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42 EAST COAST DR PPRI21-0013 Geotechnical Report - Ahearn Mixed Use Bldg. - revision 2-18-22AGES of JAX, Inc. P O Box 24008, Jacksonville Fl 32241-4008 9556 Historic Kings Road South, Suite 201 Jacksonville, Florida 32257-2010 (904) 886-0766 (904) 880-5190 (FAX) REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION & ENGINEERING EVALUATION PROPOSED 3-STORY COMMERCIAL AND RETAIL DEVELOPMENT SOUTHWEST QUADRANT OF AHERN STREET AND EAST COAST DRIVE ATLANTIC BEACH, FLORIDA AGES JOB NO. J18987, REPORT NO. 001 FOR GPS HOLDINGS LLC 500 THIRD STREET SOUTH JACKSONVILLE BEACH, FLORIDA 32250 NOVEMBER 22, 2019 By Toni Gindlesperger at 2:38 pm, Feb 18, 2022 AGES of JAX, Inc. P O Box 24008, Jacksonville Fl 32241-4008 9556 Historic Kings Road South, Suite 201 Jacksonville, Florida 32257-2010 (904) 886-0766 (904) 880-5190 (FAX) November 22, 2019 GPS HOLDINGS LLC 500 Third Street South Jacksonville Beach, Florida 32250 Re:Report of Preliminary Geotechnical Exploration & Engineering Evaluation Proposed 3-Story Commercial and Retail Development Southwest Quadrant of Ahern Street and East Coast Drive Atlantic Beach, Florida AGES Job No. J18987, Report No. 001 Ladies & Gentlemen: AGES of JAX, (AGES), Inc. has completed a preliminary geotechnical exploration and engineering evaluation of the subsurface conditions beneath the proposed building, pavement and exfiltration trench storm-water facility areas of the referenced project. Our services were performed in general accordance with AGES Proposal No. 19JP8282 which was dated October 28, 2019. Our services were formally authorized on by Mr. Stephen Florey. This report includes: (1) a brief outline of the project information provided; (2) a review of the site and subsurface conditions encountered; (3) site preparation recommendations, (4) shallow foundation design recommendations for the planned building structure; (5) guideline asphalt pavement design and construction recommendations for the planned parking and drive areas; and (6) design parameters for use in the stormwater system modeling/design/permitting processes. We appreciate the opportunity to be of service as the geotechnical consultant during this phase of your project. Should you have any questions concerning this report or if we may be of any further service to you, please feel free to contact us. Very truly yours, AGES of JAX, INC. .Bill C. McMahan, Jr., P.E. Principal Engineer, Vice-President Registered, Florida No. 42677 BCM/bcm/J189873-story commercial retail development.wpd Attachments Distribution: Addressee(1) Via Email Only Digitally signed by Bill C McMahan JR Date: 2019.11.22 09:14:06 -05'00' TABLE OF CONTENTS SUBJECT PAGE NUMBER REPORT ATTACHMENTS 1.0 Project Background Information ......................................RA1 2.0 Preliminary Geotechnical Exploration 2.1 Purpose of Exploration .........................................RA1 2.2 Subsurface Testing ............................................RA1 3.0 Geotechnical Findings 3.1 Site Conditions ................................................RA2 3.2 Subsurface Conditions .........................................RA2 3.3 Stormwater Management Facility Test Results........................RA2 4.0 Preliminary Geotechnical Engineering Evaluation 4.1 Basis of Evaluation & Recommendations ...........................RA3 4.2 Shallow Foundation System Evaluation . . . . . . . . . . . ..................RA3 5.0 Preliminary Shallow Foundation Design & Site Preparation Recommendations 5.1 Shallow Foundation Design Recommendations . . . . . . . . . . . . . . . . . . . . ...RA3 5.2 Site Preparation Recommendations ...............................RA4 6.0 Guideline Pavement Design and Construction Recommendations 6.1 Guideline Pavement Design Recommendations ......................RA5 6.2 Guideline Pavement Construction Recommendations ..................RA6 6.3 Permanent Groundwater Control Measures .........................RA7 7.0 Quality Control Testing Guidelines ....................................RA7 8.0 Construction Plans & Specifications Review ............................RA7 DATA ATTACHMENTS Site Location Map Field Exploration Plan Generalized Subsurface Profile Key to Soil Classification Test Boring Records Auger Boring Records Double Ring Infiltration Test Results Sheets Rising and Falling Head Hydraulic Conductivity Test Results Sheets Field Exploration Procedures R E P O R T A T T A C H M E N T S 1.0 PROJECT BACKGROUND INFORMATION General project information has been provided by ECT representative Mr. Stephen Florey during recent telephone conversations and email correspondence. We have been provided with plans which show the planned new building location and the requested boring locations. Based upon the information provided, we understand that a 3-story CMU block commercial/retail building will be constructed in the southwest quadrant of Ahern Street and East Coast Drive in Atlantic Beach, Florida. The subject site is currently an unpaved parking lot. An at-grade concrete paved parking lot and retail buildings will be located on the ground floor and. Stormwater will be treated in an underground exfiltration trench or vault system. Structural loading information has not been provided. Therefore, we have assumed maximum wall and column loads will be on the order of 3klf and 150 kips, respectively. Existing topography and the planned finish floor elevation have not been provided. However we have assumed that three feet or less of elevating fill will be added to the site. . 