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1828 ATLANTIC BEACH DR RES25-0208 GEO Tech Report 9-23-25OFJAX, INC. REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION & ENGINEERING EVALUATION PROPOSED ALDERMAN RESIDENCE (LOT 60 ATLANTIC BEACH COUNTRY CLUB) 1828 ATLANTIC BEACH DRIVE, ATLANTIC BEACH, FLORIDA AGES JOB NO. J21880, REPORT NO. 001 FOR CRAIG ALDERMAN 1930 TARA COURT NEPTUNE BEACH, FL 32266 APRIL 9, 2025 AGES of JAX, Inc. P O Box 24008, Jacksonville FI 32241-4008 9556 Historic Kings Road South, Suite 201 • Jacksonville, Florida 32257-2010 (904) 886-0766 • (904) 880-5190 (FAX) OF JAX, INC. April 9, 2025 CRAIG ALDERMAN 1930 Tara Court Neptune Beach, FI 32266 Re: Report of Preliminary Geotechnical Exploration & Engineering Evaluation Proposed Alderman Residence (Lot 60 Atlantic Beach Country Club) 1828 Atlantic Beach Drive, Atlantic Beach, Florida AGES Job No. J21880, Report No. 001 Team: AGES of JAX, Inc. (AGES) has completed a geotechnical exploration and engineering evaluation of the subsurface conditions at the subject site. Our services were performed in general accordance with AGES' Service Authorization Sheet which was dated March 23, 2025. Formal authorization of services was provided by Craig Alderman on that same date. This report includes: (1) a review of the project background information that was provided to us; (2) a summary of the field exploration that was performed; (3) a presentation of the findings; (4) an evaluation of the subsurface conditions with respect to the planned construction; and (5) foundation design and site preparation recommendations. CLOSURE 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, Digitally signed AGES OF JAX INC. by Bill C McMahan Jr, P.E. Bill C. McMahan Jr. P.E. BSCE MSCE Date: 2025.04.09 Principal Engineer / Vice President 10:35:21-04'00' Registered, Florida No, 42677 BCM/bcm/J217880 alderman residence 1828 altlantic beach drive.wpd Attachments Email Distribution: Addressee Steve Morgan AGES of JAX, Inc. P O Box 24008, Jacksonville FI 32241-4008 9556 Historic Kings Road South, Suite 201 • Jacksonville, Florida 32257-2010 (904) 886-0766 0 (904) 880-5190 (FAX) TABLE OF CONTENTS SUBJECT REPORT ATTACHMENTS PAGE NUMBER 1.0 Project Background Information 1.1 General Information ............................................ RA1 1.2 Project Description ............................................ RA1 2.0 Preliminary Geotechnical Exploration 2.1 Purpose of Exploration ......................................... RA1 2.2 Subsurface Testing ............................................ RA1 3.0 Geotechnical Findinas 3.1 Site Conditions ............................................... RA1 3.2 Subsurface Conditions ......................................... RA1 4.0 Preliminary Geotechnical Engineering Evaluation 4.1 Basis of Evaluation & Recommendations ............................ RA2 4.2 Foundation System Evaluation ................................... RA2 5.0 Site Preparation Recommendations 5.1 Groundwater Control .......................................... RA2 5.2 Existing Utilities ............................................... RA3 5.3 Site Clearing and Stripping ...................................... RA3 5.4 Site and Fill Placement & Compaction .............................. RA3 5.5 Disturbed Soil Conditions ....................................... RA3 5.6 Foundation Areas ............................................. RA3 6.0 Shallow Foundation Design Recommendations 6.1 Foundation Design Recommendations ............................. RA3 6.2 Lateral Earth Pressure Design Parameters .......................... RA4 7.0 Quality Control Testing Guidelines .................................... RA4 8.0 Construction Plans and Specifications Review .......................... RA5 DATA ATTACHMENTS Site Location Map Field Exploration Plan Generalized Subsurface Profile Key to Soil Classification Test Boring Records Auger Boring Records Field Exploration Test Procedures REPORT ATTACHMENTS 1.0 PROJECT BACKGROUND INFORMA 1.1 General Information General project information has been provided by Steve Morgan with Riverside Homes during recent email conversations. We have been provided with: (1) a set of Architectural Plans and a Site Plan which were prepared by Klaybor Associates, dated 3/7/25); and (2) a RE# 169505-1595. We have not been provided with existing topography, the proposed site grading plan, and structural loading information. 