Loading...
HomeMy WebLinkAboutGeotechnical Report} i GFA INTERNATIONAL FLORIDA'S LEADING ENGINEERING SOURCE Report of Geotechnical Exploration Proposed 1%-Story Residence 595 Nettles 'Boulevard (Lot 595 Nettles Island) St. Lucie County, Florida April 13, 2016 GFA Project No.: 16-0681.00 For: Mr. & Mrs. McG llis r, aca a o �] }b IIO PQQaQ F Y *'"� g : N,�,( �bngQgaCflaqbnaF C' ...�bgabb bbgaq .. � Cr''� e, '34,:_ -nggabqqP a.aaac e aagggF ..PJu Qccc �gbaba nt ��'^'�, - ! ir�;. i r`,. ;" ?e, ❑oaaq a< acz +Ft' — ga.aaa yaa,� o a a a cam..-�,.—'_^`-.�•.-.._-' �.r.� � � � a Q '" a6abq� Qc ab i j, a gQPa bogs aoa.. +SC4GF C R QQC � '44. „$ham'° k'i'u i, i R 4� 1. .�.. f� F Y d ry i5:n .4.f.'�.M., c�R-rk �C '4 rye. •.. _._ Florida's. Leading Engineering Source Environmental-:Geotechnical • Construction Materials Testing a Threshold and Special Inspections • Plan Review & Code Compliance Q e rFRNAP Mr. & Mrs. McGillis 595 Nettles Boulevard St. Lucie County, Florida 34957 Site: Proposed 1'%z-Story Residence 595 Nettles Boulevard (Lot 595 Nettles Island) St. Lucie County, Florida GFA Project # 16-0681.00 Dear Mr. & Mrs. McGillis: April 13, 2016 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. (16-0681.00) dated April 1,3, 2016.1 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 conversations with the client, the project consists of demolishing and removing an existing ground slab then constructing a 1'/-story residence. 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 75_,kips and the maximum wall loading will be 4'kips per linear foot. We estimate that the site is. at, or near,' final grade. 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. A total of one (1) standard penetration test '(SPT) boring to a depth of approximately forty (40) feet, and, one (1) Auger Boring (AB) to approximately ten (10) feet, below ground surface (BGS) were completed for this study. Hand Cone- Penetrometer (HCP) tests. were conducted at one - foot intervals in the auger boring. The subsurface soil conditions encountered at this site generally consist of loose to medium dense sand (SP) to a depth of 7 feet, very loose/soft organic silt (muck) (PT) from 7 to 11 feet, and then medium dense sand to the boring termination depths. Please refer to Appendix D - Record of Test Borings for a detailed accountof each boring. 521 NW Enterprise Drive - Port St. Lucie, Florida 34986 (772) 924-3575 (772) 924.3580 (fax) - www.tgamgfa.com OFFICES THROUGHOUT FLORIDA Proposed 1%-Story Residence 595 Nettles Boulevard, St Lucie County, FL GFA Project No. 16-0681.00 Geotechnical Report April 13, 2016 Page 2 of 10 The organic soils (muck) encountered at the site -will likely cause excessive settlement and poor foundation performance if shallow foundations are used for support of the structure. Excavation of the organic soils (demucking) and replacement. with compacted sandy soils was considered, but due to site constraints could not likely be accomplished safely without affecting the adjacent properties. GFA recommends that the proposed residence (including floor slab) be supported using a deep foundation system consisting of augered cast -in -place (ACIP) piles. Based on our analysis, GFA has estimated that a 14-inch-,diameter ACIP pile installed to a depth of 27 feet below existing grade (grade 1 foot above the adjacent roadway) can provide a maximum allowable axial. compressive capacity of 25 tons and a maximum tension capacity of 5 tons. Analysis .of the foundation performance under hurricane conditions or other storm events, including the effects of loss of soil support due to scour or other forces, is not within the scope of this report, and the recommendations are valid only for normal conditions. Additional analysis and 'options for foundation systems with scour conditions or other scenarios can be performed if requested. 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. G Number 4930 riald MMoler, P.E. dais 'VA L'EC_� �8s�aka•6te.;s�° Copies: 2, Addressee. JVan Collie, E.I. Manager C,FA Proposed IX -Story Residence Geotechnical ,Report 595 Nettles Boulevard; St. Lucie County, FL April 13, 2016 GFA Project No. 16-068.1.00 Page 3 of 10 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................... ............................. ....... .......... .....4 . ..,. .... .... .... 