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1725 Beach Ave RES20-0065 Drainage RevisionRevision Request/Correction to Comments City of Atlantic Beach Building Department 800 Seminole Rd, Atlantic Beach , FL 32233 **ALL INFORMATION HIGHLIGHTED IN GRAY IS REQUIRED . Phone: {904) 247 -5826 Email: Bu i lding-Dept@coab .us PERMIT#: RES20-0065 0 Rev isio n to Issued Perm it OR D Corrections to Comments Date: ~ , 3u , Zu l \ Project Address : \7 "Z,r bu-bl\..\ (;\✓0° Contractor/Contact Name: __ '6-=-_\ O-""'-----""'--'-LRi=.:....~--=-4----'li---==&J:::....,,oc.....\L_,,,,J'.):..JV,<,,~~j .__ _________ _ Contact Phone : 9\)~\ °)'j] 779 I Emai l: 6 to C'D W\Cfwv<5rJY.!::AJ\L!) tSf\\, LO~ Description of Proposed Rev ision/ Corrections : 1-S_\0~_6_M_~--+-------affirm the revision/correction to com m ents is i nclusive of the propo sed changes. 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' - 5 . • - . • - • - - - - - - - - - - - - - - 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 REPORT OF GEOTECHNICAL EXPLORATION 1725 BEACH AVENUE ATLANTIC BEACH, FLORIDA LEGACY PROJECT NO. 19-1270 Prepared for: McAneny Builders 650 Park Street Jacksonville, Florida 32204 Prepared by: Legacy Engineering, Inc. 6424 Beach Boulevard Jacksonville, Florida 32216 Phone: 904.721.1100 www.legacyengineeringinc.com January 13, 2020 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 January 13, 2020 Mr. Adam Smythers McAneny Builders 650 Park Street Jacksonville, Florida 32204 Report of Geotechnical Exploration and Engineering Services 1725 Beach Avenue Atlantic Beach, Florida Legacy Project No. 19-1270 Dear Mr. Smythers: 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 structures, and to provide guidelines to facilitate foundation support. 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. Jeff S. Jackson, P.E. Geotechnical Engineer Licensed, Florida 51979 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 1725 Beach Avenue TABLE OF CONTENTS 1.0 PROJECT INFORMATION ......................................................................................................................... 1 1.1 SITE LOCATION AND DESCRIPTION ...................................................................................................................................................... 1 1.2 PROJECT DESCRIPTION ........................................................................................................................................................................ 1 2.0 FIELD EXPLORATION ............................................................................................................................... 2 2.1 SOIL BORINGS ..................................................................................................................................................................................... 2 2.2 OBSERVATION WELLS ......................................................................................................................................................................... 2 3.0 LABORATORY INVESTIGATION ............................................................................................................ 2 4.0 GENERAL SUBSURFACE CONDITIONS ................................................................................................ 3 4.1 GENERAL SOIL PROFILE ...................................................................................................................................................................... 3 4.2 GROUNDWATER LEVEL ....................................................................................................................................................................... 3 5.0 SHALLOW FOUNDATION RECOMMENDATIONS FOR DETACHED GARAGE .......................... 3 5.1 GENERAL ............................................................................................................................................................................................. 3 5.2 BUILDING FOUNDATIONS .................................................................................................................................................................... 4 5.3 BEARING PRESSURE............................................................................................................................................................................. 4 5.4 FOUNDATION SIZE ............................................................................................................................................................................... 4 5.5 BEARING DEPTH .................................................................................................................................................................................. 