1.2 Proiect Descriotion We understand that the Alderman residence will be constructed on a vacant grassed lot which is located at 1828 Atlantic Beach Drive in Atlantic Beach, Florida. The lot is situated in a FEMA X Zone. The planned construction includes a 2 -story (2,800 sf footprint) wood and/or block framed residence. Detailed structural loading information has not been provided. However, we have assumed that maximum wall and column loads will be 2 klf, and 75 kips, respectively. The planned Finish Floor elevation and existing site topography have not been provided. However, we have assumed that 2 feet of fill or less will be added to the site. 2.0 PRELIMINARY GEOTECHNICAL EXPLORATION 2.1 Purpose of Exploration The objective of this preliminary geotechnical exploration was to obtain site and subsurface data for use in: (1) the evaluation of the site with respect to the proposed construction; and (2) the development of preliminary foundation design and site preparation alternatives for the proposed residential structure. The geotechnical exploration therefore consisted of field exploratory borings and a geotechnical engineering analysis of the collected test data. 2.2 Subsurface Testing To explore the subsurface conditions at the site, our personnel performed two(2) 20 -feet deep penetration test borings (81 & B2) and three(3) 6 -feet deep auger borings (A1-A3)within the building footprint. The borings were performed on April 2, 2025. The boring locations were selected by AGES and were located in the field by AGES drilling personnel using handheld GPS based measuring equipment. The boring locations, as shown on the attached Field Exploration Plan, should be considered to approximate. Ground surface elevations at the boring locations were not determined. The attached Generalized Subsurface Profile, Test Boring Records and Auger Boring Records present the descriptions of the subsurface soils encountered, the groundwater levels encountered at the time of drilling and the penetration resistance values recorded when drilling and sampling the penetration test borings. The subsurface conditions are graphically illustrated on the attached Generalized Subsurface Profile (GSP) sheet. 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. A brief discussion of the drilling, sampling, and field testing techniques used during this boring program is provided on the attached Field Exploration Procedures sheet. 3.0 GEOTECHNICAL FINDINGS 3.1 Site Conditions The existing site conditions were observed by AGES personnel at the time of drilling. The site is located at 1828 Atlantic Beach Drive in Atlantic Beach, Florida. The grass covered lot is situated in a FEMA X Zone. No surface water was observed on the site at the time of our visit. 3.2 Subsurface Conditions The subsurface conditions outlined below, and presented on the attached Generalized Subsurface Profile Sheet, highlight the major subsurface stratifications encountered during our geotechnical exploration of the site. When reviewing the borings and the subsurface conditions as discussed below, it should be understood that the subsurface conditions will vary across the proposed construction area and between the boring locations. RA1 3.2.1 Soil Conditions - Building area penetration test borings B1 & B2 typically encountered alternating strata of loose to firm slightly silty fine sand (SP -SM) which extend to the maximum boring termination