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HomeMy WebLinkAboutGeotechnical Report (83WA INTE RNATIONAL FLORIDA'S LEADING ENGINEERING SOURCE Report of Geotechnical Exploration Proposed Three-Story gesidence 80f6S:Ocean Dr. (Lot 15 Diamond Sands,) [Rn tZ St. Lucie County, Florida Ju l P E R',q I r I May 10, 2017 SL. Lurie' F—CL!nti,, FL GFA Project No.: 17-41621.00 For: Phoenix Realty Homes Nzz %o 4.en.ea ee,t, t ff Q. IM"A VS X ATV - "K '5 cy, Florida's Leading Engineering Source Environmental Geotechnical ConstructionVaterials.Testing•Threshold and Special Inspections+Plan Review&Code Compliance f V r �r14ATIox" May 10, 2017 Phoenix Realty Home's Attn: Alan.Tarpell 1760 N. Jog Road, Suite 140 West Palm Beach, Florida 33411 Site: Proposed Three-Story Residence 8016 S Ocean Dr. (Lot 15 Diamond Sands) St. Lucie County, Florida GFA Project# 17-4162.00 Dear Mr. Tarpell: GFA international, Inc. (GFA) has completed the subsurface exploration and geotechnical engineering evaluation for the above-referenced project in accordance with the geotechnical and engineering service agreement for this project. The scope of services was completed in accordance with our Geotechnical Engineering Proposal (17=4162.00.) planned in conjunction with and authorized by you. EXECUTIVE SUMMARY The purpose of our'subsurface exploration was to classify the nature of the subsurface soils and general,geomorphic conditions and evaluate their impact upon the proposed construction. This report contains the. results of our subsurface exploration at the site and our engineering interpretations of these, with "respect to the project characteristics described to. us including providing recommendations for site preparation and the design of the foundation system. Based on the Paving, Grading and Drainage plan prepared by LBFH dated 03-25-04 (reproduced as the Test Location Plan)and conversations with the client, the project consists of constructing a three-level residence. GFA has performed soil borings and provided geotechnical recommendations for the site and numerous lots at the subdivision. The residential structure (or portion thereof) will be located east of the :Coastal Construction Control Line (CCCL) and therefore a pile supported foundation is requited. The residence will be elevated above a lower level garage that may have walls and ground'floorslab of frangible breakaway design. At the time of this report, the site grade was about even With the adjacent road and GFA. estimates (based on nearby lot :elevations and associated topographic data) that the site is generally at about +7 feet NAVD-and0 to 1 foot of fill will be required to achieve,final grade, We assume the residence will have typical construction, and-be supported on columns terminating on pile caps slightly below the.ground floor elevation. The recommendations provided herein are based upon the above considerations. If the.project description has been revised, please inform GFA. International. so that we may review our recommendations with respect to any modifications. 521 NW Enterprise Drive • Port St, Lucie,Florida 3086 (772)924-3575 - .(772)924-3580(fax) ".teamgfa.com OFFICES THROUGHOUT FLORIDA Report o Proposed Three-Story Residence Geotechnicat Re p . 8016 S Oeean Dr. (Lot:15 Diamond Sands), St. Lucie County, FL May 10, 2017 GFA Project No. 17-41.62.00 Page 2 of 12 A total of one (1) standard penetration test(SP.T) boring to depth of approximately forty-five (45.) feet below ground surface (BGS) was completed for this study. GFA has performed soil borings. and provided. ge6technical recommendations for the site and numerous lots at the subdivision. At the time of this report, the site ,grade was about even with the adjacent road and GFA estimates (based on nearby lot elevations and associated topographic data) that the site is generally at about ±7 feet NAVD. The subsurface soil conditions encountered at the boring location generally:consist of: +7 to+3 feet NAVD: Loose dense sand (SP) +3 to -6.feet NAVD: Medium dense sand (SP) y -6,to-23 feet NAM Dense,sand (SP) r -23 to -38 feet NAVD: Loose/soft sand with silt layers (SP,SM,ML) Please refer to Appendix D Record of Test Borings for a:detailed account of each boring'. For pile supported structures, GFA recommends using a deep foundation system consisting of augered'c_ast-in-place;(ACIP) piles:; Based on our.analysis, GFA has estimated that a 14=inch- diameter ACIP pile installed to an elevation of -23 feet NAVD (about 30 feet below existing grade):can provide a maximum allowable axial compressive capacity of 35=tons and a maximum tension capacity of 1`1 tons, and, a 16-inch=diameter ACIP pile installed to an elevation of -23 feet NAVD (about 30 feet below, existing grade) can provide a maximum allowable axial compressive capacity of'40'tons and a maximum:tension.capacity of 13 tons. For the ground_.supported frangible walls:and floor slabs, an allowable bearing capacity of 2,500 psf may be used for shallow footing foundation design. The subgrade soils should be improved with compaction from the stripped grade prior to constructing the foundation pads and footing excavations. The top 2 feet below stripped grade should be compacted to a minimum of 95% density.prior to placing fill to achieve final grade. Fill (including st6m.Wall backfill) should be placed in 12-inch lifts and-compacted to achieve a minimum 