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1219 Jasmine St. Geotechnical Report 10.20.21OF JAX, INC. BEACHES HABITAT FOR HUMANITY 797 Mayport Road Atlantic Beach, Florida 32233 Attn: Mr. Josh Jared Re: Report of Preliminary Geotechnical Exploration & Engineering Evaluation Proposed Residence - 1219 Jasmine Street Atlantic Beach, Florida AGES Job No. J2004, Report No. 001 Ladies and Gentlemen: October 20, 2021 AGES of JAX, INC. (AGES) has completed a preliminary geotechnical exploration and engineering evaluation of the subsurface conditions beneath the building construction area of the referenced lot. Our geotechnical exploration was performed in accordance with AGES' Service Authorization Sheet which was dated July 7, 2021. Formal authorization of our services was provided by Beaches Habitat representative Josh Jared on August 19, 2021. This report briefly describes our understanding of the planned construction, describes the field testing that was performed and the results that were obtained, and presents our geotechnical evaluation of the soils conditions are the site. 1.0 PROJECT INFORMATION General information has been provided by Charles Kennedy P.E. during recenttelephone and email conversations. We have not been provided with either a boundary survey of Site Plan. We understand that Beaches Habitat is planning to constructa residential structure on a vacant grassed lotwhich is located at 1219 Jasmine Street in Atlantic Beach, Florida. We have assumed thatthe construction will include a 1 or2-storywood and block framed structure. Estimated column and wall loads will be on the order of 50 kips and 2 klf, respectively. The proposed finish floor elevation and existing ground surface elevation data have not been provided. However, we have assumed that 3 feet or less of elevating fill will be added to the site. 2.0 GEOTECHNICAL EXPLORATION The field exploration program which was performed on September 17, 2021 included two(2)15 -feet deep penetration test borings (B1 & B2) and three(3) 4 to 4.5 -feet deep auger borings (Al - A3). The field test locations were established by our personnel using hand held GPS location devices. The boring locations, as shown on the Field Exploration Plan, should be considered approximate. The ground surface elevations at the boring locations were not determined. The attached Test Boring and Auger Boring Records presentthe descriptions of the subsurface soils encountered, the groundwater levels encountered and the penetration resistance values recorded when AGES of JAX, Inc. P O Box 24008, Jacksonville F132241.4008 9556 Historic Kings Road South, Suite 201 0 Jacksonville, Florida 32257-2010 (904) 886-0766 0 (904) 880-5190 (FAX) PROPOSED RESIDENCE -1219 JASMINE STREET October 20, 2021 Atlantic Beach, Florida Page 2 drilling and sampling the 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 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 the geotechnical exploration is provided in the attached Field Exploration Procedures section. Representative soil samples obtained during our field exploration were returned to our laboratory. The samples were examined by a geotechnical engineerand were visually classified in general accordance with ASTM D 2488 (Unified Soil Classification System). 