2.0 PRELIMINARY GEOTECHNICAL EXPLORATION 2.1 Purpose of Exploration The objective of this geotechnical exploration was to obtain site and subsurface data for use in: (1) the evaluation of the site with respect to the proposed construction, (2) the development of foundation design and site preparation recommendations for the proposed building structure, (3) development of guideline pavement design and construction options, and (4) design and permitting of the stormwater management facility. The assessment of the environmental condition of the soil, rock or groundwater was beyond the scope of geotechnical services. 2.2 Subsurface Testing The field testing program was conducted during the period of October 28 through November 7, 2019. The building area scope of field testing included five(5) 25-foot deep penetration test borings (B1 - B5). The stormwater management facility related testing included; (1) one double ring infiltration (DRI) test to measure the insitu vertical unsaturated hydraulic conductivity (Kvunsat), and (2) a fully screened cased borehole hydraulic conductivity test (i.e. slug test) to measure the insitu saturated horizontal hydraulic conductivity (Khsat) of the saturated surface aquifer. To facilitate the slug testing, one(1) 15-foot deep 2-inch diameter temporary well (TMW1) with a 10-foot screen was installed. The double ring and cased borehole tests were conducted in accordance with both ASTM and St. Johns River Water Management District testing protocols. The boring/test locations were selected by AGES and were established by our personnel using a portable GPS device. The boring locations, as shown on the attached Field Exploration Plan, should be considered as approximate. The ground surface elevations at the boring locations were not determined. The attached Test Boring Records and Auger Boring Records present the descriptions of the subsurface soils encountered, the groundwater levels encountered, and the penetration resistance values (blow counts) recorded when drilling and sampling the test borings. The soil conditions are graphically illustrated on the attached Generalized Subsurface Profile (GSP). The stratification lines and depth designations on the boring records and GSP represent the approximate boundary between the various soils encountered, as determined in the field by our drillers, and the transition from one strata to the next should be considered approximate. The slug test results are presented on the attached Rising and Falling Head Hydraulic Conductivity Test Results sheets. The infiltration test results are presented on the attached Double-Ring Infiltration Test Results sheet. RA1 3.0 GEOTECHNICAL FINDINGS 3.1 Site Conditions As shown on the attached Site Location Map and Field Exploration Plan the subject site is located on an unpaved parking lot which is located in the southwest corner of Ahern Street and East Coast Drive in Atlantic Beach, Florida. The site is bounded on the north by Ahern Street, on the east by East Coast Drive, on the south by a restaurant, and on the west by a strip shopping center. The ground surface was relatively level in topography. Surface soils consisted of fine sand with gravel. No standing water was observed on the site at the time of our field exploration. 3.2 Subsurface Conditions The subsurface conditions outlined below highlight the major subsurface stratifications encountered during our geotechnical exploration of the site. The soil conditions are graphically illustrated on the attached Generalized Subsurface Profile Sheet (GSP). When reviewing the boring records, GSP and the subsurface conditions outlined below, it should be understood that the subsurface conditions will vary across the proposed construction area and between the boring locations. 3.2.1 Soil Conditions - Borings B1-B5 typically encountered of loose to firm slightly silty fine sand (SP-SM) in the upper 6 feet of profile. Penetration resistance values typically ranged from 5 to 14 blows/foot. In the 6 to 12 foot depth range, very firm to dense slightly silty fine sand (SP-SM) was encountered which exhibited penetration resistance values ranging from 25 to 48 blows/foot. Below a depth of 12 feet and extending to the maximum boring depth of 25 feet, dense to very dense slightly silty fine sand (SP-SM) was encountered. Penetration resistance values typically ranged from 40 to 58 blows/foot. The stormwater management facility borings (TMW1) encountered 0.5 feet of sand and gravel which was underlain by slightly silty fine sand (SP-SM. A-3) in the upper 15 feet of profile. 3.2.2 Groundwater Conditions - The stabilized groundwater level ranged from 2.0 to 3.0 feet below the ground surface and it is deemed to be representative of the average seasonal high groundwater level. The groundwater level should be expected to fluctuate due to seasonal climatic variations, changes in surface water runoff patterns across the site, construction activity and the subsequent development as planned, tidal fluctuations, and other interrelated factors. Since groundwater variations are anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based on the assumption that variations will occur. The current groundwater levels are estimated to be at or near existing seasonal high groundwater elevations based upon our inspection of the soil profile coloration, review of current climatological data, and our review of the USDA Soil Survey Data. 3.3 Stormwater Management Facility Test Results The borings/tests performed in the proposed stormwater treatment pond area encountered permeable sands extending to the