4 5.6 BEARING MATERIAL ............................................................................................................................................................................ 4 5.7 SETTLEMENT ESTIMATES .................................................................................................................................................................... 4 5.8 SITE PREPARATION FOR SHALLOW FOUNDATIONS .............................................................................................................................. 5 6.0 DEEP FOUNDATION RECOMMENDATIONS FOR MAIN HOUSE AND SWIMMING POOL ...... 7 6.1 GENERAL ............................................................................................................................................................................................. 7 6.2 COMPRESSIVE AND UPLIFT CAPACITIES .............................................................................................................................................. 7 6.3 PILE GROUP EFFECTS .......................................................................................................................................................................... 8 6.4 PILE SETTLEMENT ............................................................................................................................................................................... 8 6.5 LATERAL PILE CAPACITY .................................................................................................................................................................... 8 7.0 ACIP PILE CONSTRUCTION RECOMMENDATIONS ......................................................................... 8 7.1 CONSTRUCTION TECHNIQUES .............................................................................................................................................................. 8 7.2 INSTALLATION SEQUENCE ................................................................................................................................................................... 9 7.3 STEEL PLACEMENT .............................................................................................................................................................................. 9 7.4 QUALITY CONTROL ............................................................................................................................................................................. 9 7.5 MEASURED WATER LEVELS .............................................................................................................................................................. 10 8.0 LIMITATIONS............................................................................................................................................. 10 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 19-1270 1 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue 1.0 PROJECT INFORMATION 1.1 Site Location and Description The site for the subject project is located at 1725 Beach Avenue (Parcel A) and includes the lot located immediately across the road (Parcel B) on the western side of Beach Avenue in Atlantic Beach, Florida. Parcel A is primarily cleared of large vegetation in the area of proposed construction; some trees are concentrated within the southwestern portion of the lot. Adjacent properties to the north and south are occupied by existing residential housing while the site is bound to the east by the Atlantic Ocean. Based on topographic information, the western and eastern portions of the subject site slope sharply down to the west and east, respectively, while the central portion of the site is relatively level. Parcel B is undeveloped with the primary form of vegetation being some trees. Adjacent lots to the north and south are undeveloped, while property to the west is occupied by existing residential housing. 