3.0 FINDINGS The subsurface conditions outlined below highlight the major subsurface stratifications encountered during this geotechnical exploration at the site. More detailed descriptions of the subsurface materials encountered during this exploration are provided on the attached boring records. When reviewing the boring records 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. Borings B1 & B2 typically encountered an approximate 6 -feet thick surface stratum of very loose to loose slightly silty fine sand (SP to SP -SM) and silty fine sand (SM) which exhibited penetration resistance values ranging from 4 to 7 blows/foot. The surface stratum was underlain by buried organics and domestic trash (paper, glass, wood, plastic) which extended to at depth of 12 feet at boring location B1 and to a depth 8 feet at boring location B2. Below the trash layer and extending to the boring termination depth of 20 feet, firm to very firm slightly silty fine sand (SP - SM) was encountered. The penetration resistance values within this stratum typically ranged from 15 to 28 blows/foot. Auger borings Al - A3 typically encountered a 1 to 4 feet thick stratum of slightly silty fine sand (SP - SM) which was underlain by buried organics and domestic trash (paper, glass, wood, plastic) which extended to the boring termination depth of 4 to 4.5 feet. The hand auger borings were terminated in impenetrable debris. The groundwater level was encountered at the boring locations and recorded, at the time of drilling, at a depth of 2.0 -feet below the existing ground surface. These levels are at or near seasonal high groundwater levels. The groundwater level should be expected to fluctuate due to seasonal climatic variations, surface water runoff patterns across the site, 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 EVALUATION & RECOMMENDATIONS Our geotechnical engineering evaluation of the site and subsurface conditions with respect to the planned construction and imposed structural loading conditions, and our recommendations for foundation design/construction and site preparation, are based upon: (1) our site observations; (2) the field 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. The field test data has been compared with similar soils at other sites where structures of similar magnitude are satisfactorily supported by shallow foundations. PROPOSED RESIDENCE -1219 JASMINE STREET October 20, 2021 Atlantic Beach, Florida Page 3 Based upon our findings, it is our opinion that the primary geotechnical condition which will affect shallow foundation design and performance is the presence of buried organic debris and domestic trash in the upper 12 feet of profile. A shallow foundation supported structure bearing on this type of material will be subjected to potentially excessive total and differential settlement unless the organic/trash stratum is over -excavated and replaced with compacted sand backfill. Otherwise, the residential structure would need to be supported on a deep foundation system (helical pin piles) so that the structural loads are transferred to competent bearing strata located below the debris zone. Typically, over -excavation and replacement of debris is more cost effective than supporting a structure on pilings. However, using the over -excavation approach at this site may not be feasible due to: (1) depth of debris stratum (up to 12 feet below the ground surface), (2) high groundwater conditions (2 feet) which would require the use of a vacuum well point system to control the groundwater level during excavation and backfilling operations, and (3) the close proximity of existing residences which could potentially be undermined and/or damage by the excavation activity. We recommend that test pits be conducted at the site to: (1) better characterize to the type of debris and (2) to better define the vertical and horizontal limits of the debris zone. If this supplemental testing indicates that the debris zone is not as bad as anticipated, then the option of leaving the material in place and using a shallow foundation could be re-evaluated. If the test pits confirm the initial findings and it is determined that the material cannot be over -excavated and replaced, then deep foundation system design recommendations would be provided. 