95% density. After excavation for footings, the subgrade to a depth of 2 feet below bottom of footings should.be:compacted to achieve:a minimum 95% density. Scour.elevations used in pile calculations are those provided by the Florida DEP .for coastal construction, but may not be adequate for actual scour elevations in hurricane(s) everit(s) that exceed the DEP assumptions and cause lower scour.elevations. Therefore, GFA analysis is limited to that provided by the.DEP scour elevation,.and scour analysis is not included in our scope of work.. Proposed Three-Story Residence Geotechniea!Report 8016S.Qcean Dr, (Lot 15 Diamond Sands),St. Lucie County, FL May 10, 2017 GFA Projoct No, 17-4162:00 Page 3 of 12 We appreciate 'the opportunity to be of service to you on this project and look forward to a continued-association. Please .do not. hesitate to 'contact us if you have any questions or comments, or if we may further assist you as your plans proceed. �90�oaea�es�,, Rest tf tIyS6bmitted; GF�1j`li�,itai�10na1, Inc. Elo Certificate of Authorization Number 4930 ' N 6 n 6 7 1 boald Mole , P:E: r ig Jolie; E.l, Seiior 'dch`mcat Engineer ,_ P jec t Manager icf` agpgitr�ation No. 60675" Copied 8 ,1 a Addressee Proposed Three-Story Residence Geotechnical Report 6016 S Ocean Dr:(Lot 15 Diamond Sands), St. Lucie County, FL May 10, 2617. GFA Project No. 17-4162.00 Page.4 of 12 TABLE OF CONTENTS 1.0 INTRODUCTION. ....... ..... . ......... ....._ ;...... :::. ... 1.1 Scope of.Services .. .. .. . .... ...5. ..... ...... .... . 1.2 'Project Description................ 2.0 OBSERVATIONS.......................................................................................................................6 2:1 .Site Inspection .,.;.; ............................... ..... . .... .. ....... .6 2.2 Field Exploration........................................................... ..................................._.....6 ...... . . 2.3 Laboratory Analysis............... . 2.4 Geomorphic Conditions......................................................................:...................................6 2.5 Hydrogeological Conditions.. . .. ........... ......... .................. ..............................7 3._0 ENGINEERING;EVALUATION AND.RECOMMENDATIONS ...............................................7 3.1 Foundation.Recommendations-General...................:...:.........:..:............:...:....................7 3.2 Pile Foundation:.....:..: ......... ...:...:.. ... ......:...... .:....;................ .. .., ............8 3.3 Pile Installation. .. ................ ... ... . ............. ...... ....................9 3.4 Vibration Monitoring...................... ............... ...............................................................9 3.5 Design of Footings (Ground Level Frangible Walls)...:.. .......10 .....,.... . 3.6 .Ground Floor Slab(frangible)........... .................... ... .... ......... ....:..........._.. ................10 3.7 Site Preparation..:...:..............:...:..:....:..............:::.....:.::::..........:........ ...... . .................10 4.0 REPORT LIMITATIONS.....................................................................................................12 5.0 BASIS FOR RECOMMENDATIONS....................................................................................12 Appendix A-Vicinity Map Appendix B -Test Location Plan Appendix C Notes Related to Borings Appendix D Record of Test Borings Appendix E= Discussion of Soil Groups Proposed Three-Story Residence Geotechnical Report 8016 S Ocean Dr. (Lot 15 Diamond Sands), St: Lucie County, FL May 10, 2017. GFA Project No. 17-416Z 00 Page 5 of 12 1.0 INTRODUCTION 1.1 Scope of Services The objective of our geotechnical'services was to collect subsurface data for the subject project, summarize the test results, and discuss any apparent site conditions that may have geotechnical.significance for building construction. The following scope of services are provided within this report: 1. Prepare records of the soil boring logs depicting the subsurface soil conditions encountered during our field exploration. 2. Conduct a review of each soil sample obtained during.our field exploration for classification and additional testing 'if necessary. 1 Analyze the existing soil conditions found during our exploration with respect to foundation support for the proposed-structure.. 4. Provide recommendations with respect to foundation support of the structure, including allowable soil-bearing capacity, bearing elevations, and foundation design parameters. 5. Provide criteria and site preparation procedures, to prepare the site for the proposed construction. 1..2 Project Description Based on the. Paving, Grading and Drainage. plan prepared by LBFH dated 03-25-04 (reproduced as the Test Location Plan) and conversations with the client, the project consists of constructing a three-level residence. GFA has performed soil borings.and provided geotechnical recommendations for'the site and numerous lots at the subdivision. The residential structure(or portion thereof) will be located east of the Coastal- Construction Control Line (CCCL) and therefore a pile supported foundation is required. The residence will be elevated above a lower level.garage that may have walls.and' ground floor slab of frangible breakaway design. At the time of this report, the site. grade was,about even with the adjacent road and. 