1.2 Project Description Project information has been provided to us in discussions with you. We have been provided with a copy of the architectural plan set last dated October 25 th, 2019, prepared by Starr Sanford Design Associates, Inc. The provided drawings show the layout of the proposed construction, existing site features, topographic information, adjacent roadway, and various design details. Based on the information provided to us, we understand the proposed project will consist of constructing a two-story residential structure with a swimming pool at Parcel A and a two- story detached garage at Parcel B. It is anticipated construction will include concrete- masonry-units (CMU) and timber framing. The finished floor elevations within the living areas of the home on Parcel A will range from approximately El. 22.0 to El. 23.0. A garage will be located below the first-floor living space within the northwestern portion of the house. The finished floor elevation of the attached garage will be approximately El. 13.0. It is our understanding a deep foundation system will be utilized for support of the proposed home and pool on Parcel A as a result of its proximity to the Coastal Construction Control Line (CCCL). Based on a review of the FDEP Guidelines for Design Elevations Seaward of the Coastal Construction Control Line, it is estimated the scour elevation within the area of the proposed house construction is El. 5.2. Based on the provided topographical information, we have assumed the ground surface was at El. 19.5 at the time of our exploration. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 2 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue It is anticipated the proposed detached garage at Parcel B will be supported on a shallow foundation. We have not been provided with detailed foundation loading information; therefore, we have assumed the compressive wall, column, and floor loads will not exceed 3.0 klf, 40.0 kips, and 40.0 psf, respectively. We have assumed no more than 3 feet of fill will be required within the area of the proposed detached garage. Topographical information for Parcel B was not provided. Based on limited information, we have assumed a topographical elevation of El. 10 for Parcel B. 2.0 FIELD EXPLORATION 2.1 Soil Borings In order to explore the subsurface conditions within the area of the proposed detached garage, one Standard Penetration Test (SPT) boring (B1) was performed to a depth of 20 feet. Five SPT borings (B2 through B6) were performed to a depth of 50 feet each within the area of the proposed house and pool. 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. 2.2 Observation Wells In order to monitor the groundwater levels at the subject site, 3 observation wells were installed on Parcel A. The observation wells consisted of a 10-foot section of slotted pipe with a 10-foot riser pipe. The wells were installed with a 4-inch auger. The annular space between the observation well and borehole was backfilled with manufactured well sand. A bentonite seal was also placed around the observation well at the ground surface to prevent surface water infiltration. Observation Well Location Groundwater Depth(1) 1/6/20 Groundwater Depth(1) 1/10/20 W1 15.5 feet 15.9 feet W2 16.2 feet 16.9 feet W3 15.7 feet 16.0 feet (1) Distance measured below grade existing at the time of measurement. 3.0 LABORATORY INVESTIGATION 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 Generalized Soil Profiles and the Test Boring Records in Appendix A. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 3 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue 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. Relatively detailed descriptions of the encountered subsurface conditions are 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. In general, the boring performed within the area of the detached garage (B1) encountered very loose to very dense fine sand (SP) throughout the 20-foot boring exploration depth. Topsoil was encountered within the upper 4 inches at the boring location. The borings performed within the area of the proposed house and pool (B2 through B6) generally encountered very loose to very dense fine sand (SP) within the upper 43.5 to 48.5 feet, underlain by loose to very firm fine sand with silt (SP-SM) and fine sand with clay (SP-SC) extending to the boring termination depths of 50.0 feet. As an exception, a layer of firm silty fine sand (SM) was encountered at the location of Boring B7 from a depth of 49.0 feet and extending to the boring termination depth of 50.0 feet. Topsoil was encountered within the upper 3 to 6 inches at the boring locations. 4.2 Groundwater Level The groundwater depth was measured at the boring locations, subsequent to boring completion, at depths varying between 5.3 and 16.0 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 fluctuation, seasonal variations, adjacent construction, surface water runoff, etc. 5.0 SHALLOW FOUNDATION RECOMMENDATIONS FOR DETACHED GARAGE 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. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 4 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue 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. 5.3 Bearing Pressure The maximum allowable net soil bearing pressure for shallow foundations should not exceed 2,000 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. 