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Home My WebLink AboutGEOTECHNICAL REPORTGFA INTERNATIONAL FLORIDA'S LEADING ENGINEERING SOURCE Report of Geotechnical Exploration Tai-u-1f9&ats,-Wi �tion 3901 St. Lucie Blvd. Ft. Pierce, Florida January 26, 2017 GFA Project No.: 17-0156.00 For: Richard K. Davis Construction Corporation SCANNED BY St. Lucie County "lFcel p, Fep 1 s1ov i' e r,e ..............v0009voeesoo..... °°✓ Peeoeaooevooeo0001, o oo oo Does O eooc< --�e............... P ee°ooaee°eoevee.oe�:: o.................1 •� ° • ,i , ....�Pv' .11,00 00 FRN ATV 1� soaves° r ........ .°.°Y°Y - .l �n v�n�[' n_rv,evvu ➢Y ^.. ��.v jI --_i ........ LOVOY]Ov.ot .n� ��1Y vL unv v[vvvv�v[en. nv vv [� Florida's Leading Engineering Source Environmental • Geotechnical • construction Materials Testing • Threshold and Special Inspections • Plan Review & Code Compliance January 26, 2017 Richard K. Davis Construction Corporation Attention: Doug Davis P.O. Box 186 Fort Pierce, Florida 34954 RE: Soil Exploration — Pursuit Boats Mill Shop Attached Addition 3901 St. Lucie Blvd., Ft. Pierce, FL GFA Project # 17-0156.00 Dear Mr. Davis: 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 (17-0156.00), planned in conjunction with and authorized by you. 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 plans prepared by ML Engineering, Inc. dated 11-23-16 (Reproduced as Test Location Plan) and conversations with the client, the project consists of constructing a 1-story attached addition to the current mill shop with a footprint on the order of 13,000 sf. A shallow foundation is planned for support of the structure and helical piers with 35 kip (17.5 ton) uplift capacity are planned for use as uplift (tension) anchors at the footings. For the foundation recommendations presented in this report we assumed the maximum column load (compressive) will be 50 kips and the maximum wall loading (if applicable) will be 4 kips per linear foot. GFA estimates 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 three (3) standard penetration test (SPT) borings to depths of approximately fifteen (15) and forty-five (45) feet below ground surface (BGS) were completed for this study. The upper-4 feet -of the SPT borings were drilled with a hand auger in order to avoid damaging utilities. Hand Cone Penetrometer (HCP) tests were conducted at one -foot intervals in the auger borings. The HCP test, in conjunction with information about the soil type, is empirically correlated to the relative density of subsurface soils. 521 NW Enterprise Drive • Port St. Lucie, Florida 34986 • (772) 924.3575 • (772) 924.3580 THROUGHOUT FLORIDA Pursuit Boats Mill Shop Atracned Addition 3901 St. Lucie Blvd., Ft. Pierce, FL GFA Project No. 17-0156.00 Geotechnical Report January 26, 2017 Page 2 of 10 The subsurface soil conditions encountered at the boring locations generally consist of medium dense sand (SP) to a depth of 4 feet, loose to occasionally medium dense sand (SP) or slightly clayey sand (SP-SC) from 4 to 10 feet, and then very loose to loose sand from 10 to 35 feet. The borings were dissimilar from 35 feet to to the boring termination depths at 45 feet. At boring SPT-1 loose sand (SP) was encountered and at boring SPT-2 medium dense to very dense sand S(P) was encountered. Please refer to Appendix D - Record of Test Borings for a detailed account of each boring. A shallow foundation is planned for support of the structure. The subgrade soils should be improved with compaction from the stripped grade prior to constructing the foundation pads. 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 stemwall 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. Helical piers with a 17.5 ton uplift capacity are planned for use as uplift (tension) anchors at the footings. To obtain required uplift capacity, the piers would likely have to be installed and seated into the loose to medium dense sand encountered from about 33'/z to 45 feet below existing grade. The length of the piers could extend beyond 45 feet before achieving the required torque and corresponding capacity. The loose sand encountered at the site could cause long pile lengths before reaching capacity, and GFA recommends considering an option for utilizing lower capacity piles (such as two 17.5 kip (8.75 ton) piles instead of one 17.5 ton pile) if the pile lengths extend too deep and are unstable or for cost control. Each pier must be installed with a minimum of twice their design capacity. The capacity of several piers must be verified by shear pins or other calibration techniques as required by the Florida Building Code, 2010 ad as noted below. GFA recommends that a representative of GFA monitor the helical pier installation in accordance with the Florida Building Code. 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. Number 4930 JctiVan Col.Manager 6FA Pursuit Boats Mill Shop Attu:.;: d Addition 3901 St. Lucie Blvd., Ft. Pierce, FL GFA Project No. 17-0156.00 TABLE OF CONTENTS 1.0 INTRODUCTION.................................................................................... 1.1 Scope of Services............................................................................... 1.2 Project Description.............................................................................. 2.0 OBSERVATIONS ......................................... 2.1 Site Inspection ......................................... 2.2 Field Exploration ...................................... 2.3 Laboratory Analysis .................................. 