1.1 Scope of Services....................................................................:......................................4 1.2 Project Description . ..........I . ... ........ ......................................_4 2.0 OBSERVATIONS............................................a. ........... , ...... I ......................................... 4 2.1. Site Inspection ...................................................., .. ................. ...... .......................4 2.2 Field Exploration .................................................................................................5 2.3 Laboratory Analysis. ............. .. ............................................._5 2.4 Geomorphic Conditions .............................................................................................5 2.5 Hydrogeological Conditions .................. 3.0 ENGINEERING EVALUATION AND. RECOMMENDATIONS...........................................:.6 3.1 Foundation Recommendations. ......... ..................................6 3.2 Pile Installation .............................. ....I................... ....................I.....8 3.3 Vibration Monitoring.....................................................................................................8 3.4 Ground .Floor Slab ................. ............................. :........... :........... ....................................... 9 3.5 General Site Preparation............................................................................................9 4.0 REPORT LIMITATIONS ........ ..................................................................................9 5.0 BASIS FOR RECOMMENDATIONS.................................................................................10 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 GFA Proposed 1%-Story Residence Geotechnical Report 595 Nettles.Boulevard, St. Lucie County, FL April 13; 2016 GFA Project No. 16-0681.00 Page 4 of 10 1.0 INTRODUCTION 1.1 Scope of Services The. objective of our geotechnical services was to collect subsurfacei 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. 3. 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 soikbearing capacity, bearing elevations, and foundation design parameters. 5. Provide criteria and site preparation procedures to prepare the site for the proposed construction. 1.2Project Description Based on conversations with the client, the project consists of demolishing and removing an existing ground slab then constructing a 1 %-story residence. 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 75 kips;and the maximum wall loading will be 4 kips per linear foot. We estimate that the site is at, or near, final grade 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. 2.0 OBSERVATIONS 2.1 .Site Inspection The project site was generally flat. The grade at the site was estimated to be 1 foot above the adjacent road at the time of drilling. A ground slab and mobile RV structure occupied the property. One -Story residences were adjacent to the property. The property is located on an island in the Intracoastal Waterway. (I [A Proposed 1%-Story Residence Geotechnical Report 595 Nettles Boulevard, St. Lucie County, FL April 13, 2016 GFA Project No. 16-0681.00 Page 5 of 10 2.2 Field Exploration A total of one (1) standard penetration test (SPT) boring to a depth of approximately forty (40) feet, and one (1) Auger Boring (AB) to approximately ten (10) feet, below ground surface (BGS) were completed for this study. Hand Cone Penetrometer (HCP) tests. were .conducted at one - foot intervals in the auger boring. The HCP test, in conjunction with information about the soil type, is empirically correlated to the relative density of subsurface soils. The locations of the borings performed are illustrated in Appendix Bt "Test Location Plan". The Standard Penetration Test (SPT) and HCP methods were used as the investigative tools within the borings. SPT tests were performed in substantial accordance with ASTM Procedure D-1586; "Penetration Test and Split -Barrel Sampling of Soils" and the auger borings in. substantial accordance with ASTM Procedure D-1452, "Practice for Soil Investigation and Sampling by Auger Borings". The SPT test procedure consists of driving a 1.4-inch I.D. split -tube sampler into the -soil profile using a 140-pound hammer falling 30 inches. The