depth of 32 feet. The penetration resistance values within these strata typically ranged from 6 to 22 blows/foot. Auger borings Al - A3 typically encountered slightly silty fine sands(SP-SM) which extended the boring termination depth of 6 feet. 3.2.2 Groundwater Conditions - The groundwater level was encountered at the boring locations at depths ranging from 3.0 to 3.5 feet below the existing ground surface. Seasonal high groundwater levels are estimated to be 2.0 to 2.5 feet below the existing ground surface. The groundwater level should be expected to fluctuate due to seasonal climatic variations, tidal fluctuations, surface water runoff patterns across the site, tidal activity, changes in construction activity and the subsequent development as planned, 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. 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 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. Once more detailed structural loading information is available, please contact us so we may review the data and revise our preliminary 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 Foundation System Evaluation We consider the site and subsurface conditions adaptable for support of the proposed structure upon a properly designed and constructed shallow foundation following proper site preparation procedures. 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 (<'/z inch). The settlements should occur concurrently with construction due to the generally sandy nature of the soils encountered. Site preparation necessary for proper foundation performance includes: Clearing. Grubbing and stripping the any remaining conflicting vegetation (and their root systems) and surficial topsoil from within the construction areas; Compaction of stripped ground surface using a 5 to 10 -ton vibratory drum roller; and Placement and compaction of any required structural fill to densities equivalent to 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) within the building areas. 5.0 SITE PREPARATION RECOMMENDATIONS 5.1 Groundwater Control During our geotechnical exploration, the groundwater level was encountered at depths ranging from 3.0 to 3.5 feet below existing ground surface. Therefore, encroachment upon the groundwater level during site work should be anticipated in some areas of the site. The groundwater should be controlled at all times at a depth of at least two feet below the lowest construction level using appropriate groundwater control measures. Vacuum well point systems or other effective de -watering systems (horizontal socks, trench/sumps, etc.) should be utilized, as necessary. 5.2 Site Clear! ng/Stripuin Initial site preparation should consist of clearing any existing trees, vegetation, root systems and surficial topsoil. The clearing/stripping work should be performed within and to a distance of at least five feet beyond the perimeter of the planned building areas. It should be anticipated that surficial topsoil will be encountered in thicknesses of 12 inches or less. The perimeter areas may then need to be graded to help direct surface water runoff away from the construction areas. 5.3 Site Compaction and Fill Placement The stripped surface should be compacted using a 5 to 10 -ton vibratory drum roller to improve the density of the upper 5 feet of very loose to loose fine sands and slightly silty fine sands. A minimum of 8 overlapping passes should be conducted in orthogonal passes. 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, Sp to SP -SM). 5.4 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" 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 should be allowed to dissipate before re - compacting. 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. 