5.0 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. Digitally signed by Billy C McMahan Jr RE Date: 2021.10.20 12:10:47 -04'00' BCM/bcm/J20004 lot @ 1219 jasmine street.wpd Attachments Distribution: Addressee Via EMAIL ONLY Very truly yours, AGES of JAX, INC. Bill C. McMahan, Jr., P.E. Principal Engineer/ Vice -President Registered, Florida No. 42677 ATTACHMENTS Site Location Map Field Exploration Plan Generalized Subsurface Profile Key to Soil Classification Test Boring Records Auger Boring Records Field Exploration Procedures Iassau Ig -a -Ratliff ZZ H 31-11 FOC)C: i , ail Vq" ■ WIR�AIA SITE Jacksonville, Atlantiew r�J ptrlr7e . a -j Ora r7 ge Lakeside dAw r Lak6*4a 11111 y Farms REFERENCE: Google.com F o rite r Beech .� Fa1rli e aI}-P CR)AW- , N ovate 'Ek Johns Splrlrig� 1 AGES of JAX Inc. 9556 Histori ��m�lsnr� c Kings Rd. OFux, INC Jacksonville, Florida 32257 SITE LOCATION MAP Lot 1219 @Jasmine Street Atlantic Beach, Florida DRAWN: DEP DATE: 09129/21 SCALE: CHECKED: BCM JOB NO:J20004 NTS e I) W 3 1 CD W CD CD LEGEND: * Penetration Test Boring Location (approximate) * Auger Boring Location (approximate) Tax Map provided by Beaches Habitat, undated. 17101910308 Existing House Al B2 A2 A3 B1 Vacant Lot 17102000008 NOTES: The boring locations were established by AGES personnel using handheld GPS Locator Units. Boring locations as shown on this plan are approximate. 17099000508 1710 AGES of JAX 9556 Historic Kin( ksonville, Florida 17 r 111 FIELD EXPLORATION PLAN Lot 1219 @ Jasmine Street Atlantic Beach, Florida DRAWN: DEP DATE: 09/29/21 SCALE: CHECKED: BCM JOB NO:J20004 1"=30' 6 B2 Al A2 A3 0 ..... ...... .1 ..... ..... ...... . ..... 0 -7 4 :7 5 :.: 5 5 ABT ABT ABT 2 4 > o CL 0 2 .. 28 x ' ca 10 10 m E v CD o — Q . Q -' 18 9 1515 20 ::. 15 20 BT: . BT 20 LEGEND & SYMBOLS (USCS/AASHTO CLASSIFICATION Fine SAND (SP/A-3) Sandy SILT 4) Slightly Silty Fine SAND (SP-SMIA-3) (MHIMUA AGES of JAX Inc. Silty Fine SAND (SM/A-2-1) Variably Cemented Fine SAND (HARDPAN) 9556 Historic Kings Rd. ovM rec Jacksonville, Florida 32257 ® Very Silty Fine SAND (SM/A-4) ®Silty Sand with Organics and Domestic Trash GENERALIZED SUBSURFACE PROFILE Standard Penetration -.' s Resistance EjClayey Fine SAND (SCIA-2-6) (blows/ft) Lot 1219 @Jasmine Street Silty Clayey Fine SAND (SC-SWA-2-5) BT Boring Terminated ABT Auger Boring Terminated Atlantic Beach, Florida ED Very Clayey Fine SAND (SC/A-6) GWLNE Groundwater Level Silly CLAY (CUA -7-6) Not Encountered N Topsoil DRAWN: DEP DATE: 09/29/21 SCALE: ® CLAY (CUA -7-6) 0 Groundwater Level at Time of Drilling CHECKED: BCM JOB NO: J20004 1 "=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 11-20 FIRM 21-30 VERY FIRM 31-50 DENSE OVER 50 VERY DENSE 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 DIMENSIONS CONSTITUENT COMPONENTS (SHELL, GRAVEL, 5% to 12% Slightly Silty, Slightly Clayey, Slightly Sandy 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 I % to 2% 5% to 12% FEW 2% to 4% 12% to 30% SOME 4% to 8% 30% to 50% MANY >8% wpdoc\Formisoil TEST BORING RECORD OF JA7I, NiC. Project Lot 1219 @ Jasmine Street _ Boring Location (See Field Exploration