5.4 Foundation Size The minimum widths recommended for any isolated column footing and continuous wall footings are 24 inches and 16 inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations. 5.5 Bearing Depth The exterior foundations should bear at a depth of at least 12 inches below the exterior final grades and the interior footings should bear at a depth of at least 12 inches below the finish floor elevation to provide confinement to the bearing level soils. 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. 5.6 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. 5.7 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 L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 5 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue 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. 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. 5.8 Site Preparation for Shallow Foundations We recommend the following site preparation guidelines for the proposed detached garage: 1. 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 depths of approximately 6 to 12 inches. 2. Compact the exposed surface using a vibratory drum roller having a minimum static, at- drum weight of 5 tons and a drum diameter of at least 4 feet. It is recommended that repeated passes of the roller be made in one direction, followed by repeated passes of the roller in a direction perpendicular to the initial passes. The upper two feet 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 L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 6 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue excess moisture content within the disturbed soils allowed to dissipate before recompacting. Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified and the existing conditions of the structures be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures and Legacy Engineering, Inc. should be contacted immediately. It is recommended the vibratory roller remain a minimum of 75 feet from existing structures. Within this zone, use of a vibratory roller operating in the static mode is recommended. 3. 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). 4. Place structural fill in loose lifts not exceeding a thickness of 12 inches 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. 5. Perform density tests within each lift of fill at a minimum of one location per 2,500 square feet of the proposed building area (minimum of three locations). 6. 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. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 7 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue 6.0 DEEP FOUNDATION RECOMMENDATIONS FOR MAIN HOUSE AND SWIMMING POOL 6.1 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 project information is different than that previously discussed, or should the location of the proposed construction be changed, 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. It is our opinion a deep foundation system consisting of Augered Cast-in-Place piles (ACIP) would provide the necessary support for the proposed main house and pool structures on Parcel A. ACIP piles typically provide favorable compressive and uplift capacities while their installation produces little disturbance from vibration and noise. The following discussion provides our recommendations for guidance of the pile design and installation. 6.2 Compressive and Uplift Capacities It is estimated that 14-inch and 16-inch ACIP piles, when properly installed to bear in the very dense sand encountered at El. -14.5 to El. -13.5, respectively, could provide allowable compressive and uplift capacities for support of the proposed home and pool structures. The table below summarizes the allowable capacities. The provided allowable capacities include a factor of safety of 2. Pile Diameter Tip Bearing(1) Elevation Allowable Compressive Capacity(2,3) Allowable Uplift Capacity(2,3) 14-Inch El. -13.5 36.0 tons 7.0 tons 16-Inch El. -13.5 46.0 tons 8.0 tons 1. Based on an existing average grade of approximately El. 19.5 at the time of geotechnical exploration. 2. Capacities accounting for scour to El. 5.2. 3. Estimated capacities. The provided capacities are based on soil strength only. The structural integrity of the piles should be verified for the provided capacities. If the provided capacities exceed the structural strength of the pile, then the pile capacity should be adjusted accordingly. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 8 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue 6.3 Pile Group Effects We recommend the minimum pile spacing to pile diameter ratio (S/D) not be less than 3.0. Using a minimum S/D ratio of 3.0, we anticipate that any capacity reductions due to group effects of individual piles which are installed within a group of piles should be small and therefore not considered significant in the design of the foundation system. 6.4 Pile Settlement With the deep foundation system properly installed to bear at the recommended depths, and assuming the minimum S/D ratio is maintained as discussed above, we estimate the settlement of the piles will not exceed 0.15 to 0.30 inches. These settlement estimates have been based on the use of (1) the field and test data obtained during our geotechnical exploration, and (2) our experience with similar foundation systems in similar soil conditions. 6.5 Lateral Pile Capacity Vertically aligned deep foundations, embedded in subsurface conditions similar to those encountered at this site, can typically support lateral loads on the order of five to ten percent of their compressive capacity without experiencing lateral deflections greater than 0.5 to 1 inch. If the design lateral loads are expected to exceed five to ten percent of the compressive capacity, we recommend a detailed lateral load analysis be conducted to estimate the lateral pile movement. If significant lateral resistance is needed, battered pile installation can greatly increase the horizontal load carrying capability of the deep foundation system. If required, Legacy Engineering can conduct the detailed lateral pile analysis. 7.0 ACIP PILE CONSTRUCTION RECOMMENDATIONS 7.1 Construction Techniques ACIP piles should be formed by rotating a continuous, hollow flight auger to the desired pile tip level follows by slow withdrawal of the auger while pumping a mortar grout under pressure through the auger. The pressure of the pumped mortar grout at the auger tip or injection point should be sufficient to (1) fill the pile shaft created by the augering process and withdrawal, (2) prevent “necking” or shaft area reductions due to lateral inward squeezing of any adjacent soft soils, and (3) cause an outward flow of mortar into the adjacent soils. A pressure head within the hollow auger stem equivalent to approximately 10 feet of mortar above the auger tip or injection point should be maintained in order to help verify that a proper mortar pressure exists at the injection point. A sudden drop in the sustained pressure head often indicates that a soft zone or void has been encountered and therefore continued mortar injection at this level should be performed until the pressure head has been re-established. Pre-augering and withdrawal of the auger before concreting may result in a reduction of the in-place shear strength characteristics of the adjacent soils and thus may require additional pile embedment upon re-augering and concreting. L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 9 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue 7.2 Installation Sequence Construction of ACIP piles located within six pile diameters, center-to-center, should not be performed until the adjacent pile has achieved its initial set, which typically occurs approximately 24 hours after pile construction. This time delay allows the “green” cement grout in the adjacent recently constructed pile to harden, and helps reduce the possible loss of grout into the adjacent pile during its augering process. 7.3 Steel Placement Due to the possibility of some uplift and/ or lateral loads which could be exerted upon the piles, a certain amount of steel reinforcement may be required within the piles. For relatively light tension loads, typically, a single steel rebar is placed to the bottom through the center of the piles. For bending moment, as well as tension loads, a steel reinforcement cage can be statically pushed into recently concreted piles (i.e., while the grout is still “green”). The amount of steel reinforcement will be dependent on the anticipated loading conditions, and should be specified by the structural engineer. 7.4 Quality Control Since ACIP piles concrete piles are “cast-in-place”, the quality of the pile foundation is dependent upon the skill, experience, and techniques used by the pile foundation contractor. Since the piles are not visible or accessible for direct inspection after construction, and since problems during installation are not as evident and easily observed as with driven piles, we recommend that a geotechnical engineer or experienced technician, acting under the supervision and direction of the engineer, observe and monitor the ACIP pile installations. His duties should consist of, but not be limited to, the following: 1. Verify that the piles are augered to the design tip bearing level. 