maximum boring termination depth of 15 feet. The groundwater level was encountered 3.0 feet below the ground surface. The current groundwater levels are assumed to be at their seasonal high levels. The fillable porosity of the sand deposit is estimated to be 0.22. The recommend design saturated horizontal hydraulic conductivity values (Khsat), are determined by averaging the rising and falling head slug test values obtained during the field testing. Therefore, based upon the site specific slug test data, the recommended design saturated horizontal hydraulic conductivity (Khsat) values are 2.8 feet/day. The average unsaturated vertical hydraulic conductivity (Kvunsat, infiltration rate) was measured to be 6.8 inches/hour. Safety factors of 2 are typically recommend both Khsat and Kvunsat when performing pond modeling analyses. Therefore, the above conductivity values/infiltration rates should be divided by 2. RA2 4.0 PRELIMINARY GEOTECHNICAL ENGINEERING EVALUATION 4.1 Basis of Evaluation & Recommendations Our preliminary geotechnical engineering evaluation of the site and subsurface conditions with respect to the planned construction, and our recommendations for foundation design and site preparation/earthwork construction, are based upon: (1) our site observations; (2) the field test data obtained during this geotechnical exploration of the site; and (3) our understanding of the project information and structural loading conditions as presented in this report. If the structural information or the building location are altered, please contact us so we may review our recommendations. If any site or subsurface conditions are encountered during construction which appear to deviate from data obtained during this geotechnical exploration (as documented herein), please contact us so that we may visit the site, observe the differing conditions, and evaluate the new information relative to our geotechnical evaluation and recommendations. 4.2 Shallow Foundation System Evaluation It is our opinion that the soil conditions encountered at this site are adaptable for use of shallow foundations to support the 3-story building structure. The primary geotechnical factor affecting shallow foundation design, construction and performance is the presence of near surface loose sands which will require compaction. The shallow foundation system may be designed using an allowable bearing pressure of 3,000 psf. Provided that the design and construction recommendations outlined subsequently are implemented, we estimate that total structural settlement due to fill and structural loads should be on the order of one inch or less. In addition, post construction differential settlements should be within tolerable magnitudes. The settlements should occur concurrently with construction due to the generally sandy nature of the soils encountered. Site preparation necessary for proper foundation and pavement performance includes: *Demolition/Removal of conflicting pavement/walkways, removal/abandonment of conflicting underground utilities from within the building and pavement areas; *Clearing and stripping the conflicting existing vegetation and surficial topsoil from within the building and pavement areas; *Compaction of the existing loose to firm surface sands to densities of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557); and *Placement and compaction of any required structural backfill or fill to densities of at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557). 5..0 SHALLOW FOUNDATION DESIGN & SITE PREPARATION RECOMMENDATIONS 5.1 Shallow Foundation Design Recommendations 5.1.1 Foundation Type - We consider a conventional shallow foundation system applicable for this project if the site preparation recommendations presented in section 5.2 of this report are performed. RA3 5.1.2 Allowable Bearing Pressure & Depth -The maximum allowable soil bearing pressure for use in shallow foundation design should not exceed 3,000 psf. The foundations should be designed based upon the maximum load which could be imposed by all loading conditions. The exterior footings should bear at a depth of at least 12 inches below the exterior final grades and the interior footings should bear at least 12 inches below the interior floor slab. These minimum bearing depths should provide the necessary confinement for the soils at the foundation bearing levels. 5.1.3 Foundation Size - The minimum widths recommended for isolated spread-type footings and continuous wall footings are 24 and 18 inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these minimum width recommendations should still control the size of the foundations. 5.1.4 Bearing Material - The foundations may bear in either the compacted suitable natural granular soils or compacted structural backfill or fill. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) to a depth of at least one-foot below the foundation bearing levels. 5.2 Site Preparation Recommendations 5.2.1 Temporary Groundwater Control - During our geotechnical exploration, the groundwater level was encountered at depths of 2 to 3 feet below the existing site grades. Dependent upon the groundwater levels encountered at the time of construction, temporary de-watering may required. The groundwater should be controlled at all times at a depth of at least two feet below the construction level. Groundwater drawdowns on the order of one to two feet, if required, can probably be best achieved using temporary perimeter drainage ditches, four to five feet deep, which are graded: (1) to a positive gravity outfall away from the site; or (2) to sumps where the collected groundwater and surface water runoff can be removed by pumping. 