2.4 Geomorphic Conditions ............................ 2.5 Hydrogeological Conditions ...................... Geotechnical Report January 26, 2017 Page 3 of 10 ...........................4 ...........................4 ...........................4 ......................................................................4 ......................................................................4 ......................................................................5 ............................................................... :...... 5 ......................................................................5 ......................................................................6 3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS..............................................6 3.1 General............................................................................................................................6 3.2 Pile Foundation (Helical Piers).........................................................................................6 3.3 Design of Footings..........................................................................................................7 3.4 Ground Floor Slab.............................................................:..............................................8 3.5 Site Preparation...............................................................................................................8 4.0 REPORT LIMITATIONS ..... :................................................................................................. 9 5.0 BASIS FOR RECOMMENDATIONS....................................................................................9 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 Pursuit Boats Mill Shop Attacned Addition Geotechnical Report 3901 St. Lucie Blvd., Ft. Pierce, FL January 26, 2017 GFA Project No. 17-0156.00 Page 4 of 10 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 is 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 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 plans prepared by ML Engineering, Inc. dated 11-23-16 (Reproduced as Test Location Plan) and conversations with the client, the project consists of constructing a 1-story attached addition to the current mill shop with a footprint on the order of 13,000 sf. A shallow foundation is planned for support of the structure and helical piers with 35 kip (17.5 ton) uplift capacity are planned for use as uplift (tension) anchors at the footings. For the foundation recommendations presented in this report we assumed the maximum column load (compressive) will be 50 kips and the maximum wall loading (if applicable) will be 4 kips per linear foot. GFA estimates 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 an operating -boat construction- facility and generally flat. The grade at the site was estimated to be even with the adjacent road at the time of drilling. Several buildings occupied the site. 6FA Pursuit Boats Mill Shop Attacned Addition Geotechnical Report 3901 St. Lucie Blvd., Ft. Pierce, FL January26, 2017 GFA Project No. 17-0156.00 Page 5 of 10 2.2 Field Exploration A total of three (3) standard penetration test (SPT) borings to depths of approximately fifteen (15) and forty-five (45) feet below ground surface (BGS) were completed for this study. The upper 4 feet of the SPT borings were drilled with a hand auger in order to avoid damaging utilities. Hand Cone Penetrometer (HCP) tests were conducted at one -foot intervals in the auger borings. 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 B: '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 mapped on the USDA Soil Survey website consists of Lawnwood and Myakka sands (21). 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 6Y44 feet) below ground surface and is not indicative of deeper soil conditions. t Pursuit Boats Mill Shop Attacned Addition 3901 St Lucie Blvd., Ft. Pierce, FL GFA Project No. 17-0156.00 Geotechnical Report January 26, 2017 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 the boring locations generally consist of medium dense sand (SP) to a depth of 4 feet, loose to occasionally medium dense sand (SP) or slightly clayey sand (SP-SC) from 4 to 10 feet, and then very loose to loose sand from 10 to 35 feet. The borings were dissimilar from 35 feet to to the boring termination depths at 45 feet. At boring SPT-1 loose sand (SP) was encountered and at boring SPT-2 medium dense to very dense sand S(P) was encountered. 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 depths ranging from approximately 7.6 to 8.6 feet below the existing ground surface. The groundwater table will fluctuate seasonally depending upon local rainfall and other site specific and/or local 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 General A shallow foundation is planned for support of the structure and helical piers with 17.5 ton uplift capacity are planned for use as uplift (tension) anchors at the footings. Recommendations for both are described in the following sections. 3.2 Pile Foundation (Helical Piers) Helical piers consist of galvanized steel shafts with helical flight augers on the bottom shaft. The shafts are bolted together as the shafts are drilled into the subsurface. The torque applied to the piers during drilling is correlated to the compression capacity of the helical pier. The shafts are cut to the aporopriate cut-off elevation, and typically pile caps, grade beams, -or footings are cast on the top of the helical piers. 