Plan) Ground Elevation NA Datum NA Groundwater Depth 2.0' Time: DrillinclDate: 09/17/21 Lat/Lonq N 30.33330° / W 81.42313° JOB NO J20004 BORING NO 131 Sheet 1 of 1 Boring Begun 09/17/21 Boring Completed 09/17/21 Driller AW, CB, & JM Soil Ins ected B B. McMahan ELEV. FT DEPTH FT MATERIAL DESCRIPTION USCS CLASSIFICATION SAMPLE No. BLOWS PER 6 -IN. INTERVAL BLOW COUNT 2 3 4 6 5 4 3 4 5 3 2 2 1 1 1 1 1 1 1 10 8 10 10 10 10 7 7 5 2 2 18 20 LOOSE Brown Slightly Silty Fine SAND (SP -SM) LOOSE Dark Brown Silty Fine SAND (SM) 1 2 3 4 5 6 7 5 LOOSE Brown Slightly Silty Fine SAND w/ Trace Small Roots (SP -SM) VERY LOOSE Dark Brown Very Silty Fine SAND w/ Organics and Domestic Trash (PT) VERY LOOSE Dark Brown Very Silty Fine SAND w/ Many Organics (PT) 10 FIRM Light Grey Brown Slightly Silty Fine SAND (SP -SM) 15 FIRM Dark Grey Brown Slightly Silty Fine SAND (SP -SM) BORING TERMINATED 20 25 30 REMARKS: J20004 B1 BMW. & SAMPLING, ASTM O1b1JtJ0UUHL UHILLINIti. ASTM 0173 BLOW COUNT IS THE NUMBER OF BLOWS OF A 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. TEST BORING RECORD pFMx, IaC- Project Lot 1219 A Jasmine Street Boring Location (See Field Exploration Plan) Ground Elevation NA Datum NA Groundwater Depth 2.0' Time: Drilling Date: 09/17/21 1 of/l nnr: N in 'AAAA1* / W Al d7'4n'A' JOB NO J20004 BORING NO B2 Sheet 1 of 1 Boring Begun 09/17/21 Boring Completed 09/17/21 Driller AW, CB,& JM Snil InsnPrtPd Rv B_ McMahan ELEV. FT DEPTH FT) MATERIAL DESCRIPTION (USCS CLASSIFICATION SAMPLE NO. STANDARD PENETRAT ON TEST BLOWS PER 6 -IN. INTERVAL BLOW COUNT VERY LOOSE Dark Brown Slightly Silty Fine SAND (SP -SM) 1 2 3 4 5 6 7 1 2 2 2 1 2 2 3 1 2 2 2 2 1 3 5 10 14 14 5 5 4 4 7 8 4 4 4 4 28 9 15 5 VERY LOOSE Brown Slightly Silty Fine SAND (SP -SM) VERY LOOSE Dark Brown Silty Fine SAND (SM) VERY LOOSE Dark Brown Silty Fine SAND w/ Organics and Domestic Trash (PT) VERY FIRM Brown Slightly Silty Fine SAND (SP -SM) LOOSE Grey Slightly Silty Fine SAND (SP -SM) 10 15 FIRM Dark Grey Brown Slightly Silty Fine SAND (SP -SM) BORING TERMINATED 20 25 30 rtcnnnrcna: J20004 B2 DUMMY V p U 1 n,, I NI uc Ia 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 F OFJAY, INC. nate Yerrormea: uwi /IL7 Auger ID Depth (Feet)$ Lat/Long AUGER BORING RECORDS Lot 1219 @ Jasmine Street Atlantic Beach, Florida AGES Job No. J20004; Report No. 001 verrormea tsv: J. marami SOIL DESCRIPTION (USCS CLASSIFICATION) Al 0.0-1.0 Brown Slightly Silty Fine SAND w/ Trace Small Roots (SP -SM) N 30.333370 1.0-3.5 Dark Brown Silty Fine SAND w/ Many Organics (PT) W 81.423120 3.5 - 4.5* Dark Grey Brown Silty Fine SAND w/ Organics and Domestic Trash (PT) A. B.T."- GWL`= 2.0' A2 0.0-0.5 Dark Brown Silty Fine SAND w/ Many Roots (PT) N 30.33335° 0.5-2.5 Brown Slightly Silty Fine SAND w/ Many Organics (PT) W 81.42307° 2.5 - 4.0* Dark Brown Silty Fine SAND w/ Many Organics and Trash (PT) A.B.T." GWL`= 2.0' A2 0.0-1.0 Grey Brown Fine SAND w/ Some Small Roots (SP) N 30.333310 1.0-3.5 Dark Brown Slightly Silty Fine SAND (SP -SM) W 81.423000 3.5 - 4.5* Dark Brown Silty Fine SAND w/ Trash (PT) .BT' GWL`=2.0' * Borings Terminated due to trash and roots. 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 J20004 aug 1.wpd 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 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 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 t e ground surface by the augering process were placed in glass 'ars, sealed, and transported to our laboratory where they were examined by a geotechnical engineer to verify the driller's field classification.