D 1557 (Modified Proctor), to the depth described subsequently in the Site Preparation section of the report. In addition to compaction, the bearing soils must exhibit stability and be free of “pumping” conditions. 5.2.5 Settlement Estimates Post-construction settlement of the structure will be influenced by several interrelated factors, such as (1) subsurface stratification and strength/compressibility characteristics of the bearing soils; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; (3) site preparation and earthwork construction techniques used by the contractor, and (4) external factors, including but not limited to vibration from offsite sources and groundwater fluctuations beyond those normally anticipated for the naturally-occurring site and soil conditions which are present. Our settlement estimates for the structure are based upon the use of successful adherence to the site preparation recommendations presented later in this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlement of the structure. Due to the sandy nature of the surficial soils, following the compaction operations, we expect a significant portion of settlement to be elastic in nature. This settlement is expected to occur relatively quickly, upon application of the loads, during and immediately following construction. Using the recommended maximum bearing pressure, the presented maximum structural loads, and the field test data which we have correlated to the strength and compressibility characteristics of the subsurface soils, we estimate the total settlements of the structure to be approximately one inch or less. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 20-1252 4 November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive Differential settlement results from differences in applied bearing pressures and the variations in the compressibility characteristics of the subsurface soils. Based on the subsurface conditions as determined by the borings, it is anticipated that differential settlements will be within tolerable limits. 5.3 Site Preparation for Shallow Foundations We recommend the following site preparation guidelines for the proposed building area: 1.It is recommended the groundwater depth should be maintained at least two feet below the depth of excavation required and two feet below compacted surfaces. Temporary groundwater control measures should be implemented, as required. 2.Strip the proposed construction limits of all grass, roots, topsoil, and other deleterious materials from within, and extending at least 5 feet beyond, the perimeter of the proposed structure. Expect initial clearing and grubbing to average depths of approximately 6 to 9 inches. 3.Compact the exposed surface using a 5-ton roller with vibration turned off or tracked equipment. The upper one foot of soils below the exposed surface (after stripping and grubbing) within the building area should be improved to achieve a minimum compaction requirement of 95% of the Modified Proctor Test (ASTM D 1557). We recommend the compacted soils exhibit moisture contents within 2 percent of the optimum moisture content as determined by the Modified Proctor Test (ASTM D 1557). Should the soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated and (1) the disturbed soils removed and backfilled with dry structural fill soils which are then compacted, or (2) the excess moisture content within the disturbed soils allowed to dissipate before recompacting. 4.Test the compacted surface for density at a minimum of one location per 2,500 square feet of the proposed building area (minimum of three locations). 5.Place structural fill in loose lifts not exceeding a thickness of 8 inches if using tracked equipment or 12 inches if using a drum roller and compact until finished subgrade is achieved. Structural fill and backfill is typically defined as non-plastic, inorganic, granular soil having less than 10 percent material passing the No. 200 mesh sieve and containing less than 4 percent organic material. Typically, the material should exhibit moisture contents within 2 percent of the Modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) have been achieved within each foot of the compacted structural fill. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 20-1252 5 November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive 6.Perform density tests within each lift of permanent fill at a minimum of one location per 2,500 square feet of the proposed building area (minimum of three locations). 7.Excavate, compact and test footing excavations for density to a depth of one foot below bearing level. We recommend that you test one out of every four column footings and perform one test per every 100 linear feet of wall footing. Compaction operations in confined areas, such as footing excavations, can best be performed with a lightweight vibratory sled or other hand-held compaction equipment. 