'GFA estimates (based on nearby lot elevations'and associated topographic data) that the site is generally at about +7.feet NAVD and.O.to 1 toot of fill will be required to achieve final grade. We assume the residence will have typical construction, and be`supported on columns terminating on pile caps slightly below the.ground floor elevation. We have not received any information regarding structural loads. For the foundation recommendations presented in this report we. assumed the maximum column. load will be 80 kips and the maximum wall loading will.be 4 kips per linear foot. The recommendations provided herein are based upon the above considerations. If the project description has been 'revised, please inform GFA .International so that we may review our recommendations with respect to any modifications. Proposed Three-Story.Residence Geotechnica(Report 80.16 S Ocean Dr. (Lot 15"Diamond Sands), St. Lucie County, FL May 10, 2017 GFA Project No. 97-4162.00 Page 6 of 12 2.0 OBSERVATIONS 2.1, Site Inspection The project site was generally grassy with some trees and shrubs. The grade 'at the site was estimated to be even with the adjacent road at.the time of drilling. The Atlantic Ocean bordered the east side,of'the property. 2-2 Field Exploration A total of one (1.) standard penetration test (SPT) boring to a depth of approximately forty-five .(45).feet below:ground surface (BGS) was'completed for this study. The location .of the boring B' "Test Location Plan". The performed is illustrated in Appendix Standard Penetration Test (SPT) method..was used as the investigative tools within the boring. SPT tests were performed in substantial accordance with ASTM Procedure D-1586, "Penetration Test and Split-Barrel Sampling of Soils". The SPT test procedure consists of driving a 1.4 inch:I.D. split-tube.sampler 'into the soil profile using a 140=pound harnhier falling 30 inches. The number.bf blows,per foot, for the second and third 6-inch increment, is an indication of soil strength. The soil samples recovered from the soil boring were visually classified and their stratification is illustrated in Appendix D: "Record of Test Borings". It should'be noted that soil conditions might vary between.the strata interfaces; which are shown. The soil boring data reflect information from a specific test location only. Site specific survey staking for the. test locations was not provided for our field exploration. The indicated depth and location of each test was approximated.based upon existing grade and estimated distances and relationships to obvious landmarks.. The boring depths were confined to the. zone of soil likely to be stressed by the proposed construction and knowledge of vicinity soils. 2.3 Laboratory Analysis Soil samples recovered from our field exploration were.returned to our laboratory where they Were visually examined in general accordance with ASTM D-2488. Samples were evaluated to obtain an accurate understanding of the soil properties and site geomorphic conditions. After a thorough visual examination of the recovered site, soils, no laboratory testing was deemed necessary. Bag samples of the soil encountered during our field exploration will be held.in our laboratory for your inspection for 30;days and then discarded unless we are'notified otherwise in Writing, The recovered samples. were not examined, either visually or analytically, for chemical composition or environmental hazards: GFA would be pleased to perform.these services for an additional fee, if required. 2.4 Geomorphic Conditions The geology of the site as mapped on the USDA Soli Survey website consists of Canaveral fine sand, b to 5 percent slopes (8). These are sandy soils and organic soils are not indicated. It should be. noted. that the Soil Survey generally extends to a maximum .depth of 80 inches (approximately 0%feet)below ground surface and is_not indicative of deeper soil conditions. Proposed Three=Story Residence Geotechnical Report 8016 S Ocean Dr.(Lot.15 Diamond Sands), St. Lucie County, FL May 10,2017 GFA.Project No. 17-4162.00 Page 7 of 12 Boring logs: derived"from our field exploration, are presented in Appendix D: "Record of Test Borings". The boring logs depict the observed soils in graphic detail. The Standard Penetration Test borings indicate the penetration resistance, or N-values, during the drilling and sampling activities. The classifications` and descriptions shown on the logs are generally based upon visual. characterizations of the recovered soil samples. All soil samples reviewed have been depicted and class.fied in ge neral eneral accordance with the Unified Soil Classification System, modified as necessary to describe,typical Florida conditions. See Appendix.E: "Discussion of Soil Groups?