6FH Pursuit Boats Mill Shop At ad Addition Geotechnical Report 3901 St. Lucie Blvd., Ft. Pierce, FL January 26, 2017 GFA Project No. 17-0156.00 Page 7 of 10 The plans indicate a required uplift capacity of 17.5 tons. To obtain required uplift capacity, the piers would likely have to be installed and seated into the medium dense sand encountered from about 33'/2 to 45 feet below existing grade. The length of the piers could extend beyond 45 feet before achieving the required torque and corresponding capacity. The loose sand encountered at the site could cause long pile lengths before reaching capacity, and GFA recommends considering an option for utilizing lower capacity piles (such as two 17.5 kip (8.75 ton) piles instead of one 17.5 ton pile) if the pile lengths extend too deep and are unstable or for cost control. We recommend the piers be spaced at least 3 diameters (largest helical diameter) apart center - to -center. Some local pier installation contractors who have installed piers in that area could be familiar with the probable depth required to achieve pier capacity. Each pier must be installed with a minimum of twice their design capacity. The capacity of several piers must be verified by shear pins or other calibration techniques as required by the Florida Building Code, 2010 ed as noted below. In accordance with Section 1810.3.3.1.9 of the Florida Building Code, 2010 ed, the allowable axial design load, Pa, of helical piles shall be determined as follows: Pa = 0.5 Pu (Equation 18-4) where P. is the least value of: 1. Sum of the areas of the helical bearing plates times the ultimate bearing capacity of the soil or rock comprising the bearing stratum. 2. Ultimate capacity determined from well -documented correlations with installation torque. 3. Ultimate capacity determined from load tests. 4. Ultimate axial capacity of pile shaft. 5. Ultimate axial capacity of pile shaft couplings. 6. Sum of the ultimate axial capacity of helical bearing plates affixed to pile. Helical pier design and installation is proprietary in nature. The locations and required capacity of the piers must be designed by the structural engineer or other qualified professional. Helical pile support recommendations are based on the existing structure (including existing footings and slab) having structural integrity which will be determined by others. GFA recommends that a representative of GFA monitor the helical pier installation in accordance with the Florida Building Code. Installation of piers should be performed after all utilities have been identified and located to avoid installation problems and for safety reasons. These services were not within our scope of services. 3.3 Design of Footings 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 GfA Pursuit Boats Mill Shop AUL .,.:d Addition Geotechnical Report 3901 St. Lucie Blvd., Ft. Pierce, FL January 26, 2017 GFA Project No. 17-0156.00 Page 8 of 10 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''/2-inch differential. All footings and columns should be structurally separated from the floor slab, as they will be loaded differently and at different times, unless a monolithic mat foundation is designed. 3.4 Ground Floor Slab 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. 3.5 Site Preparation 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) if practical. 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 subgrade soils should be improved with compaction from the stripped grade prior to constructing the foundation pads. 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 stemwall 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. The fill 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. If compaction cannot be attained due to persistent wetness or the water table near the bottom of the footing excavation, or due to silty/clayey soil 'pumping' during compaction, GFA recommends undercutting below bottom of footing and replacement with No. GFA Pursuit Boats Mill Shop Att :.�"d Addition Geotechnical Report 3901 St. Lucie Blvd., Ft. Pierce, FL January 26, 2017 GFA Project No. 17-0156.00 Page 9 of 10 57 stone, or rock/sand fill for subgrade that cannot be compacted. The rock/sand fill should be compacted and tamped into the excavation and inspected and verified by a representative from GFA, and tested with hand cone penetrometers, probe rods, or density tests. 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% of the modified Proctor maximum dry density (ASTM D 1557). 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 Pursuit Boats Mill Shop Attached Addition located at 3901 St. Lucie Blvd., Ft. Pierce, 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 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. The results of any condition assessment or survey of the structures do not imply that we verified that the structural elements are sufficient or adequate. All structural engineering, calculations, and structural design are those performed by others for the project, and we never performed such services nor verified that they are adequate and meet FBC requirements. The results of the condition survey are only the results of observations of that which was able to be visually inspected, and not within the scope of survey were evaluations and determinations of compliance with FBC or other pertinent codes or laws, or of existing or possible health and safety hazards in any way. GFA does not imply or claim in any way, nor was the condition survey intended, to be a comprehensive or even a limited assessment of structural defects or structural integrity. The recommendations are based on the existing foundation elements having structural integrity and soundness. A structural survey and structural condition assessment was not within our scope of services, nor was determination of the existing foundation system within our scope of services. 