6.0 LIMITATIONS We have conducted the geotechnical engineering in accordance with principles and practices normally accepted in the geotechnical engineering profession. Our analysis and recommendations are dependent on the information provided to us. Legacy Engineering, Inc. is not responsible for independent conclusions or interpretations based on the information presented in this report. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 20-1252 i November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive APPENDIX A FIELD EXPLORATION PLAN GENERALIZED SOIL PROFILES TEST BORING RECORDS Reference Plan Created Using Provided File Date: 11-2-2020 Proj. No.: 20-2052 Figure 1 Approximate SPT Boring Locations Geotechnical & Materials Engineering & Testing Field Exploration Plan L E G A C Y Engineering, Inc. 1820 Ocean Grove Drive Atlantic Beach, Florida FIELD EXPLORATION PLAN B1 B2 B3 B1 N =4 N =10 N =7 N =7 N =26 N =61 N =85 1 2 2 3 3 4 6 6 4 4 3 2 1 2 5 6 4 10 16 10 20 41 16 35 50 B2 N =11 N =12 N =8 N =7 N =10 N =26 N =50-5" 1 2 9 6 3 7 5 5 4 4 4 4 3 3 4 4 2 3 7 5 9 17 17 35 50-5" B3 N =7 N =3 N =7 N =7 N =11 N =29 N =50-5" 1 3 4 3 2 2 1 3 2 3 4 4 2 3 4 8 6 4 7 4 11 18 20 50-5" 0 4 8 12 16 20 24 De p t h i n F e e t 0 4 8 12 16 20 24 D e p t h i n F e e t Strata symbols Topsoil Fine SAND (SP) Fine SAND with Silt (SP-SM) Ground Water Depth Legacy Engineering, Inc. GENERALIZED SOIL PROFILE HORIZONTAL DRAWN BY/APPROVED BY DATE DRAWNSCALE: VERTICAL 11/2/2020SCALE:1"=4'JEEII/JEEII 1820 Ocean Grove Drive Atlantic Beach, Florida PROJECT NO. 20-1252 FIGURE NUMBER 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Topsoil Very Loose Gray Fine SAND with Trace of Roots (SP) Loose Light Gray Fine SAND (SP) Loose Brown Fine SAND (SP) Very Firm to Very Dense Grayish Brown Fine SAND (SP) 1 2 3 4 5 6 1 2 2 3 3 4 6 6 4 4 3 2 1 2 5 6 4 10 16 10 20 41 4 10 7 7 26 61 L E G A C Y TEST BORING RECORD JOB NO.20-1252 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B1 Project 1820 Ocean Grove Drive Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 10/19/20 Ground Elevation N/A Datum N/A Boring Completed 10/19/20 Groundwater Depth 5 Feet Driller DK Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Ellis II, P.E. REMARKS:BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113 BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMER Ground Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. ELEV. (FT) DEPTH (FT)MATERIAL DESCRIPTION SO I L SY M B O L SA M P L E NO . BLOWS / 6-INCH STANDARD PENETRATION TEST BLOW COUNT 2 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Very Firm to Very Dense Grayish Brown Fine SAND (SP), Continued Boring Terminated at 20 Feet 7 16 35 50 85 L E G A C Y TEST BORING RECORD JOB NO.20-1252 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B1 Project 1820 Ocean Grove Drive Sheet 2 of ELEV. (FT) DEPTH (FT)MATERIAL DESCRIPTION SO I L SY M B O L SA M P L E NO . BLOWS / 6-INCH STANDARD PENETRATION TEST BLOW COUNT 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Topsoil Firm Grayish Brown Fine SAND with Trace of Concrete Fragments (SP) Firm Brown and Light Gray Fine SAND (SP) Loose Brown Fine SAND (SP) Very Firm to Very Dense Grayish Brown Fine SAND (SP) 1 2 3 4 5 6 1 2 9 6 3 7 5 5 4 4 4 4 3 3 4 4 2 3 7 5 9 17 11 12 8 7 10 26 L E G A C Y TEST BORING RECORD JOB NO.20-1252 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B2 Project 1820 Ocean Grove Drive Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 10/19/20 Ground Elevation N/A Datum N/A Boring Completed 10/19/20 Groundwater Depth 4.9 Feet Driller DK Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Ellis II, P.E. REMARKS:BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113 BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMER Ground Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. ELEV. (FT) DEPTH (FT)MATERIAL DESCRIPTION SO I L SY M B O L SA M P L E NO . BLOWS / 6-INCH STANDARD PENETRATION TEST BLOW COUNT 2 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Very Firm to Very Dense Grayish Brown Fine SAND (SP), Continued Boring Terminated at 20 Feet 7 17 35 50-5" 50-5" L E G A C Y TEST BORING RECORD JOB NO.20-1252 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B2 Project 1820 Ocean Grove Drive Sheet 2 of ELEV. (FT) DEPTH (FT)MATERIAL DESCRIPTION SO I L SY M B O L SA M P L E NO . BLOWS / 6-INCH STANDARD PENETRATION TEST BLOW COUNT 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Topsoil Loose Grayish Brown Fine SAND (SP) Very Loose Gray Fine SAND (SP) Loose Light Gray Fine SAND (SP) Firm Light Gray Fine SAND (SP) Very Firm to Very Dense Grayish Brown Fine