5.2.2 Existing Utilities - Prior to construction, the locations of any existing underground utility lines within the construction area should be established. Provisions should be made to relocate interfering utilities to appropriate locations. It should be noted that if underground pipes are not properly removed or plugged, they may serve as conduits for subsurface erosion which may subsequently lead to excessive settlement of overlying structure(s). All excavations for the removal of utilities should be backfilled to the desired finish grades and compacted to at least 95 percent of the Modified Proctor maximum dry density. 5.2.3 Site & Fill Compaction - After completing the initial site preparation as mentioned in Sections 5.2.1 to 5.2.2, the exposed sandy soils should be compacted to densities of at least 95 percent of the Modified Proctor maximum dry density to a depth of 24 inches using vibratory drum roller which has a minimum at-drum weight on the order of ten tons and a minimum drum diameter on the order of five feet. A minimum of 8 complete coverages (in perpendicular directions) should be made in the building areas with the roller to improve the density and increase the uniformity of the underlying loose sandy soils. When compaction near existing structures, a lightweight vibratory drum or sled compactor having a maximum static weight on the order of 1,500 to 2,500 pounds should be used within 50 feet of existing structures. This roller type or dozer will be required to improve the density of the upper approximate two feet of loose fine sands at this site. The structural fill required to raise the site to the planned finished grades may then be placed in loose lifts not exceeding 12 inches in thickness, and should be compacted to densities as recommended above. Loose lifts should not exceed eight inches in areas of the site in which lightweight vibratory equipment is used. Structural fill is defined as a non-plastic, inorganic, granular soil containing less than 10 percent material passing the No. 200 mesh sieve (i.e. a relatively clean sand). 5.2.4 Disturbed Soil Conditions - Should the near-surface soils and/or structural fill material experience "pumping" and subsequent soil strength loss during site work construction, work upon these areas should be immediately terminated and: (1) the disturbed soils removed and backfilled with "dry" RA4 structural fill soils, (i.e. percent water content on the order of five to 10 percent) which are then compacted; or (2) the excess moisture content within the disturbed soils allowed to dissipate before recompacting. Furthermore, the groundwater table should be checked and controlled as necessary to help insure proper draw-down of any high groundwater conditions that may be causing the "pumping" conditions during compaction or construction activity upon these soils. 5.2.5 Foundation Areas - After placement and compaction of all structural fill in the building areas, the foundations may be excavated to their planned bearing levels using a "smoothed" bucket backhoe. All fine sandy soils existing at the bearing level should be compacted to densities equivalent to 95 percent of the Modified Proctor maximum dry density. For confined footing areas compaction of the fine sandy bearing level soils can probably be best achieved using lightweight, walk-behind sleds, rollers, or tampers having a total weight of at least 100 pounds. Loose lifts of backfilled fine sandy soil in the footing excavations, if required, should be placed in thicknesses not exceeding six inches prior to densification with the lightweight compaction equipment. 6.0 GUIDELINE PAVEMENT DESIGN AND CONSTRUCTION RECOMMENDATIONS The subsurface conditions at this site appear favorable for use of a combination of flexible and/or rigid pavements in the parking/drive areas, provided that the recommendations outlined below are implemented. The pavement thickness recommendations and construction recommendations presented in this report are based upon our past experience on similar paving projects. Detailed pavement design calculations have not been performed to verify adequacy of the recommended pavement sections since detailed traffic loading information is unavailable at this time. We request that AGES be retained to review the final pavement design, paving and drainage plans, and specifications to evaluate whether our guideline recommendations have been properly interpreted and implemented into the project design. 6.1 Guideline Pavement Design Recommendations 6.1.1 Asphalt Pavement - The recommended flexible pavement structure thicknesses for the parking and service drives and Abess Road extension are provided in the following table. The Heavy Duty minimum pavement design recommendation are applicable to truck lanes within the development and for the Abess Road Extension. PAVEMENT COURSE Light Duty Heavy Duty Asphalt Wearing Surface(In.)* 1.5 2.0 Limerock Base Course (In.)** 6.0 8.0 Prepared Subgrade(In.)*** 12.0 12.0 *Type S-III or Superpave Asphaltic Concrete 9.5, as defined by the Florida DOT Standard Specifications for Road and Bridge Construction Manual. **Florida Limerock, exhibiting an LBR Value of 100, and meeting the specifications outlined in the Florida DOT manual (Section 200). ***Stabilized and compacted subgrade should exhibit a Maximum LBR value of at least 30. Subgrade stabilization should be performed in accordance with Section 160 of the standard FDOT specifications. 