5.5 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 SHALLOW FOUNDATION DESIGN RECOMMENDATIONS 6.1 Foundation Desicin Recommendations 6.1.1 Foundation Type - A monolithic slab with thickened edges beneath load boring column and wall footings may be used to support the building. As an equal alternative, an exterior stem wall may be supported on strip footings and interior loads may be supported on a monolithic slab with thickened edges beneath load bearing walls and columns. 6.1.2 Bearing Pressure & Depth - The maximum allowable soil bearing pressure for use in stemwall foundation design should not exceed 3,000 psf. The footings should be designed based upon the maximum load which could be imposed by all loading conditions. The exterior footings should bear a minimum of 1 foot below the ground surface and the thickened edges should be bear at a minium depth of at least 12 inches below the top of the interior floor slab. 6.1.3 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. RA3 6.1.4 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. 6.2 Lateral Earth Pressure Design Parameters The following parameters may be used in: (1) the design of retaining walls and stem walls, and (2) the determination of lateral and base resistance acting on shallow foundations. The parameters are existing soil and backfill dependent and assume that structural backfill will be used behind the retaining wall and stemwalls. Material Description Unit Weight (pcf) damp/sat. /buoyant Cohesion (psf) Angle of Internal Friction Friction Ratio' Earth Pressure Coefficients" Active` At- Passive` OF, Degrees Y (Ka) R9st (Kp) Fine Sand Slinely (SSilty 0 33 0.6 0.29 0.46 3.4 F 115/130/68 SAND (SP - SM) (Structural Fill/Backfill)e a ......... Wall Friction Ratio: Assumed smooth against granular soil. In - ........ All earth pressure coefficients are unractored ultimate values. c-......... Active and Passive Coefficients were determined using the Log Spiral Method which considers .. the effects of wall friction. (See Fig 5a, Uss Steel Piling Deln Manuall. Level backfill condition assumed. d-......... Al -rest earth pressure coefficient was determined using the Jaky Formula (Ko=1-sin(p). e ...... .... These materials are granular and non-pfastic. f.......... Friction angle for fill materials based uppoon oom acted density equivalent to 95% of the Modified Proctor Ma)dmum Dry Density (ASTM D1557) for relatively dean sands The earth pressure coefficients were determined based upon assumed strength parameters using Log Spiral Theory for the active and passive coefficients, and the Jacky Formula for the at -rest coefficient. If a water table is encountered above the base of the wall, then buoyant unit weights should be used to determine the effective pressure acting on the wall. The hydrostatic pressure should also be considered in the retaining wall design. The active and passive earth pressure coefficients assume that sufficient wall movement will be allowed to occur to fully mobilize internal soil shear resistance. If the wall is laterally constrained (i.e. by a floor slab or dieback system), the passive coefficients should be reduced and the active pressure should be increased. We recommend the use of Ko as the active and passive pressure coefficient for laterally restrained walls such as stem walls. 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 that at least one density test be performed for every 3,000 square feet of construction area (minimum of three tests per lift). 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 in each isolated column footing and every 100 linear feet in continuous footings. 8.0 CONSTRUCTION PLANS & SPECIFICATIONS REVIEW To verify that our recommendations have been properly interpreted and incorporated into the project design, we recommend that AGES be provided the opportunity to review the final plans and specifications which were prepared using 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. DATA ATTACHMENTS Site Location Map Field Exploration Plan Key to Soil Classification Generalized Subsurface Profile Test Boring Records Auger Boring Records Field Exploration Procedures ' Woodbine 4 ; I I I " V I I L Folkston kefenokee --_ Kingsland NationJIF _- St Marys AV!