SAND with Silt (SP-SM) 1 2 3 4 5 6 1 3 4 3 2 2 1 3 2 3 4 4 2 3 4 8 6 4 7 4 11 18 7 3 7 7 11 29 L E G A C Y TEST BORING RECORD JOB NO.20-1252 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B3 Project 1820 Ocean Grove Drive Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 10/19/20 Ground Elevation N/A Datum N/A Boring Completed 10/19/20 Groundwater Depth 4.8 Feet Driller DK Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Ellis II, P.E. REMARKS:BORING & SAMPLING: ASTM D1586/CORE DRILLING: ASTM D2113 BLOW COUNT IS THE NUMBER OF BLOWS OF 140 LB. HAMMER Ground Water Table FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. ELEV. (FT) DEPTH (FT)MATERIAL DESCRIPTION SO I L SY M B O L SA M P L E NO . BLOWS / 6-INCH STANDARD PENETRATION TEST BLOW COUNT 2 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Very Firm to Very Dense Grayish Brown Fine SAND with Silt (SP-SM), Continued Boring Terminated at 20 Feet 7 20 50-5"50-5" L E G A C Y TEST BORING RECORD JOB NO.20-1252 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B3 Project 1820 Ocean Grove Drive Sheet 2 of ELEV. (FT) DEPTH (FT)MATERIAL DESCRIPTION SO I L SY M B O L SA M P L E NO . BLOWS / 6-INCH STANDARD PENETRATION TEST BLOW COUNT 2 L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 20-1252 ii November 2, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1820 Ocean Grove Drive APPENDIX B KEY TO SOIL CLASSIFICATION FIELD AND LABORATORY TEST PROCEDURES Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 KEY TO SOIL CLASSIFICATION CORRELATION OF PENETRATION WITH RELATIVE DENSITY & CONSISTENCY SANDS AND GRAVEL SILTS AND CLAYS BLOW COUNT RELATIVE DENSITY BLOW COUNT CONSISTENCY 0-4 VERY LOOSE 0-2 VERY SOFT 5-10 LOOSE 3-4 SOFT 11-20 FIRM 5-8 FIRM 21-30 VERY FIRM 9-15 STIFF 31-50 DENSE 16-30 VERY STIFF OVER 50 VERY DENSE 31-50 HARD OVER 50 VERY HARD PARTICLE SIZE IDENTIFICATION (UNIFIED CLASSIFICATION SYSTEM) CATEGORY DIMENSIONS Boulders Diameter exceeds 12 inches Cobbles 3 to 12 inches Gravel Coarse – 0.75 to 3 inches in diameter Fine – 4.76 mm to 0.75 inch diameter Sand Coarse – 2.0 mm to 4.76 mm diameter Medium – 0.42 mm to 2.0 mm diameter Fine – 0.074 mm to 0.42 mm diameter Silt and Clay Less than 0.074 mm (invisible to the naked eye) MODIFIERS These modifiers provide our estimate of the amount of minor constituent (sand, silt, or clay size particles) in the soil sample PERCENTAGE OF MINOR CONSTITUENT MODIFIERS 0% to 5% No Modifier 5 % to 12 % With Silt, With Clay 12% to 30% Silty, Clayey, Sandy 30% to 50% Very Silty, Very Clayey, Very Sandy APPROXIMATE CONTENT OF OTHER MODIFIERS APPROXIMATE CONTENT OF COMPONENTS (SHELL, GRAVEL, ETC.) ORGANIC COMPONENTS 0% to 5% TRACE 1 to 2% 5% to 12% FEW 2% to 4% 12% to 30% SOME 4% to 8% 30% to 50% MANY >8% FIELD AND LABORATORY TEST PROCEDURES Penetration Borings The penetration borings were made in general accordance with ASTM D 1586-67, “Penetration Test and Split-Barrel Sampling of Soils”. Each boring was advanced to the water table by augering and, after encountering the groundwater table, further advanced with a rotary drilling technique that uses a circulating bentonite fluid for borehole flushing and stability. At two-foot intervals within the upper 10 feet and at five-foot intervals thereafter, the drilling tools were removed from the borehole and a split- barrel sampler inserted to the borehole bottom. The sampler was then driven 18 inches into the material using a 140-pound SPT hammer falling, on the average, 30 inches per hammer blow. The number of hammer blows for the final 12 inches of penetration is termed the “penetration resistance, blow count, or N-value”. This value is an index to several in-place geotechnical properties of the material tested, such as relative density and Young’s Modulus. After driving the sampler 18 inches (or less, if in hard rock or rock-like material) at each test interval, the sampler was retrieved from the borehole and a representative sample of the material within the split-barrel was placed in a watertight container and sealed. After completing the drilling operations, the samples for each boring were transported to our laboratory where our Geotechnical Engineer examined them in order to verify the driller’s field classifications. The samples will be kept in our laboratory for a period of two months after submittal of formal written report, unless otherwise directed by the Client. Soil Classification Soil samples obtained from the performance of the borings were transported to our laboratory for observation and review. An engineer, registered in the State of Florida and familiar with local geological conditions, conducted the review and classified the soils in accordance with ASTM 2488. The results of the soil classification are presented on the boring records.