number of blows per foot, for the second and third 6-inch increment, is an indication of soil strength. The soil samples recovered from the soil borings 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 snapped on the USDA Soil Survey website consists of Arents, 0 to 5 percent slopes (4). These are sandy soils and organic soils are not indicated. However, Arents, 0 to 5 percent slopes (36) is areas in which the soils have been generally altered ,by grading, shaping, and covered with fill and therefore the soils can be variable. It should be noted that the Soil Survey generally extends to a maximum depth of 80 inches (approximately 6% feet) below ground surface and is. not indicative of deeper soil conditions. GfA Proposed 1%-Story Residence Geotechnical Report 595 Nettles Boulevard, St. Lucie County, FL April 13, 2016 GFA Project No. 16.0681.00 Page 6 of 10 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; and the auger borings: the HCP values logged, 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 classified in general 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. The subsurface soil conditions encountered at this site generally consist of loose to medium dense sand (SP) to a depth of 7'feet, very loose/soft organic silt (muck) (PT) from 7 to 11 feet, and then medium dense sand to the boring termination depths. 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 depth of approximately 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 levels. in the nearby Intracoastal Waterway (Indian 'River) with tidal influences. Brief ponding of stormwater may occur across the site after heavy rains. No additional investigation was included rin 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 A foundation system for any structure must be designed to resist bearing capacity failures, have settlements that are tolerable, and resist the environmental forces that the foundation may be subjected to over the life of the structure. The soil bearing capacity is the soil's ability to support loads without plunging into the soil profile. Bearing capacity failures are analogous to shear failures in structural design.and are usually sudden and catastrophic. The amount of settlement that a structure may tolerate is dependent on several factors including: uniformity of settlement, time rate of settlement, structural dimensions and properties of the materials. Generally, total or uniform settlement does not damage a structure but may affect drainage and. utility connections. These can generally tolerate movements of several inches for building construction. In contrast, differential settlement affects. a structure's frame and is limited by the structural flexibility: The organic soils (muck). encountered at the site will likely cause excessive settlement and poor foundation performance if shallow foundations -are used for support of the structure. Excavation Proposed IX -Story Residence 595.Nettles Boulevard, St Lucie 'County, FL GFA. Project No. 16-0681.00 Geotechnicai Report April 13, 2016 Page 7 of 10 of the organic soils (demuck, ing) and replacement with compacted sandy soils was considered, but due to site constraints could not likely be accomplished safely without affecting the adjacent properties. GFA recommends that the proposed residence (including floor slab) be supported using a deep foundation system consisting of augered cast -in -place .(ACIP) piles. ACIP 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 a 14-inch diameter ACIP piles is presented in the following- table. Pile Recommendations For All Pile Supported Structures Maximum Nominal Pile Top Recommended Pile Pile Pile Pile Lateral Pile Elevation Pile Tip Lengths Compression Tension capacity Recommended Diameter NGVD Elevation (ft)* Capacitv Capacity Tons''" Grout Stren 'th 3 Tons (Free Head) 8 Tons 14" Unknown Unknown 27 25 Tons 1 5 Tons Fixed Head 5000 psi *Based on existing site grade. **For calculated pile. top deflection of % inches at ground surface/top of pile elevation. The pile installation length is based on installing the piles at site grade. (grade 1 foot above:the adjacent roadway) existing at time of drilling. If additional fill will be required to raise the site to achieve,final grade, the piles will ,be longer according to the depth of fill added. 