�ildliRefu 1� g Hilliard �` Fernandic�s �Be`ac"h Yulee--- � Amer�� " - Callahan Beach .,Maniac - __St•Ge©rge Nassau Vdlage2Ratliff10 _ • Ynt Bryceville cl S.0nvi It'e----- SITE 121 Grange Perk Palma e + 1 Fleming Island f e,Butler Green eRe 1� ,Camp Springs vStarke Blanding 4P rWildlife_.. St. Au gi sti e Y E,Keystone B t ler Beac 2. 341 Heights Hastings i�nc►.�illa' D�I�+U� REFERENCE: AGES of JAX Inc. Google.com 9556 Historic Kings Rd. of1A7I, SNC Jacksonville, Florida 32257 SITE LOCATION MAP Alderman Residence -1828 Atlantic Beach Drive Atlantic Beach, Florida DRAWN: DEP DATE: 04/07/25 SCALE: CHECKED: BCM JOB NO: J21880 NTS �mt � � 7 ! e �� Yd B 1 &L.d. VA a ob i Vv" \ sF2 s s �'� A2 a \ Vd-�a A3 r o yip, 0 1S i mdi .S v� O 9<1 ` O LEGEND: Penetration Test Boring Location (approximate) *Auger Boring Location (approximate) REFERENCE: Architectural Site Plan prepared by Klaybor Associates, dated 3/7125, NOTES: The boring locations were established by AGES personnel using handheld GPS Locator Units. Boring locations as shown on this plan are approximate. AGES of JAX Inc. 9556 Historic Kings Rd. OF1A%, INC Jacksonville, Florida 32257 FIELD EXPLORATION PLAN Alderman Residence -1828 Atlantic Beach Drive Atlantic Beach, Florida DRAWN: DEP DATE: 04/07/25 SCALE: CHECKED: BCM JOB NO: J21880 1 "=30' 0 B1 62 Al A2 A3 Fine SAND (SP/A-3) Slightly Silty Fine SAND (SP-SM/A-3) San ) Sandy SILT (MHIMUA-4 ® AGES of JAX Inc. Silty Fine SAND (SM/A-2-4) Variably Cemented Fine SAND (HARDPAN) WF aF,nx, �Nc 0 ® Fine SAND w/ Many Roots (PT/A-8) ® 10 Very Silty Fine SAND (SM/A-4) 7 Clayey Fine Standard Penetration 9 Resistance — SAND (SC/A-2-6) Silty Clayey Fine SAND (SC-SM/A-2-5) (blows/ft) BT Boring Terminated 56 ABT Auger Boring Terminated Atlantic Beach, Florida Very Clayey Fine SAND (SC/A-6) 11 6 d.11 CLAY (CUA -7-6) ^/ ToNot psoil Encountered DRAWN: DEP DATE: 04107/25 SCALE: ®Silty 5 CHECKED: BCM JOB NO: J21880 111=5' 9 8 ABT ABT ABT > a aD o x 0 22 6. (D i>3 10 10 m E p x o L _ m a 0- Q 13 11 15 15 13 6 20 far BT 20 LEGEND & SYMBOLS (USCS/AASHTO CLASSIFICATION) Fine SAND (SP/A-3) Slightly Silty Fine SAND (SP-SM/A-3) San ) Sandy SILT (MHIMUA-4 ® AGES of JAX Inc. Silty Fine SAND (SM/A-2-4) Variably Cemented Fine SAND (HARDPAN) WF aF,nx, �Nc 9556 Historic Kings Rd. Jacksonville, Florida 32257 ® Fine SAND w/ Many Roots (PT/A-8) ® Very Silty Fine SAND (SM/A-4) GENERALIZED SUBSURFACE PROFILE Clayey Fine Standard Penetration 9 Resistance SAND (SC/A-2-6) Silty Clayey Fine SAND (SC-SM/A-2-5) (blows/ft) BT Boring Terminated Alderman Residence -1828 Atlantic Beach Drive ABT Auger Boring Terminated Atlantic Beach, Florida Very Clayey Fine SAND (SC/A-6) GWLNE Groundwater Level CLAY (CUA -7-6) ^/ ToNot psoil Encountered DRAWN: DEP DATE: 04107/25 SCALE: ®Silty CLAY (CUA -7-6) V Estimated Seasonal –V— Groundwater Level — High Groundwater Level = at Time of Drillino CHECKED: BCM JOB NO: J21880 111=5' KEY TO SOIL CLASSIFICATION CORRELATION OF N -VALUE WITH RELATIVE DENSITY & CONSISTENCY SANDS AND GRAVEL NO. OF BLOWS,N' RELATIVE 0 -2 DENSITY 0-4 VERY LOOSE 5 -10 LOOSE 1 1-20 FIRM 21 -30 VERY FIRM 31 -50 DENSE OVER 50 VERY DENSE wpdoc\Form\soil SILTS AND CLAYS NO. OF BLOWS, N' I CONSISTENCY 0 -2 VERY SOFT 3-4 SOFT 5 - 8 FIRM 9 -15 STIFF 16 -30 VERY STIFF 31 -50 HARD OVER 50 VERY HARD PARTICLE SIZE IDENTIFICATION (UNIFIED SOIL CLASSIFICATION SYSTEM) [CATEGORY I DIMENSIONS Boulders Dmameter exceeds 12 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 MODIFIERS CONSTITUENT COMPONENTS (SHELL, GRAVEL, 5% to 12% Slightly Silty, Slightly Clayey, Slightly Sandy 12% to 30% Silty, Clayey, Sandy 30% to 50% 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 APPROXIMATE CONTENT OF COMPONENTS (SHELL, GRAVEL, MODIFIERS ORGANIC COMPONENTS ETC.) 