2. Monitor the auger withdrawal rate and grouting operations to help verify that a sufficient mortar grout pressure head is maintained above the injection point during construction. 3. Confirm the grout pumping equipment is operating satisfactorily throughout the construction process. 4. Record the volume of grout required to construct the pile. 5. Monitor the installation of steel reinforcement to verify that the size, length, configuration and placement of the steel conforms to the job specifications. We recommend that our firm be provided the opportunity to make a general review of the foundation plans and foundation construction and earthwork specifications. If necessary, we will suggest any modifications that may be required in order to verify that our recommendations have been properly interpreted and implemented. We feel that our L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 10 January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue experience with ACIP pile construction could be helpful in preparing specifications for the foundation construction of this project. 7.5 Measured Water Levels The groundwater levels measured in the observation wells ranged between El. 2.6 and El. 4.0 (assuming a topographical elevation of El. 19.5 at the time of our exploration). These elevations are well below the attached garage finished floor elevation. It is noted the groundwater level will fluctuate depending on tidal fluctuations and climate changes. It is recommended adequate waterproofing be applied to the below-grade attached garage. 8.0 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 19-1270 i January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue APPENDIX A FIELD EXPLORATION PLAN GENERALIZED SOIL PROFILES TEST BORING RECORDS Reference Plan Created Using Provided File Date: 01-13-2020 Proj. No.: 19-1270 Figure 1 Approximate SPT Boring Locations Geotechnical & Materials Engineering & Testing Field Exploration Plan L E G A C Y Engineering, Inc. 1725 Beach Avenue Atlantic Beach, Florida Approximate Observation Well Locations FIELD EXPLORATION PLAN B1 B2 B3 B4 B5 B6 W1 W2 W3 ··--- P A ~Ct'l.. 8 L OT 2875 SO FT .. ~::.;;:.;,~_,1 • .,.,·. ·C: --l. ---=-.-:-" ;· I ~ I I ·' ~· 81 §I ' I • .. --=-_.Jr:'= ~t --- B1 N =3 N =6 N =11 N =18 N =28 N =16 N =57 1 2 1 1 2 2 4 5 4 5 6 6 6 8 10 10 8 8 20 4 7 9 17 21 36 B2 N =4 N =8 N =4 N =5 N =4 N =22 N =36 N =49 N =50-5" N =75 N =39 N =46 N =23 1 1 3 3 4 4 4 4 3 2 2 4 3 2 3 3 2 2 2 6 9 13 7 14 22 13 21 28 35 50-5" 23 31 44 16 17 22 16 18 28 6 6 17 B3 N =5 N =9 N =6 N =7 N =7 N =21 N =49 N =22 N =54 N =50 N =50 N =28 N =12 1 1 4 5 4 4 5 5 3 3 3 3 3 4 3 2 2 3 4 8 9 12 16 21 28 10 11 11 17 20 34 16 25 25 18 24 26 16 11 17 4 6 6 B4 N =7 N =7 N =6 N =5 N =11 N =16 N =50 N =23 N =50-6" N =65 N =60 N =31 N =9 2 3 4 4 4 3 4 6 5 3 3 3 2 2 3 5 5 5 6 8 8 8 13 29 21 8 10 13 20 50-6" 16 24 41 18 29 31 17 14 17 4 5 4 B5 N =2 N =2 N =8 N =9 N =13 N =24 N =40 N =27 N =61 N =80 N =50 N =35 N =13 1 1 1 1 2 1 1 2 3 3 5 7 5 4 5 5 5 6 7 9 7 11 13 10 15 25 8 9 18 21 32 29 16 40 40 14 22 28 12 17 18 5 8 5 B6 N =3 N =8 N =4 N =5 N =8 N =14 N =40 N =26 N =58 N =72 N =58 N =31 N =14 1 1 2 2 4 5 3 2 2 2 2 2 2 3 2 3 2 3 5 7 7 7 7 17 23 7 14 12 19 23 35 20 27 45 20 24 34 14 16 15 8 6 8 20 10 0 -10 -20 -30 -40 EL E V A T I O N I N F E E T 20 10 0 -10 -20 -30 -40 E L E V A T I O N I N F E E T Strata symbols Topsoil Fine SAND (SP) Fine SAND with Silt (SP-SM) Fine SAND with Clay (SP-SC) Silty Fine SAND (SM) Ground Water Depth Legacy Engineering, Inc. GENERALIZED SOIL PROFILE HORIZONTAL DRAWN BY/APPROVED BY DATE DRAWNSCALE: VERTICAL 1/13/2020SCALE:1"=10'JEEII/JEEII 1725 Beach Avenue Atlantic Beach, Florida PROJECT NO. 19-1270 FIGURE NUMBER 2 52 52 52 52 52 52 52 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 10 9.7 Topsoil (4 Inches) Very Loose Grayish Brown Fine SAND with Few Roots (SP) Loose to Firm Light Gray Fine SAND (SP) Firm to Very Firm Grayish Brown Fine SAND (SP) 1 2 3 4 5 6 1 2 1 1 2 2 4 5 4 5 6 6 6 8 10 10 8 8 20 4 7 9 3 6 11 18 28 16 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B1 Project 1725 Beach Avenue Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 12/10/19 Ground Elevation 10 Datum As shown on provided plan Boring Completed 12/10/19 Groundwater Depth 5.3 Feet Driller K.C. Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Jackson, 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 ,/,/,/,/ :'.,/ ';' :'. ~---------------------------------------< -- ---1-----------------------------------------< ...... -- -- -- -- -- -- -- -- -- -- 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 -10 Firm to Very Firm Grayish Brown Fine SAND (SP), Continued Very Dense Gray Fine SAND (SP) Boring Terminated at 20 Feet 7 17 21 36 57 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B1 Project 1725 Beach Avenue 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 19.5 19 Topsoil (6 Inches) Very Loose to Very Firm Light Brown Fine SAND (SP)1 2 3 4 5 6 1 1 3 3 4 4 4 4 3 2 2 4 3 2 3 3 2 2 2 6 9 13 4 8 4 5 4 22 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B2 Project 1725 Beach Avenue Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 12/10/19 Ground Elevation 19.5 Datum As shown on provided plan Boring Completed 12/10/19 Groundwater Depth 15.7 Feet Driller K.C. Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Jackson, 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 3 - - - - - - - - - - - ,/,/,/,/ ,/,/,/,/ - - - - - - - - - - - 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Very Loose to Very Firm Light Brown Fine SAND (SP), Continued Dense Brown Fine SAND (SP) Dense Grayish Brown Fine SAND (SP) Dense to Very Dense Gray Fine SAND (SP) 7 8 9 7 14 22 13 21 28 35 50-5" 36 49 50-5" L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B2 Project 1725 Beach Avenue 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 3 -:. -- -- -- -- -- -- -- -- -- -- -- -- -- 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 -29 -30.5 Dense to Very Dense Gray Fine SAND (SP), Continued Very Firm Gray Fine SAND with Silt (SP-SM) Boring Terminated at 50 Feet 10 11 12 13 23 31 44 16 17 22 16 18 28 6 6 17 75 39 46 23 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B2 Project 1725 Beach Avenue Sheet 3 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 3 - - - - - - - - - - - - t I· :1:1:1 1:1: ',l'J:1 1:1. :1:.1:_1 /.I; :1: L ;1 ~-~ :1 .1 :1 [i· 0 :1:'1':1 1:1: :u:1 ,:i :1·,1:1 - - - - - - - - - - - - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 19.5 19 Topsoil (6 Inches) Loose to Very Firm Light Brown Fine SAND (SP) 1 2 3 4 5 6 1 1 4 5 4 4 5 5 3 3 3 3 3 4 3 2 2 3 4 8 9 12 5 9 6 7 7 21 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B3 Project 1725 Beach Avenue Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 12/10/19 Ground Elevation 19.5 Datum As shown on provided plan Boring Completed 12/10/19 Groundwater Depth 16.0 Feet Driller K.C. Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Jackson, 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 3 - - - - - - - - - - - ,/,/,/,/ ,/,/,/,/ - - - - - - - - - - - 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Loose to Very Firm Light Brown Fine SAND (SP), Continued Dense to Very Firm Grayish Brown Fine SAND (SP) Dense to Very Dense Fine SAND (SP) 7 8 9 16 21 28 10 11 11 17 20 34 49 22 54 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B3 Project 1725 Beach Avenue 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 3 -- -- -- -- -- -- -- -- -- -- -- -- -- 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 -24 -30.5 Dense to Very Dense Fine SAND (SP), Continued Very Firm Gray Fine SAND with Silt (SP-SM) Firm Gray Fine SAND with Silt and Trace of Shell Fragments (SP-SM) Boring Terminated at 50 Feet 10 11 12 13 16 25 25 18 24 26 16 11 17 4 6 6 50 50 28 12 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B3 Project 1725 Beach Avenue Sheet 3 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 3 -- -- -- -- -- -- -- - - - - - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 19.5 19 Topsoil (6 Inches) Loose Light Grayish Brown Fine SAND (SP) Loose to Firm Brown Fine SAND (SP) 1 2 3 4 5 6 2 3 4 4 4 3 4 6 5 3 3 3 2 2 3 5 5 5 6 8 8 8 7 7 6 5 11 16 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B4 Project 1725 Beach Avenue Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 12/6/19 Ground Elevation 19.5 Datum As shown on provided plan Boring Completed 12/6/19 Groundwater Depth 16.0 Feet Driller K.C. Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Jackson, 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 3 - - - - - - - - - - - ,/,/,/,/ ,/,/,/,/ - - - - - - - - - - - 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Loose to Firm Brown Fine SAND (SP), Continued Dense Grayish Brown Fine SAND (SP) Very Firm Brown Fine SAND (SP) Very Dense Gray Fine SAND with Trace of Shell Fragments (SP) 7 8 9 13 29 21 8 10 13 20 50-6" 50 23 50-6" L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B4 Project 1725 Beach Avenue 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 3 -- -- -- -- -- -- -- -- - -- -- -- -- 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 -29 -30.5 Very Dense Gray Fine SAND with Trace of Shell Fragments (SP), Continued Very Dense Gray Fine SAND (SP) Very Dense Grayish Brown Fine SAND with Trace of Shell Fragments (SP) Dense Grayish