6.1.2 Concrete Pavement Design Recommendations - The following rigid pavement design recommendations are based on a concrete Modulus of Elasticity of 3.0 x 106 psi, 28-day Modulus of Rupture of 500 psi, 28-day compressive strength of 3,000 psi, soil Modulus of Subgrade Reaction of 100 pci, and a reliability of 95% based on the Municipal Concrete Pavement Design Manual of the American Concrete Pavement Association. Auto Parking Areas (Light Duty) 4"(min) of unreinforced concrete with maximum transverse joint spacings of eight feet and longitudinal joints along travel lane lines. We recommend consideration of dowel reinforcement at longitudinal and transverse cold joints and expansion/contraction joints. RA5 12" Type B Stabilized Subgrade (non-plastic, inorganic granular soil containing less than 10 percent material passing the No. 200 mesh sieve and containing less than four percent organic materials) compacted to a density of at least 98 percent of the Modified Proctor maximum dry density (ASTM D 1557) and stabilized to a minimum LBR of 40. Auto and Truck Travel Lanes (Heavy Duty) 5"(min) of un reinforced concrete with maximum transverse joint spacings of ten to 15 feet and longitudinal joints along travel lane lines. We recommend consideration of dowel reinforcement at longitudinal and transverse cold joints and expansion contraction joints. 12" Type B Stabilized Subgrade (non-plastic, inorganic granular soil containing less than 10 percent material passing the No. 200 mesh sieve and containing less than four percent organic materials) compacted to a density of at least 98 percent of the Modified Proctor maximum dry density (ASTM D 1557) and stabilized to a minimum LBR of 40. 6.2 Guideline Pavement Construction Recommendations 6.2.1 Pavement Subgrade Preparation - Site preparation in the pavement areas should include: (1) demolition of conflicting structures (buildings, parking lots, sidewalks, etc), (2) clearing/stripping of surface vegetation and topsoil and removal of buried washout, (3) placement/compaction of structural backfill and fill (if any) to densities of at least 95 percent of the Modified Proctor maximum dry density. In addition, the upper one foot of sub-grade in the pavement areas should be compacted to densities of at least 98 percent of the Modified Proctor maximum dry density. Shell and/or clay additives may be required to obtain the required design LBRs. 6.2.2 Limerock Base Course Preparation (for Asphalt Pavement Option, only) - The limerock base course (for the flexible pavement areas) should be placed and compacted to densities equivalent to 98 percent of the Modified Proctor maximum dry density (ASTM D 1557). The surface of the limerock base course material should be "primed" with any of the following cutback asphalt grades: RC-70, RC-250, MC-70, or MC-250. Approximately 0.15 gallons per square yard should be applied to the base course surface. Care should be exercised to prevent over-priming of the base course surface. Prior to asphalt placement, the prime coat should be fully set and cured. The specifications governing the placement of prime coats on pavement base course surfaces and sanding is outlined in Section 300 of the Florida DOT Standard Specifications for Road and Bridge Construction (latest edition). The primed base course should be sanded if: (1) more than one day (24 hours) will elapse prior to laying the asphalt wearing surface and excess prime is not absorbed, or (2) construction equipment will operate over the unprotected primed base course. If sanding is required, approximately 10 pounds of sand per square yard of surface (i.e., about 1/4 inch of sand) should be spread over the primed base course. The sand surface coating should contain less than 10 percent fines (i.e., material passing the No. 200 sieve) and be composed of non-plastic, inorganic, granular soil. 6.2.3 Asphalt Preparation - The placement and compaction of an asphaltic concrete wearing surface should be performed in general accordance with specifications outlined in the Florida DOT Road and Bridge Construction manual. Prior to asphalt placement, the base course should be broomed to remove any excess sand and then tacked with a bituminous binder. RA6 6.3 Permanent Groundwater Control Measures Groundwater control is of utmost importance in maintaining the integrity of flexible and rigid pavement structures. In areas where groundwater is anticipated to exist within 24 inches of the bottom of the flexible pavement base course or the bottom of a rigid pavement, a properly designed and constructed underdrain system will be necessary to maintain the recommended separation. We would be pleased to review the civil grading plans and evaluate the need for an underdrain system. If required, we can design an underdrain system for this site. 7.0 QUALITY CONTROL TESTING GUIDELINES Prior to initiating compaction operations, we recommend that representative samples of the structural fill material and exposed in-place fine sandy soils be collected and tested to determine their compaction and classification characteristics. The maximum dry density, optimum moisture content gradation and plasticity characteristics should be determined. These tests are needed for compaction quality control of the structural fill and existing soils and to determine if the fill material is acceptable. A representative number of field in-place density tests should be performed in the compacted existing soils and in each one foot lift of structural fill/backfill to confirm that the required degree of compaction has been obtained. At each test level, we recommend one density test be performed for every 5,000 square feet of building area (minimum of three locations). In-place density tests should also be performed at representative locations in the bearing level soils of the footings. We recommend that at least one density test be performed at a minimum of 25 percent of the isolated column footing bearing areas, and for every 100 linear feet of continuous footing bearing surface. In addition, in-place density tests should be performed at one location for every 10,000 square feet of pavement area (minimum of three locations). 