% for a detailed description of various.soil groups. At the time of this report; the site grade was about even with the adjacent road and GFA estimates (based. on nearby lot elevations and associated topographic data) 'that the site is generally at about +7 feet NAVD. The subsurface soil, conditions encountered at the boring location generally consist of: +7 to+3 feet NAVD: Loose dense.sand (SP) :+3 to-6 feet NAVD: Medium dense sand (SP), -6 to-23 feet NAVD: Dense sand (SP) y -23 to 38 feet NAVD: Loose/soft sand with silt layers (SP,SM,ML). Please refer to Appendix D- Record of Test Borings for a detailed account of each boring 2.5 Hydrogeological Conditions On the dates of our field exploration, .the groundwater table was encountered at a depths of from approximately 6.3 feet below the existing ground surface. The, groundwater table will :fluctuate:seasonally depending upon local rainfall and other site specific and/or local influences ,including ,the water level in the nearby Atlantic Ocean with tidal influences. Brief ponding of stormwater;may occur across the site after heavy rains. No additional investigation was included in our scope of work in relation to the wet seasonal high groundwater table or any existing well fields in the vicinity. Well fields may influence water -table levels and cause significant fluctuations. If a more comprehensive.water table analysis is necessary, please contact our office for additional guidance. 3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS 3.1 Foundation Recommendations -General. The residential structure (or portion thereof) will be located east of the Coastal,:Construction Control Line. (CC.CL) and therefore a pile supported foundation is required. Frangible ground floor slabs and.ground level walls may be pile supported'or supported on footings in accordance with rules.and regulations (to be determined by others).. Proposed Three=Story Residence Geotechnical Report 8016 S Ocean Dr.(tot 15.Diamond Sands), St. Lucie County, FL May 10, 2017 GFA Project No: 17-4162.00 Page 8 of 12 3.2 Pile Foundation The following is design parameters GFA used for.pile recommendations; For CCCL construction, the FDEP has established a 100=year storm elevation (bottom of lowest structural member) of +17.0 or +17.9 feet .'NGVD (depends on location) for structures within St. Lucie County. For:CCCL construction, the FDEP has.established a 100-year storm erosion elevation (design scour elevation) of+2.7 feet NGVD for all of St. Lucie County. A loss of'soil sUpport between the bottom of lowest structural member and design scour elevation (+2.7 feet NGVD) was included in compressive, 'tensile, and lateral pile capacity analyses. We assume the residence will have typical construction, and be supported on columns terminating on pile caps.slightly below the ground floor elevation. We assume that fill will be placed to achieve.final (or near final)grade before installing the pile foundations, and top of piles (bottom of pile caps)would be about+8 feet NGVD/+6.5 feet NAVD. At this time, GFA recommends the deep foundation to consist of augered cast-in-place piles (ACIP). Additional lateral capacity may be attained by utilizing inclined piles. We assumed that the piles Will. have 'a minimuin of 1%o steel reinforcement for the analyses. ACID pile.installation procedures should be performed in. accordance. with the guidelines presented in the latest edition :of the Deep .Foundations: Institute's Augered Cast-In-Place Pile Manual. The lateral capacity and ,pile. top, deflection were calculated using the commercially, available L-pile 4.0 software. A. summary of pile capacities for 14-inch diameter ACIP piles is presented in the following table. Pile Recommendations For All.Pile Su ported,Structures Maximum Nominal Pile Top Recommended Pile Pile Pile Lateral Pile Elevation Pile Tip Pile Lengths Compression" Tension Capacity Recommended .Diameter NGVD* Elevation ft' copacity Capacity (Tons)** Grout Strength 0.5:Tons -23 feet NAVD (Free.Head) ( 21.54eet 1.25 Tons 14" Unknown NGVD) Unknown 35 Tons 11 Tons Fixed Head 5000 psi 0.75 Tons =23 feet.NAVD (Free Head) (-21.5 feet 1.5 Tons_ Unknown NGVD) Unknown 40 Tons 13 Tons Fixed Head` 5000 psi *Pile top elevation assumed above+2:7 feet NGVD (1.2 feet NAVD).for analyses. "For calculated pile top deflection of%inches at_.top of pile elevation. ***From existing grade would be about 30 ft. long. GFA assumed .that the piles will .have a minimum of 1% :steel reinforcement for the analyses. Augercast piles should be reinforced over their entire length for tension capacity. The reinforcementshall be as designed by the Structural Engineer. If piles of lesser or greater capacities than those mentioned in the table above .are 'required, GFA would be pleased to provide further recommendations upon request. Proposed Three-Story Residence Geotechnica!Report 8016 S Ocean Dr. (Lot 15 Diamond Sands), St.:Lucie County, FL May 10, 2017 GFA Project No.'1T 4162.00 Page 9 of 12 The following additional notes are applicable to the pile design: Structural. stresses in the piles. may impose a more severe limitation on the design capacity; therefore, we recommend the allowable stresses. be verified for the:selected pile section. The pile reinforcement is sufficiently embedded in the pile'cap so: as to afford a fixed end,connection if required. 33 Pile Installation Pile-design and installation shall be in accordance with the;applicable sections of the Florida Building Code and other applicable federal; state and local requirements. in addition, piles should be installed in accordance with the following 1. Pile Length: The proposed 14-inch-diameter piles should be installed as determined by the inspecting Geotechnical Engineer: 2. Spacing - Piles installed in groups should be spaced.at a center-to=center distance of not less than 3 pile diameters. 3. Plan Location-The center of the top-of any pile at cut-off should be displaced laterally no'more than 3 inches from the position shown on the plans. This applies to both single piles and piles installed in groups. 