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 reinforcement shall 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. The following additional, notes are applicable,t6the pile design: • A 25% Increase in the pile capacity is permissible for temporary wind loads. • 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.. • The - piles and pile caps are commonly surrounded by soil and can safely withstand. a horizontal deflection on the order of %2 inch. Proposed 1%-Story Residence Geotechnical Report 595 Nettles Boulevard, St. Lucie County, FL April 13, 2016 GFA Project No. 16-0681.00 Page 8 of 10 3.2 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 pile, shaft. 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. 3.3 Vibration Monitoring The proposed construction will 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 seismograph used to monitor at -this site shouldhave 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. C,fA Proposed 1%-Story Residence Geotechnical Report 595 Nettles Boulevard, St. Lucie County, FL April 13; 2016 GFA Project No. 16-0681.06 Page 9 of 10 3.4 Ground Floor Slab The ground floor should be structurally integrated with the pile cap foundation. Water vapor is likely to rise through the granular fill and condense beneaththe 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. 3.5 General Site Preparation Initial sitepreparation 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 as to not affect structures. The stripped areas should be proofrolled, and compacted until the ,upper 1 foot of soil achieve a density of at least 95% of the modified Proctor maximum dry density (ASTM D 1557). Fill material may then be placed in the building pad as required. The till material should be inorganic (classified as SP, SW, GP, GW, SP-SM, SW-SM, GW-GP, GP -GM) containing not more than 5 percent (by weight) organic materials. Fill materials with silt/clay-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-inches. 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 square feet per lift in the building areas, or a minimum of three (3) tests per lift, whichever is greater-. 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 95%a of the modified Proctor maximum dry density (ASTM D 1.557). 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 consultingreport has been prepared for the exclusive use of the current project owners and other members of the design team for the Proposed Buildings located at 595 Nettles Boulevard (Lot 505 Nettles Island), .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 part upon the. data collected during a field exploration, however, the nature and extent' of variations 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 (I [A Proposed 172-Story Residence 595 Nettles Boulevard, St. Lucie County, FL GFA Project No. 16-0681.00 Geotechnica/ Report April 13, 2016' Page 10 of 10 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. . Analysis of the foundation performance under hurricane conditions or other storm events, including the effects of loss of soil support due to scour or other forces, is not within the scope. of this report, and the recommendations. are valid only for normal conditions. Additional analysis and options for foundation systems. with scour conditions or other scenarios can be performed if requested. 5.0 � BASIS FOR RECOMMENDATIONS The analysis, and recommendations submitted in this reportare, 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 may be encountered. The delineation between soil types shown 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 meihodology.(ASTM 13-1586), CPT methodology (ASTM D-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 other tools or materials. 