8.0 CONSTRUCTION PLANS & SPECIFICATIONS REVIEW We recommend that AGES be provided the opportunity to review the foundation plans and the specifications prepared from the recommendations presented in this report. If necessary, we will suggest any modifications that may be required to verify that our recommendations have been properly interpreted and implemented. Our report has been written in a guideline recommendation format and is not appropriate for use as (or inclusion into) the specifications without being reworded in a specification type format. It is recommended that this report not be made part of the contract documents. However, it should be made available to prospective contractors for information purposes only. RA7 D A T A A T T A C H M E N T S Site Location Map Field Exploration Plan Generalized Subsurface Profile Key to Soil Classification Test Boring Records Auger Boring Records Double Ring Infiltration Test Results Sheet Rising and Falling Head Hydraulic Conductivity Test Results Sheets Field Exploration Procedures DRAWN: CHECKED: SCALE:DATE: JOB NO: REFERENCE: SITE LOCATION MAP NTS Google.com AGES of JAX Inc. Jacksonville, Florida 32257 9556 Historic Kings Rd. DEP BCM 11/11/19 J18987 3 Story Commercial Building Atlantic Beach, Florida SITE B1 B2 B4 B5 B3 DRI1/ TMW1 DRAWN: CHECKED: SCALE:DATE: JOB NO: FIELD EXPLORATION PLAN 1"=30' AGES of JAX Inc. Jacksonville, Florida 32257 9556 Historic Kings Rd. DEP BCM 11/11/19 J18987 3 Story Commercial Building Atlantic Beach, Florida Site Plan provided by ECT, undated. The boring locations were established by AGES personnel using handheld GPS Locator Units. Boring locations as shown on this plan are approximate. LEGEND: REFERENCE: NOTES: T:\logo_1generalUse.jpgPenetration Boring Location (approximate) Double Ring/ Temporary Well Location (approximate) 15 10 5 0 Approximate Depth (ft)TMW1 DRI1 ABT 20 B1 25 - - 40- - - 8 33 25 BT -42- - - 16 14 -42- B2 - - 59- - - 14 34 10 BT -58- - - 5 9 -57- B3 - - 46- - - 12 31 24 BT -38- - - 7 9 -42- B4 - - 34- - - 6 37 18 BT -56- - - 10 13 -62- B5 - - 50- - - 7 48 11 BT -44- - - 8 11 -60- 15 10 5 0 Approximate Depth (ft)20 25 Auger Boring TerminatedABT Groundwater Level Boring TerminatedBT Fine SAND (SP/A-3) LEGEND & SYMBOLS (USCS/AASHTO CLASSIFICATION) Slightly Silty Fine SAND (SP-SM/A-3) at Time of Drilling DRAWN: CHECKED: SCALE:DATE: JOB NO: GENERALIZED SUBSURFACE PROFILE 1"=6' AGES of JAX Inc. Jacksonville, Florida 32257 9556 Historic Kings Rd. DEP BCM 11/11/19 J18987 3 Story Commercial Building Atlantic Beach, Florida Silty CLAY (CL/A-7-6) CLAY (CL/A-7-6) Clayey Fine SAND (SC/A-2-6) Silty Clayey Fine SAND (SC-SM/A-2-5) Very Clayey Fine SAND (SC/A-6) Silty Fine SAND (SM/A-2-4) Topsoil GWLNE Groundwater Level Not Encountered 9 Standard Penetration Resistance (blows/ft) Very Silty Fine SAND (SM/A-4) Variably Cemented Fine SAND (HARDPAN) Asphalt and Limerock Sandy SILT (MH/ML/A-4) SANDS AND GRAVEL NO. OF BLOWS,N*RELATIVEDENSITY 0 - 4 5 - 10 11 - 20 21 - 30 31 - 50 OVER 50 VERY LOOSE LOOSE FIRM VERY FIRM DENSE VERY DENSE SILTS AND CLAYS NO. OF BLOWS, N*CONSISTENCY 0 - 2 3 - 4 5 - 8 9 - 15 16 - 30 31 - 50 OVER 50 VERY SOFT SOFT FIRM STIFF VERY STIFF HARD VERY HARD KEY TO SOIL CLASSIFICATION CORRELATION OF N-VALUE WITH RELATIVE DENSITY & CONSISTENCY PARTICLE SIZE IDENTIFICATION (UNIFIED SOIL CLASSIFICATION SYSTEM) CATEGORY DIMENSIONS Boulders Diameter exceeds 12 inches Cobbles 3 to 12 inches Gravel Coarse - 0.75 to 3 inches in diameter Sand Coarse - 2.0 mm to 4.76 mm diameter Medium - 0.42 mm to 2.0 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 constituents (sand silt or clay size particles) in the soil sample. PERCENTAGE OF MINOR CONSTITUENT MODIFIERS 5% to 12% 12% to 30% 30% to 50% Slightly Silty, Slightly Clayey, Slightly Sandy Silty, Clayey, Sandy Very Silty, Very Clayey, Very Sandy These modifiers provide our estimate of the amount of other components in the soil sample. APPROXIMATE CONTENT OF OTHER COMPONENTS (SHELL, GRAVEL, ETC.) MODIFIERS APPROXIMATE CONTENT OF ORGANIC COMPONENTS 0% to 5% 5% to 12% 12% to 30% 30% to 50% TRACE FEW SOME MANY 1% to 2% 2% to 4% 4% to 8% >8% wpdoc\Form\soil TEST BORING RECORD J18978JOB NO B1BORING NO 1 of1Sheet3 Story Commerical Building Project 10/28/19Boring Begun (See Field Exploration Plan)Boring Location 10/28/19Boring Completed NADatumNAGround Elevation Xavier J.Driller10/28/19Date:DrillingTime:2.5'Groundwater Depth B.McMahanSoil Inspected By N 30.32534° / W 81.39745°Lat/Long STANDARD PENETRATION TEST BLOWSAMPLEMATERIAL DESCRIPTIONDEPTHELEV. COUNTBLOWS PER 6-IN. INTERVALNO.