4. Vertical Alignment-- The vertical alignment of the piling should not deviate from the plumb by more than 1/4 inch per foot of length. 5. Reinforcing Cage Positioning - The top. of the reinforcing cages installed in the ,piling should not be more than,6 inches.above and no more than 3 inches below the positions shown in the plans. The reinforcing cages should be positioned concentrically within the grouted pileshaft. The grout cover over longitudinal reinforcing bars should not be less than 3 inches., Reinforcing centralizers shall be placed at maximum spacing of 15 feet at the.lower portion of the pile and at 5 feet from the cage'.s"top. 6. Adiacent Piles A minimum time period of 12 hours should be :specified. for the installation of piles located within 5.feet, center-to-center; of each other. 7. Grout Factor-The minimum acceptable,grout factor(i.e..,actual grout volume divided by theoretical grout volume)should be 1.1. 14 Vibration Monitoring The proposed construction may be within close proximity to residential structures and roadways that maybe susceptible to damage from vibration generated at the site. We recommend that during all aspects of construction, the bordering landmarks be.monitored using.a seismograph to determine the extent of vibration absorption that these features will be subject to. The Proposed Three-Story Residence Geotechnica/Report 6016 S Ocean Dr. (Lot 15 Diamond Sands), St. Lucie County, FL May 10, 2017 GFA Projec€No. 17.-4162.00 Page 10 of 12 seismograph used to monitor att his'site should have the capability to measure ground velocities. along vertical; transverse, and longitudinal axes. The project structural engineer should establish allowable ground velocities that the bordering facilities can safely withstand without any damage 3.5 ;Design of Footings (Ground Level Frangible Walls) Footings may be designed using an allowable soil bearing pressure of 2,,.500 psf. Shallow foundations should be:embedded a;minimum of 12 inches below final grade. This embedment shall.be measured from the lowest adjacent grade. Isolated column footings should be at least 24 inches in width and continuous strip footings should have a width of at least 18 inches: regardless.of contact pressure. Once site preparation has been performed in accordance with the recommendations described in this report, the soil should readily support the proposed structure resting on a shallow foundation.system. 'Settlements.have been projected to be less than 1-inch total. and -inch differential: All footings and columns should be structurally separated '/2 from the floor slab, as .they will be `loaded differently and at different times, unless. a monolithic mat foundation is designed. `3.6 Ground Floor'Slab-(Frangible) The ground floor slabs. may be supported directly on the. existing grade or on granular fill following the foundation site preparation and fill placement procedures-outlined in this report. For purposes of design,. a coefficient of subgrade modulus 150 pounds per cubic inch may be used. The ground floor slab should be structurally separated from all walls and columns to allow for differential vertical movement. Water vapor is likely to rise through the granular fill and condense beneath the base of_the.floor slab. If moisture entry into the floor slab is not desirable, an impermeable membrane should be installed at the slab bottom = subgrade interface. 3.7 Site Preparation GFA recommends the following compaction requirements for this project: y Proof'Roll.......:..........:........:. :95% of-a Modified Proctor a Building Pad.Fill ............................................................95%of:a Modified Proctor ➢ Footings :............. ......,,: ....:.... ...._.............,.95% of a Modified Proctor The compaction percentages.presented above are based upon the maximum dry density as determined by a "modified proctor" test (ASTM D-1557): All density tests should be performed to a depth of 2 feet below stripped surface and 2 feet below bottom of footings. All density tests should be performed using the nuclear_method (ASTM D-2922), the sand.cone method(ASTM D-1556), or Hand Cone Penetrometer(HCP).tests. Our recommendations for preparation of the site. are presented below. This approach to improving and maintaining the site soils has been found to be successful on projects with similar soil conditions. Proposed Three-Story Residence Geotechnical Report 8016 S.Ocean Dr. (Lot 15 Diamond Sands), St.Lucie County, FL May 10, 2017 GFA Project No. 17-41.62,00 Page 11 of 12 i 1. Initial site preparation should consist of performing stripping (removing surface vegetation, near surface roots, and other deleterious-matter) and clearing operations. This should be done within, and to a distance of five (5)feet beyond, the perimeter of the proposed building footprint (including exterior isolated columns). Foundations'and any below grade remains of any structures that are within the footprint of the new construction should be removed, and utility lines should be removed or properly abandoned so a.s to not affect structures. If the demolished residence had a pile foundation, GFA must be notified.as the recommendations may change. 