6 fA Appendix A - Vicinity Map Gf� I Y-I R lilt A 11 3K A65 -\VA40 - kr".. Wbj a f I U- A � 41 is U71W grog at Y42864300 Ion -80.2213020 elev 4 ft eye aft 2283 ft 0 Appendix B Test Location Plan G0 ONATA Test Location Plan Proposed 11/2-Story Residence 595 Nettles Boulevard (Lot 595 Nettles Island) St. Lucie County, FL GFA Project No. 16-0681.00 Legend + Approximate Standard Penetration Test (SPT) Boring & Auger Boring (AB) Locations Appendix C Notes Related to Borings 6F. 1 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] i 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/CM RELATIVE DENSITY BLOWS/FOOT KG/CM- CONSISTENCY 0.4 0-16 Very loose 0-1 0-3 Very soft 540 1740 Loose 24 4-6. Soft 11-30 41-120 Medium Dense 5-8 7-12 Firm 3.1-50 121-200 Dense 9-15 13.25 Stiff 50+. over260 1 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 % to 3 Inches - Fine Gravel No. 4 sieve to:'/< inch Coarse Sand No. 10 d 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 W' Small roots 12%to:30%o Some. %" to I" Mediinn roots 30% to 50% And Greater, than, I Lar e: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 anorganic odor. Or anic'Content <25%:-Slightly to Highly, Or anic;.25% to 75%: Muck; >75%: Peat Gfi� Appendix D - Record of Test Borings GFi� GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LUCIE, FLORIDA-34986 PHONE: (772) 924-3575 - F AX: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM.D-1586) Client: Mr. & Mrs. McGillis Project: Proposed 1'/-Story Residence 595 Nettles. Boulevard (Lot 595 Nettles Island), St. Lucie County, FL Elevation: Existing Grade Water Level: 3 feet after 0 hours Drilling Fluid commenced at depth of 1.0 feet Project No.:16-0681.00 Lab No.: Page: 1 of 1 Date: 3/28/2016 Drill Rig: Simco-24 Field Party: PM/WG TEST LOCATION: SPT -1 N27:287020 W80.223340 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No: From/to No. 200 Content Content 0 0-2 Pavers (2") _ HCP= 8.01 Concrete Slab (4") 1 1 SP Brown fine sand _-• 2 HCP •--- 80+ 2 - 7 2 SP Gray fine sand - -- .3 HCP= 30_ 2 --- 4 HCP= .35 9 13 25 3 --- 6 1.0 .-.- -- 3 7 -. 2 - _ . 2--- 4 4 7% -11 PT Dark brown organic silt, ---- 3..- 8 .. 2 occasional sandy seams (muck) 9 .- --- --2.-- $ -1 11 ---i--- 1 ------ 2 6 11- 30 SP Gray fine sand -- 12 1 --- 6 ---- 13 $ - -• -- 12 20 7 14 14 .._ -- 10- 75 12 -10 --- 22 8 =trace shell 16 10 ... 17 - - 99 9 --- 7 __ 9 16 9 :..same, trace shell 1 GFA INTERNATIONAL 521:N.W. ENTERPRISE DRIVE,PORT ST. Lum, FLORIDA 34986 PHONE: (772).924-3575 - FAX: (772) 024-3580 I STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Mr. & Mrs. McGillis Project-No.:16-0681.00 Lab No:: Project: Proposed 1%-Story Residence Page.: 2 of 2 5.95 Nettles Boulevard (Lot 595 Nettles Island),..St. Lucie County, FL Date: 3/28/2016 Elevation: Existing Grade Drill Rig: Simco-24 Water Level: 3 feet • after 0. hours Drilling Fluid commenced at: depth of 10 feet. Field Party: PM/WG TEST LOCATION: SPT -1 N27.28702° W80.223340 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. value No. fton>/to No. 200 Content Content 20 ------ --- - 21 ........... 22 ---- --- 23 ............. 10 24 - ---- 10 __ 9 19 10 -trace shell 25 26 ............ 27 ---- --- 28 .............. 6 29 •13- - _ -30 I --20 _23 31 ....... •-- 32 ---- --- 33 ---- -- 34 14 •ia- .- 24-- 12 -little: cemented sand, trace steel. 35 _-14 _- - 36 ............. 37 .............. 38 .............. 8 -g- - L 10[1*8­1 13 -trace shell Boring terminated at 40..feet Since,1988 Florida's Leading Engineering Source AUGER BORING LOGS WITH HAND CONE PENETROMETER (HCP) TESTS Client: Mr.. & Mrs. McG llis Project No: 16-0681.00 .Project: 595 Nettles Boulevard (Lot 59.5 Nettles Island) Leib -No: St. Lucie County, Florida Test Date: 3/28/2016 Elevation: Existing Grade Technician: WG/CA TEST LOCATION: AB —1 HCP Depth (feet) Description (color, texture, cbnsistency, remarks) Depth Reading 0-3 Light brown fine sand SP 1 20 3-4 Gray fine sand, some silt SM 2 30 4-7 Gray -fine sand SP 3 30 7 -10 Dark brown.or anic silt, little/some sand_ PT muck 4 80+ 5 40 6 15 7 15 8 15 9 15 10 15 Water table at 3 feet below ground surface Appendix E - Discussion of Soil Groups Gfi� 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). 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 gradedgravels 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 and 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 "N' 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 .gravelly or 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 groups, the symbol M has been used to 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 Land 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 lor silty clays. The medium :and high plasticity clays :are. classified. as CH. These include ther fat clays, gumbo clays and some volcanic clays. GF� V 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 0. 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, :grassers; 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.