(USCS CLASSIFICATION)(FT)(FT) 0 FIRM Brown Fine SAND w/ Some Rocks (SP) 1678861 FIRM Grey Brown Slightly Silty Fine SAND (SP-SM) 1488662 FIRM to LOOSE Brown Slightly Silty Fine SAND (SP-SM) 8544335 2516131244 3318181585VERY FIRM to DENSE Brown Slightly Silty Fine SAND (SP-SM) 10 40221886DENSE Grey Brown Slightly Silty Fine SAND (SP-SM)15 42241822720 DENSE Grey Slightly Silty Fine SAND w/ Some Shell Fragments (SP-SM) 42241822825 BORING TERMINATED 30 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213REMARKS: BLOW COUNT IS THE NUMBER OF BLOW S OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. J18987 B1 DEP TEST BORING RECORD J18978JOB NO B2BORING NO 1 of1Sheet3 Story Commerical Building Project 10/28/19Boring Begun (See Field Exploration Plan)Boring Location 10/28/19Boring Completed NADatumNAGround Elevation Robbie EppsDriller10/28/19Date:DrillingTime:3.0'Groundwater Depth B.McMahanSoil Inspected By N 30.32538° / W 81.39716°Lat/Long STANDARD PENETRATION TEST BLOWSAMPLEMATERIAL DESCRIPTIONDEPTHELEV. COUNTBLOWS PER 6-IN. INTERVALNO.(USCS CLASSIFICATION)(FT)(FT) 0 543221LOOSE Dark Brown Slightly Silty Fine SAND (SP-SM) 945442 14108643LOOSE to FIRM Light Brown Slightly5 Silty Fine SAND (SP-SM) 1066434 3423211395 DENSE Light Brown Slightly Silty Fine SAND (SP-SM)10 VERY DENSE Grey Brown Slightly 593128156Silty Fine SAND (SP-SM)15 57322515720 VERY DENSE Grey Slightly Silty Fine SAND w/ Some Shells (SP-SM) 58322618825 BORING TERMINATED 30 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213REMARKS: BLOW COUNT IS THE NUMBER OF BLOW S OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. J18987 B2 DEP TEST BORING RECORD J18978JOB NO B3BORING NO 1 of1Sheet3 Story Commerical Building Project 10/28/19Boring Begun (See Field Exploration Plan)Boring Location 10/28/19Boring Completed NADatumNAGround Elevation Robbie EppsDriller10/28/19Date:DrillingTime:3.0'Groundwater Depth B.McMahanSoil Inspected By N 30.32529° / W 81.39730°Lat/Long STANDARD PENETRATION TEST BLOWSAMPLEMATERIAL DESCRIPTIONDEPTHELEV. COUNTBLOWS PER 6-IN. INTERVALNO.(USCS CLASSIFICATION)(FT)(FT) 0 LOOSE Brown Silty Fine SAND w/ Some Rocks (SM) 744321 966332 LOOSE Dark Brown Slightly Silty Fine SAND (SP-SM) 12866535 2410159104 31181615155VERY FIRM to DENSE Brown Slightly Silty Fine SAND (SP-SM) 10 DENSE Grey Brown Slightly Silty Fine SAND (SP-SM) 46262011615 42231912720 DENSE Grey Slightly Silty Fine SAND (SP-SM) 38231512825 BORING TERMINATED 30 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213REMARKS: BLOW COUNT IS THE NUMBER OF BLOW S OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. J18987 B3 DEP TEST BORING RECORD J18978JOB NO B4BORING NO 1 of1Sheet3 Story Commerical Building Project 10/29/19Boring Begun (See Field Exploration Plan)Boring Location 10/29/19Boring Completed NADatumNAGround Elevation Robbie EppsDriller10/29/19Date:DrillingTime:2.0'Groundwater Depth B.McMahanSoil Inspected By N 30.29005° / W 81.60191°Lat/Long STANDARD PENETRATION TEST BLOWSAMPLEMATERIAL DESCRIPTIONDEPTHELEV. COUNTBLOWS PER 6-IN. INTERVALNO.(USCS CLASSIFICATION)(FT)(FT) 0 1075531LOOSE Grey Brown Slightly Silty Fine SAND (SP-SM) 1367672FIRM Grey Slightly Silty Fine SAND (SP-SM) 6433935 LOOSE to FIRM Brown Slightly Silty Fine SAND (SP-SM) 181312664 37202017105 10 DENSE Brown Slightly Silty Fine SAND (SP-SM) 34201412615 62303230720 VERY DENSE Grey Slightly Silty Fine SAND (SP-SM) 56282830825 BORING TERMINATED 30 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213REMARKS: BLOW COUNT IS THE NUMBER OF BLOW S OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. J18987 B4 DEP TEST BORING RECORD J18978JOB NO B5BORING NO 1 of1Sheet3 Story Commerical Building Project 10/29/19Boring Begun (See Field Exploration Plan)Boring Location 10/29/19Boring Completed NADatumNAGround Elevation Robbie EppsDriller10/29/19Date:DrillingTime:3.0'Groundwater Depth B.McMahanSoil Inspected By N 30.32503° / W 81.39703°Lat/Long STANDARD PENETRATION TEST BLOWSAMPLEMATERIAL DESCRIPTIONDEPTHELEV. COUNTBLOWS PER 6-IN. INTERVALNO.(USCS CLASSIFICATION)(FT)(FT) 0 864441LOOSE Brown Slightly Silty Fine SAND (SP-SM) 1145662FIRM Brown Slightly Silty Fine SAND (SP-SM) 7534435 LOOSE to FIRM Brown Slightly Silty Fine SAND (SP-SM) 11159234 48303018115 DENSE Grey Brown Slightly Silty Fine SAND (SP-SM)10 50282215615 DENSE to VERY DENSE Grey Slightly Silty Fine SAND (SP-SM) 60303015720 DENSE Grey Slightly Silty Fine SAND w/ Some Shell Fragments (SP-SM) 44222215825 BORING TERMINATED 30 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213REMARKS: BLOW COUNT IS THE NUMBER OF BLOW S OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. J18987 B5 DEP TEST BORING RECORD J18978JOB NO B5BORING NO 1 of1Sheet3 Story Commerical Building Project 10/29/19Boring Begun (See Field Exploration Plan)Boring Location 10/29/19Boring Completed NADatumNAGround Elevation Robbie EppsDriller10/29/19Date:DrillingTime:3.0'Groundwater Depth B.McMahanSoil Inspected By N 30.32503° / W 81.39703°Lat/Long STANDARD PENETRATION TEST BLOWSAMPLEMATERIAL DESCRIPTIONDEPTHELEV. COUNTBLOWS PER 6-IN. INTERVALNO.(USCS CLASSIFICATION)(FT)(FT) 0 864441LOOSE Brown Slightly Silty Fine SAND (SP-SM) 1145662FIRM Brown Slightly Silty Fine SAND (SP-SM) 7534435 LOOSE to FIRM Brown Slightly Silty Fine SAND (SP-SM) 11159234 48303018115 DENSE Grey Brown Slightly Silty Fine SAND (SP-SM)10 50282215615 DENSE to VERY DENSE Grey Slightly Silty Fine SAND (SP-SM) 60303015720 DENSE Grey Slightly Silty Fine SAND w/ Some Shell Fragments (SP-SM) 44222215825 BORING TERMINATED 30 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213REMARKS: BLOW COUNT IS THE NUMBER OF BLOW S OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. J18987 B5 DEP AUGER BORING RECORDS 3 Story Commerical Building Atlantic Beach, Florida AGES Job No. J18987; Report No. 001 Date Performed: 11/01/19 Performed By: Robbie Epps Auger ID Depth (Feet)a SOIL DESCRIPTION (USCS CLASSIFICATION) Lat/Long Stormwater Management Pond TMW1 0.0 - 0.5 Brown Silty