2. Following site stripping and prior the placement of any fill, areas of surficial sand (not exposed limestone) should be compacted("proof rolled") and tested. We recommend using a steel drum vibratory roller with sufficient static weight and vibratory impact energy to achieve the required compaction. Density tests should be performed on the proof rolled surface at a frequency of not less than one test per 2,500 square feet, or a minimum,of three (3)tests, Whichever is greater. Areas of exposed intact limestone shall.be visually confirmed by the project geotechnical engineer prior to fill placement, in lieu of proof rolling. 3. Fill material may then be placed in the building pad as required. The fill material should be inorganic (classified as SP, SW, GP, GW, SP-SM, $W-SM, GW-GP, GP-GM) containing not more than 5 percent (by weight) organic materials. Fill materials with silticlay-size soil fines in excess of 12% should not be used., Fill should be placed in lifts with a.maximum lift thickness not exceeding 12-irtches. Each lift should be compacted and tested prior to the placement of the next lift. Density tests should be performed within the fill at a frequency of not,less than one test per 2,500 squareJeet per lift in the building areas, or a minimum of three(3)tests per lift, whichever is greater. 4.. For any footings gearing on a limestone formation, the bottom of all footing excavation shall be examined by the engineer/ geologist or his representative,to determine the condition. of the limestone: The limestone shall be probed for voids; and loose pockets of sand. Such areas shall be cleaned to depth of 3 times the greatest horizontal dimension:and backfilled with lean concrete. 5. For footings, placed on structural fill or compacted native granular soils, .the bottom of all footings shall be tested for compaction and examined by the engineer.. / geologist or his representative to determine if the soil is free of organic and/or deleterious material. Density tests should: be performed at a frequency of not less than one (1) density test per each isolated column footing and one (,1) test per each seventy five .(75). lineal feet of wall footings. 6. Upon .completion of production pile installation and pile cap construction, the pile caps should be backfilled in 6 to 8 inch thick lifts and compacted_to at least 96% of the modified Proctor maximum dry density(ASTM D 1557). 7. The.contractor should take into account the final contours and grades as established by the plan when executing his backfilling,and compaction operations. Proposed Three-Story Residence Geotechnicat Report 8016 S Ocean Dr. (Lot 1-5.Diam6nd Sands),.St. Lucie County,.FL may 10, 2017 GFA Project No. 1 T 4162.00 Page 12 of 12 Using vibratory compaction equipment at this site may disturb. adjacent structures. We recommend that you monitor nearby structures before and.during proof-compaction operations. A representative -of GFA International can monitor the vibration disturbance of adjacent structures. A proposal;for vibration monitoring during compaction, operations can be supplied upon request. 4.0 REPORT LIMITATIONS This consulting report has been prepared for the exclusive use of the current project owners and other members of the design team for.the Proposed Residence located at 8016 S Ocean Dr. (Lot 15 :Diamond Sands), St. Lucie County, 'Florida. This report, has been prepared in accordance with generally accepted local geotechnical engineering practices; no other warranty is expressed or implied. The evaluation submitted in this report, is.based in past upon the data collected during a field.exploration, however, the nature and extent dUvariations throughout the subsurface profile may-not become evident until the time of construction. If variations then appear evident, it may be necessary .to reevaluate information and professional .opinions as provided in this report. In the event changes are made in the nature, design,; or locations of the proposed structure, the evaluation and opinions contained in this. report shall not.be considered valid, unless the changes are-reviewed and conclusions:modified or verified in writing by GFA International. Scour elevations used in pile calculations are those provided by the Florida DEP for coastal construction, but may not be adequate for actual.scour,elevations. in hurricane(s) event(s) that exceed the .EP-assumptions and cause lower scour elevations.Therefore, GFA analysis is limited to that provided by the DEP scour elevation, and.scour analysis is not included-in our i scope of work. 5.0 BASIS FOR RECOMMENDATIONS The analysis and recommendations submitted. in this report are .based on the data obtained` from the tests performed at the locations indicated on the attached figure in Appendix, B; This report does not reflect any variations; which may occur between. borings. While the borings are representative. of the subsurface ;conditions at.their respective- locations and for their vertical reaches, local variations characteristic of the subsurface soils.of the region are:anticipated and maybe encountered. The delineation between soil types ahown on the soil Logs is approximate and the description represents our interpretation of the subsurface conditions at the.designated boring_locations on the particular date drilled. Any third party reliance of our geotechnical report or parts thereof is strictly prohibited without' the expressed written consent of GFA International. The