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% { TEST BORING RECORD CF1All INC. Project Alderman Residence - 1828 Atlantic Beach Drive Boring Location (See Field Exploration Plan) Ground Elevation NA Datum NA Groundwater Depth 3.0' Time: Drilling Date: 04/02/25 Lat/Lona N 30.34734°. W 81.41077° Ria - W/O ESHGWL= 2.0' JOB NO J21880 BORING NO B1 Sheet 1 of 1 Boring Begun 04/02/25 Boring Completed 04/02/25 Driller NW, RE & CT Soil Insnerteri Rv R Mr.Mahan ELEV. FT DEPTH FT MATERIAL DESCRIPTION USCS CLASSIFICATION SAMPLE No. STANDARD PENETRATION TEST BLOWS PER 6 -IN. INTERVAL BLOW COUNT 0 LOOSE Brown Slightly Silty Fine SAND (SP -SM) 1 2 3 4 5 6 7 2 3 7 9 4 5 6 6 3 3 3 3 2 4 5 6 8 9 13 16 6 7 6 5 6 7 10 11 6 9 22 13 13 FIRM Light Brown Slightly Silty Fine SAND (SP -SM) LOOSE Brown Slightly Silty Fine SAND (SP -SM) VERY FIRM to FIRM Brown Slightly Silty Fine SAND (SP -SM) BORING TERMINATED 5 10 15 2.0 25 30 REMARKS: J21880 B1 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213 BLOW COUNT IS THE NUMBER OF BLOWS OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1 A IN. I.D. SAMPLER 1 FT. TEST BORING RECORD OF JAIL INC. Project Alderman Residence - 1828 Atlantic Beach Drive Boring Location (See Field Exploration Plan) Ground Elevation NA Datum NA Groundwater Depth 3.5' Time: Drilling Date: 04/02/25 Lat/Lona N 30.34718°. W 81.41086' Ria - W/C ESHGWL= 2.5' JOB NO J21880 BORING NO B2 Sheet 1 of 1 Boring Begun 04/02/25 Boring Completed 04/02/25 Driller NW, RE & CT Soil Insnected Rv R McMahan ELEV. FT DEPTH FT) MATERIAL DESCRIPTION (USCS CLASSIFICATION SAMPLE rJo. STANDARD PENETRATION TEST BLOWS PER 6 -IN. INTERVAL BLOW COUNT 0 LOOSE Grey Brown Slightly Silty Fine SAND (SP -SM) FIRM Dark Brown Slightly Silty Fine SAND (SP -SM) 1 2 3 4 5 6 7 1 2 5 6 4 5 6 6 4 3 3 3 3 4 4 5 2 2 4 5 4 5 6 3 3 3 7 11 6 8 6 11 6 5 LOOSE Brown Slightly Silty Fine SAND (SP -SM) FIRM Brown Slightly Silty Fine SAND (SP -SM) LOOSE Grey Slightly Silty Fine SAND (SP -SM) BORING TERMINATED 10 15 20 25 30 RCIV)MMr\J: J21880 B2 BORING & SAMPLING, ASTM D1586/CORE DRILLING, ASTM D213 BLOW COUNT IS THE NUMBER OF BLOWS OF A 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. AUGER BORING RECORDS Alderman Residence - 1828 Atlantic Beach Drive Atlantic Beach, Florida 31WP AGES Job No. J21880; Report No. 001 MAX, INC. Lime rerrormea: u4/uu,d5 Nertormect tiv: Kt: Auger ID Depth (Feet)' SOIL DESCRIPTION (USCS CLASSIFICATION) Lat/Long Al 0.0 -1.0 Brown Slightly Silty Fine SAND w/ Trace Roots (SP -SM) N 30.34723° 1.0 -3.0 Grey Brown Slightly Silty Fine SAND (SP -SM) W 81.410930 3.0-6.0 Dark Brown Slightly Silty Fine SAND (SP -SM) A,B TT GWL` = 3.0' Estimated Seasonal High GWL° = 2.0' A2 0.0 - 1.5 Brown Slightly Silty Fine SAND w/ Trace Roots (SP -SM) N 30.34727° 1.5 - 2.5 Grey Slightly Silty Fine SAND (SP -SM) W 81.410830 2.5-4.0 Dark Brown Slightly Silty Fine SAND (SP -SM) 4.0-6.0 Brown Slightly Silty Fine SAND (SP -SM) A.B.T' GWL` = 3.0' Estimated Seasonal High GWL° = 2.0' A3 0.0 - 1.0 Brown Slightly Silty Fine SAND w/ Trace Roots (SP -SM) N 30.347270 1.0 - 2.0 Grey Slightly Silty Fine SAND (SP -SM) W 81.41073° 2.0-4.0 Dark Brown Slightly Silty Fine SAND (SP -SM) 4.0-6.0 Brown Slightly Silty Fine SAND (SP -SM) A.B.T s GWL° = 3.5' Estimated Seasonal High GWL` = 2.5' 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 J21880 Augi .wpd FIELD EXPLORATION PROCEDURES Penetration Borinas The penetration boring was made in general accordance with ASTM D 1586-67, "Penetration Test and Split -Barrel Sampling of Soils". The boring was advanced to the water table by augering and, after encountering the groundwater table, further advanced by a "wash -and -chop" drilling technique 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 samplerwas 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 boring 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. Auger Borings The auger boring was performed manually using a post -hole auger. 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.