Fine SAND w/ Some Rocks (SM) 30.32532°0.5 - 3.0 Light Grey Slightly Silty Fine SAND (SP-SM) 81.39725°3.0 - 12.0 Brown Slightly Silty Fine SAND (SP-SM) 12.0 - 13.0 Grey Slightly Silty Fine SAND (SP-SM) A.B.T.b GWLc= 3.0' Estimated Seasonal High GWLc= 3.0' a - Depth measured below ground surface existing at boring location at time of drilling b - Auger Boring Terminated (A.B.T.) c - Groundwater Level (GWL) depth below existing ground surface, recorded at time of drilling, unless otherwise noted J18987 aug.wpd DEP DOUBLE RING INFILTRATION TEST RESULTS 11/14/19REPORT DATE: 11/13/19TEST DATE:3 Story Commercial BuilingPROJECT: Robbie EppsFIELD PERSONNEL:Atlantic Beach, FloridaLOCATION: ASTM D3385METHOD:J18987JOB NUMBER: 6"WATER HEAD:DRI1TEST NUMBER: SurfaceTEST DEPTH 30.32532°, -81.39725°LAT/LONG SUMMARY OF TEST DATA & RESULTSINFILTRATIONWATERELAPSED 12INNER RING SIZE (INCHES):RATEQUANTITYTIME 24OUTER RING SIZE (INCHES):(IN/HOUR)(ML)(MINUTES) 6.8AVERAGE INFILTRATION RATE (IN/HR):6.510005 6.5STEADY STATE INFILTRATION RATE (IN/HR):6.5100010 9.7150015 6.5100020 INFILTRATION RATE VS TIME6.5100025 6.5100030 6.5100035 6.5100040 6.5100045 7.1110050 6.5100055 6.5100060 SOIL PROFILE Soil Description (USCS/AASHTO CIassification)Depth(Ft) Brown Silty Fine SAND w/ Rock & Limestone (SM)0.0 - 1.0 Brown Slightly Slty Fine SAND (SP-SM)1.0 - 6.0 GWLc= 3.5'A.B.T.b Estimated Seasonal High GWL= 3.0 ' Below Gound Surface INSITU RISING HEAD HYDRAULIC CONDUCTIVITY TEST 3-Story Commercial /Retail Building Atlanic Beach, Florida, Florida AGES Job No. J18987 11/07/19Date PerformedGoverning Equation (NAVFAC) D. AndersonPerformed byKhsat=r2/2L ln(L/R) [ln(H1/H2)/(t2-t1)] DepthField DataWell Data Head RatioHead (Ht)BelowElapsed Time (t)TMW1Well ID Ht/HoTOC (ft)minsecmin0.083Well Radius - R (ft) 1.001.1057.0150.00.109.09Saturated Screen Length - L(ft) 0.600.664266.5740.214.202.50Well Stickup (ft) 0.330.3676.2770.530.8015.00Well Depth below TOC 0.070.0813755.9911.426.615.91Depth to Static GW below TOC 0.040.0421565.9522.0027.02Initial Drawdown Depth below TOC 0.000.0047425.9154.0593 Results: Insitu Horizontal Hydraulic Conductivity (k) cm/sec1.1E-03ft/day3.05ft/min0.002118 INSITU FALLING HEAD HYDRAULIC CONDUCTIVITY TEST 3-Story Commercial /Retail Building Atlanic Beach, Florida, Florida AGES Job No. J18987 11/07/19Date Performed D AndersonPerformed byK=r2/2L ln(L/R) [ln(H1/H2)/(t2-t1)] WaterField DataWell Data Head RatioHead (Ht)LevelElapsed Time tTMW1Test ID Ht/HoTOC (ft)minsecmin0.08Well Radius - R (ft) 1.00.934.980.00.0102.5Well Stickup (ft) 0.60.585.330.15.5015Well Depth below TOC (ft) 0.50.485.430.210.409.092Saturated Screen Length - L(ft) 0.00.035.883.1735.908Depth to Static GW below TOC 0.00.005.905.42354.9815Initial Water Depth below TOC Slug In Results: Insitu Horizontal Hydraulic Conductivity (k) cm/sec9.0E-04ft/day2.55ft/min0.001773 FIELD EXPLORATION PROCEDURES Penetration Borings The penetration borings were made in general accordance with ASTM D 1586-67, "Penetration Test and Split-Barrel Sampling of Soils". The borings were advanced to the water table by augering and, after encountering the groundwater table, further advanced by rotary drilling techniques using 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 and 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 glass jar and sealed. After completing the drilling operations, the samples for the borings were transported to our laboratory where they were examined by our engineer 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. Double-Ring Infiltrometer Test The double-ring infiltrometer test was performed in general accordance with the procedures outlined in ASTM D 3385-75, "Infiltration Rate of Soils in Field using Double Ring Infiltrometers". Testing consisted of initially clearing all surface vegetation and topsoil from within the test area. A pit was then excavated to the desired test depth. The outer ring, which is approximately 24 inches in diameter, was then driven to a depth of six inches below the exposed ground surface. The inner ring, approximately 12 inches in diameter, was then centrally located within the outer ring and driven to a depth of two inches. The two rings were then simultaneously filled with water to a height of three inches above the exposed ground surface test soils. The water level was maintained at this height throughout the test period, with the required amount of water added to maintain this level in both rings recorded at time intervals of five minutes. After reaching a stabilized inflow of water, each test was continued for a period of approximately 60 minutes. The infiltration rate for (1) the inner ring, (2) the annular space between the rings, and (3) both rings combined is determined by dividing (a) the water volume used (within each specific area) during the stabilized flow period of the test, by (b) the specific area and © the time interval. Infiltration rates are generally converted to units of inches per hour. The infiltration rate for the inner ring, if different than the infiltration rates of either the annular area between the rings or the combined area of both rings, should be used as the infiltration rate for the soils. Auger Borings The auger borings were drilled in general accordance with ASTM D 1452-80 ("Soil Investigation and Sampling by Auger Borings"). Representative samples of the soils brought to the ground surface by the augering process were placed in glass jars, sealed, and transported to our laboratory where they were examined by a geotechnical engineer to verify the driller's field classification.