applicable SPT methodology (ASTM D7.1586), CPT methodology (ASTM 0-3441), and Auger Boring,'methodology (ASTM D-1452) used in performing our borings and sounding, and for determining penetration and. cone resistance is specific to the sampling tools utilized ;and does not reflect the,ease or difficulty to advance oth'er'tools or-materials. ��r��rva-rto�°A Vicinity Map 8016 S Ocean Dr (Lot 15 Diamond Sands) St. Lucie County, FL GFA Project No. 17-4162.00 is x d I1t J 4� ,�w;w fr� a r� Site Location f z�� �4 3 - � I Note:Aerial Photograph from GoogleEarth Website G" Test Location Plan: 8016 S Ocean Dr Lot15 Diamond Sands) St. Lucie County FL Michelle Franklin, CFA S'aint.Lucie County Property Appraiser 7 - ... n� le + � i A�M "a &� SPT 1 i - rc ! '` ►1 ; R. If Y ,vig, 3' t ,�- ti I All May 10,20.11 1:1,128 0 O.D075 0:015 .0.03�mi. 0 0.015: 0.03 0.08.km M Ir.hbinaWk IS @tmeab be wrrectattllr tine MUM ssacatb clalge md:1r tottla rraltd. ®cuplrlgl t2a1T Slat LI de Col11V P mperyAppraae r.AII dg It ese Ned. - Approximate Standard Penetration Test (SPT) Location NOTES RELATED TO RECORDS OF TEST BORING AND GENERALIZED SUBSURFACE PROFILE 1. Groundwater level was encountered and recorded(if shown) following the completion of the soil test boring on the date indicated.Fluctuations in groundwater levels are common;consult report text for a discussion. 2. The boring location was identified in the field by offsetting from existing reference marks and using a cloth tape and survey wheel. 3. The borehole was backfilled to site grade following boring completion,and patched with asphalt cold patch mix when pavement was encountered. 4. The Record of Test Boring represents our interpretation of field conditions based on engineering examination of the soil samples. 5. The Record of Test Boring is subject to the limitations,conclusions and recommendations presented in the Report text. 6. "Field Test Data"shown on the Record of Test Boring indicated as 11/6 refers to the Standard Penetration Test (SPT)and means 11 hammer blows drove the sampler 6 inches.SPT uses a 140-pound hammer falling 30 inches. 7. The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6- inch increments. 8. ,The soil/rock strata interfaces shown on the Records of Test Boring are approximate and may vary from those shown. The soil/rock conditions shown on the Records of Test Boring refer to conditions at the specific location tested;soil/rock conditions may vary between test locations. 9. Relative density for sands/gravels and consistency for silts/clays are described as follows: SPT CPT SANDS/GRAVELS SPT CPT SILTS/CLAYS BLOWS/FOOT KG/CM2 RELATIVE DENSITY BLOWS/FOOT KG/CM2 CONSISTENCY 0-4 0-16 Very loose 0-1 0-3 Very soft 5-10 17-40 Loose 2-4 4-6 Soft 11-30 41-120 Medium Dense 5-8 7-12 Firm 31-50 121-200 Dense 9-15 13-25 Stiff 50+ over 200 Very Dense 16-30 25-50 Very stiff >30 >50 Hard 10. Grain size descriptions are as follows: NAME SIZE LIMITS Boulder 12 Inches or more Cobbles 3 to 12 Inches Coarse Gravel '/a to 3 Inches Fine Gravel No.4 sieve to%inch Coarse Sand No. 10 to No.4 sieve Medium Sand No.40 to No. 10 sieve Fine Sand No.200 to No.40 sieve Fines Smaller than No.200 sieve 11. Definitions related to adjectives used in soil/rock descriptions: PROPORTION ADJECTIVE APPROXIMATE ROOT DIAMETER ADJECTIVE <5% Trace Less than 1/32" Fine roots 5%to 12% Little 1/32"to'/<" Small roots 12%to 30% Some ''/a"to 1" Medium roots 30%to 50% And Greater than V Large roots Organic Soils:Soils containing vegetable tissue in various stages of decomposition that has a fibrous to amorphous texture, usually a dark brown to black color,and an organic odor. Organic Content<25%:Slightly to Highly Organic;25%to 75%:Muck;>75%:Peat f t GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE,PORT ST.LuciE,FLORIDA 34986 PHONE: (772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING(ASTM D-1586) Client: Phoenix Realty Homes Project No.:17-4162.00 Lab No.: Project: 8016 S Ocean Dr(Lot 15 Diamond Sands) Page: 1 of 1 St.Lucie County,Florida Date: 5/8/2017 Elevation: Existing Grade Drill Rig: CME45 Water Level:6.3 feet after 0 hours Drilling Fluid commenced at depth of 8 feet Field Party: PM/MM TEST LOCATION: SPT- 1 N27.317960 W80.225670 Laboratory Tests Depth Blows/ N Sample Layer: Passing Moisture Organic (feet) 6 in. Value No. From/to USCS Description No.200 Content Content 1 0-6 SP Brown fine sand,trace shell --- 1 . ......... ..... 2 4 1 ---- 2 3... ........... ... 6 ---- 3 ..4 ... .................0.... 1 2 -- 4 ........ . ................... 5 ........ ... 5 11 3 ... ...... ... 7 6- 10 SP Brown fine to medium sand 7 .....10................. 4 -- 8 ....11.................. 7 9 .....i 10.1........21... 5 - -- 10 .....14................. 11 ........................... 12 ........................... 13 ........................... 14 -••••1'....•------------ 13'/z- 15 SP Brown fine to medium sand,little shell 15 15 .....17........32... 6 16 ........................... 17 ........................... 18 ......... ........ L .....19 18'h-20 SP Brown fine to medium sand,little shell 19 ' 20 39 7 GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE,PORT ST.LUCIE,FLORIDA 34986 PHONE: (772) 924-3575 - FAX: (772) 924-3580 STANDARD PENETRATION TEST BORING(ASTM D-1586) Client: Phoenix Realty Homes Project No.:17-4162.00 Lab No.: Project: 8016 S Ocean Dr(Lot 15 Diamond Sands) Page: 2 of 3 St.Lucie County,Florida Date: 5/8/2017 Elevation: Existing Grade Drill Rig: CME45 Water Level:6.3 feet after 0 hours Drilling Fluid commenced at depth of 8 feet Field Party: PM/MM TEST LOCATION: SPT - 1 N27.317960 W80.225670 Laboratory Tests Depth Blows/ N Sample Layer: Passing Moisture Organic (feet) 6 in. Value No. From/to USCS Description No.200 Content Content 20 ------- ------ 21 ........................... 22 ........................... 23 ........ ....... 24 9 23'h-25 SP Gray fine sand 12 - --25 16.. 28 26 ........ ........ 27 ........................... 28 ........................... 29 12 28'/2-30 SP Gray fine sand,trace shell 15 30 .... .37... 9 31 ........................... 32 ........................... 33 ........ ........ 34 WOH 33'/2-35 SM,ML Gray fine sand and silt WOH 35 ..............OH WO 10 WOH=Weight of Hammer ............. 36 ........ ....... 37 ........ ........ 38 ........................... 39 4 38'/z-40 SP Gray fine sand,trace silt and clay L2 ... 6 8 11 GFA INTERNATIONAL 521 N.W.ENTERPRISE DRIVE,PORT ST.LUCIE,FLOMDA 34986 PHONE: (772) 924-3575 - FAX: (772) 924-3580 STANDARD PENETRATION TEST BORING(ASTM D-1586) Client: Phoenix Realty Homes Project No.:17-4162.00 Lab No.: Project: _ 8016 S Ocean Dr(Lot 15 Diamond Sands) Page: 3 of 3 St.Lucie County,Florida Date: 5/8/2017 Elevation: Existing Grade Drill Rig: CME45 Water.Level:6.3 feet after 0 hours Drilling Fluid commenced at depth of 8 feet Field Party: PM/MM TEST LOCATION: SPT - I N27.317960 W80.225670 Laboratory Tests Depth Blows/ N Sample Layer: Passing Moisture Organic (feet) 6 in. Value No. From/to USCS Description No.200 Content Content 40 ------- ----- 41 ........................... 42 ........................... 43 ........ ........ 44 ......4 ......•••••• 43'/z-45 SM,ML Gray fine sand and silt 2 45 ........ ........... 12 Terminated boring at 45 feet 46 ........................... 47 ........................... 48 ........................... 49 ........................... 50 ........................... 51 ........................... 52 ........................... 53 ........ ........ 54 ........................... 55 ........................... 56 ........ ........ 57 ........................... 58 ........................... 59 ........................... I DISCUSSION OF SOIL GROUPS COARSE GRAINED SOILS GW and SW GROUPS. These groups comprise well-graded gravelly and sandy soils having little or no plastic fines (less than percent passing the No. 200 sieve). i The presence of the fines must not noticeably change the strength characteristics of the coarse-grained friction and must not interface with it's free-draining characteristics. GP and SP GROUPS. Poorly graded gravels and sands containing little of no plastic fines (less than 5 percent passing the No. 200 sieve) are classed in GP and SP groups. The materials may be called uniform gravels, uniform sands or non-uniform mixtures of very coarse materials and very fine sand, with intermediate sizes lacking (sometimes called skip-graded, gap graded or step- graded). This last group often results from borrow pit excavation in which gravel and sand layers are mixed. GM and SM GROUPS. In general, the GM and SM groups comprise gravels or sands with fines (more than 12 percent the No. 200 sieve) having low or no plasticity. The plasticity index and liquid limit of soils in the group should plot below the "A" line on the plasticity chart. The gradation of the material is not considered significant and both well and poorly graded materials are included. GC and SC GROUPS. In general, the GC and SC groups comprise ravel) or g p P gravelly sandy soils with fines (more than 12 percent passing the No, 200 sieve) which have a fairly high plasticity. The liquid limit and plasticity index should plat above the "A" line on the plasticity chart. FINE GRAINED SOILS ML and MH GROUPS. In these the symbol M has been used to groups, designate predominantly silty material. The symbols L and H represent low and high liquid limits, respectively, and an arbitrary dividing line between the two set at a liquid limit of 50. The soils in the ML and MH groups are sandy silts, clayey silts or inorganic silts with relatively low plasticity. Also included are loose type soils and rock flours. CL and CH GROUPS. In these groups the symbol C stands for clay, with L and H denoting low or high liquid limits, with the dividing line again set at a liquid of 50. The soils are primarily organic clays. Low plasticity clays are classified as CL and are usually lean clays, sandy clays or silty clays. The medium and high plasticity clays are classified as CH. These include the fat clays, gumbo clays p Y Y Y � s9 Y and some volcanic clays. J OL and OH GROUPS. The soil in the OL and OH groups are characterized by the presence of organic odor or color, hence the symbol O. Organic silts and clays are classified in these groups. The materials have a plasticity range that corresponds with the ML and MH groups. HIGHLY ORGANIC SOILS The highly organic soils are usually very soft and compressible and have undesirable construction characteristics. Particles of leaves, grasses, branches, or other fibrous vegetable matter are common components of these soils. They are not subdivided and are classified into one group with the symbol PT. Peat humus and swamp soils with a highly organic texture are typical soils of the group.