Brown Fine SAND with Lenses of Clay (SP) Loose Gray Fine SAND with Silt and Few Shell Fragments (SP-SM) Boring Terminated at 50 Feet 10 11 12 13 16 24 41 18 29 31 17 14 17 4 5 4 65 60 31 9 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B4 Project 1725 Beach Avenue Sheet 3 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 3 - - - - - - - - - - - - t I· :1:1:1 1:1: ',l'J:1 1:1. :1:.1:_1 /.I; :1: L ;1 ~-~ :1 .1 :1 [i· 0 :1:'1':1 1:1: :u:1 ,:i :1·,1:1 - - - - - - - - - - - - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 19.5 19.25 Topsoil (3 Inches) Very Loose to Firm Light Brown Fine SAND (SP) Very Firm Dark Grayish Brown (SP) 1 2 3 4 5 6 1 1 1 1 2 1 1 2 3 3 5 7 5 4 5 5 5 6 7 9 7 11 13 2 2 8 9 13 24 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B5 Project 1725 Beach Avenue Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 12/6/19 Ground Elevation 19.5 Datum As shown on provided plan Boring Completed 12/6/19 Groundwater Depth 16.0 Feet Driller K.C. Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Jackson, 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 3 ~ -- -- -- -- -- -- -- -- -- -- -- 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Very Firm Dark Grayish Brown (SP), Continued Dense Brown Fine SAND (SP) Very Firm Brown Fine SAND (SP) Very Dense Grayish Brown Fine SAND (SP) 7 8 9 10 15 25 8 9 18 21 32 29 40 27 61 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B5 Project 1725 Beach Avenue 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 3 -- -- -- -- -- -- -- -- -- -- -- -- -- 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 -29 -30.5 Very Dense Grayish Brown Fine SAND (SP), Continued Dense Grayish Brown Fine SAND (SP) Firm Gray Fine SAND with Clay (SP-SC) Boring Terminated at 50 Feet 10 11 12 13 16 40 40 14 22 28 12 17 18 5 8 5 80 50 35 13 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B5 Project 1725 Beach Avenue Sheet 3 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 3 - - - - - - - - - - - - ;,:):.i-.~ ;:,;/.;, ;,·./"./" ;,,.:_;.:;,.; tI1t ·;::,:;,:; :.,:;,:~:,, - - - - - - - - - - - - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 19.5 19 Topsoil (6 Inches) Very Loose Light Brown Fine SAND with Trace of Roots (SP) Very Loose to Loose Light Brown Fine SAND (SP) Firm Gray Fine SAND (SP) 1 2 3 4 5 6 1 1 2 2 4 5 3 2 2 2 2 2 2 3 2 3 2 3 5 7 7 7 3 8 4 5 8 14 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B6 Project 1725 Beach Avenue Sheet 1 of Boring Location See Field Exploration Plan Boring Begun 12/9/19 Ground Elevation 19.5 Datum As shown on provided plan Boring Completed 12/10/19 Groundwater Depth 15.75 Feet Driller K.C. Length of Casing Set 5 Feet Casing Size 4 Inches Engineer J. Jackson, 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 3 - - - - - - - - - - - ,/,/,/,/ ,/,/,/,/ - - - - - - - - - - - 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Firm Gray Fine SAND (SP), Continued Dense to Very Firm Brown Fine SAND (SP) Very Dense Gray Fine SAND (SP) 7 8 9 7 17 23 7 14 12 19 23 35 40 26 58 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B6 Project 1725 Beach Avenue 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 3 ..,:.::::.: -- -- -- -- -- -- -- -- -- -- -- -- -- 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 -24 -29.5 -30.5 Very Dense Gray Fine SAND (SP), Continued Very Dense Gray Fine SAND with Trace of Shell Fragments (SP) Dense Gray Fine SAND with Silt and Trace of Shell Fragments (SP-SM) Firm Gray Silty Fine SAND with Trace of Shell Fragments (SM) Boring Terminated at 50 Feet 10 11 12 13 20 27 45 20 24 34 14 16 15 8 6 8 72 58 31 14 L E G A C Y TEST BORING RECORD JOB NO.19-1270 ENGINEERING, INC. Geotechnical & Materials Engineering and Testing BORING NO.B6 Project 1725 Beach Avenue Sheet 3 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 3 - - - - - - - - - - - J.1:.:1h:.1 n.1:1.1:1 fr::i;l:"1":I 1:1:j ·.1· _t :1 r.1:1:1·.1:1 i.1;:1:1:1:1 n.1:1.1:1 tU·:1:Y:1 1:i:1:1·J:1 l:1_:1:1:.1:_1 J.1::1:1:L:I L" r .1 :1 .1 :1 t'i:;1·:1:'1':1 1:1:1:u:1 1:iy1:-1:_1 J.1·.:1:1:L·.1 L:f:1:1•.1:I [ i::i:1:1:1 i."0:1·~·:1 L:i_:i:1:-1:.1 /.1•.:1:1:L•.1 W:1f1 t i::i:1:1:1 i,-·~~ ":1"J.:1 l" U:1:1·.1 /.1::1:1:L:1 r.1:1;1·_1:1 : : : :1:1: : : : :1:1: : : : :1:1: : : : :1:1: - - - - - - - - - - - - - L E G A C Y ENGINEERING, INC Geotechnical & Materials Engineering and Testing 19-1270 ii January 13, 2020 Consulting Engineering Services The Ellis Family Has Been Serving the Engineering and Construction Industries Since 1939 1725 Beach Avenue APPENDIX B KEY TO SOIL CLASSIFICATION FIELD AND LABORATORY TEST PROCEDURES 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 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.