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 GFP Pursuit Boats Mill Shop Attu:..: ,1 Addition Geotechnical Report 3901 St. Lucie Blvd., Ft. Pierce, FL January 26, 2017 GFA Project No. 17-0156.00 Page 10 of 10 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 parry reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International. The applicable SPT methodology (ASTM D-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. GFP Appendix A - Vicinity Map GfH I 0. i to 1 +'� 2®9fi CSaog ,ems„ Google Earth I " lat 27AB2297° Ion-30.363360° ele`v 22. ft. eye 'a lt.. 1759 ft, Q Appendix B - Test Location Plan GfP J I Test Location Plan: 3901 St. Lucie Blvd., Ft. Pierce, FL WMe r r r - L ; J _______ I I I 1-yg I .• I LEGEND 1• ; I .._.__.__.__ ___ ____ p Y ' 1 � I �. I .. i l L .. u.o..��®+. �r�......,. am a=-•••y- I.....-.... _ _ _ S-2 YACHTS HORIZONTAL CONTROL 1011 MP • WAYMANT: UPPICI --Approximate Standard Penetration Test (SPT) Boring Locations Appendix C - Notes Related to Borings GfP 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 we approximate and may vary from those shown. The soil/rock conditions shown on the Records of Test Boring refertoconditions of the specific location tested; soillrock 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 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 we 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 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 %" to 1" Medium roots 300/o'to 50%- - And -- - -- Greater than-1 " - - - - -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 6FH Appendix D - Record of Test Borings GfP L r GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LOC1E, FLoRIDA 34986 PHONE: (772) 924-3575 - F Ax: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Richard K. Davis Construction Corporation Project No.:17-0156.00 Lab No.: Project: 3901 St. Lucie Blvd. Page: 1 of 2 Ft. Pierce, Florida Date: 1/23/2017 Elevation: Existing Grade Drill Rig: CNM45 Water Level: 8.3 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG Hand Auger with Hand Cone Pentrometer Test (HCP in ksf) performed in top 4 feet TEST LOCATION: SPT - 1 N27.48101° W80.36309° Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No. 200 Content Content 0 0-3 SP Gray fine sand, trace/little rock fragments HCP= 80+ 1 ........ ......... I......... 1 _-_ HCP= 80+ 2 :.........:.:.............. HCP= 80+ 3 ............... ............. 2 3-5 SP Brown fine sand --' 4 HCP= : 80+ - 3 5 .....2................... 5-7 SP-SC Gray fine sand, little silt and clay 4 7 3 6 .....4................... 5 --- 7 .....5................... 7 - 10 SP Grayfine sand 6 11 4 8 .....5................... 6 6 9 ........................... 5 11 5 _ 4 10 ........................... 11 ........................... 12 .............. ............. 13 ........................... 13'/2 - 15 SP Brown fine sand 14 .....4................... 4 --- 6 15 ................. 16 ........................... 17 ........................... 18 ........................... 3 18%2 - 20 SP Brown fine sand 19 ........................... 4 5 9 7 GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LOccE, FI.ORIDA 34986 PHONE: (772) 924-3575 - F Ax: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Richard K. Davis Construction Corporation Project No.:17-0156.00 Lab No.: Project: 3901 St. Lucie Blvd. Page: 2 of 3 Ft. Pierce, Florida Date: 1/23/2017 Elevation: Existing Grade Drill Rig: CNM45 Water Level: 8.3 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG TEST LOCATION: SPT -I N27.48101a W80.36309a Laboratory Tests Depth (feet) Blows/ 6in. N Value Sample No. Layer: From/to USCS Description Passing No.200 Moisture Content Organic Content 20 ------- ------ 21 ........................... 22 ........................... 23 ........................... 24 •3 3 23%2 - 25 SP Brown fine sand 25 ..... ?..........10... 26 ........................... 27 ........................... 28 ........................... 29 1 Z..... 28%2 - 30 SP Brown fine sand 30 .....2...........4..... 9 31 ........................... 32 ........................... 33 ........................... 34 ••••-� ............ 33%2 - 35 SP Brown fine sand fi..... 6 12 10 37 ........................... 38 ........................... 2 3 38'h - 40 1 SP Brown fine sand 3 6 11 GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LuclE, FLORIDA 34986 PHONE: (772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Richard K. Davis Construction Corporation Project No.:17-0156.00 Lab No.: Project: 3901 St. Lucie Blvd. Page: 3 of 3 Ft. Pierce, Florida Date: 1/23/2017 Elevation: Existing Grade Drill Rig: CME45 Water Level: 8.3 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG TEST LOCATION: SPT - 1 N27.48101 ° W80.363090 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No.200 Content Content 40 ------- ------ 41 ........................... 42 ........................... 43 ........................... 3 43%s - 45 SP Brown fine sand 44 •••• 2..... 12 45 .....3...........5..... Terminated boring at 45 feet 46 ........................... 47 ........................... 48 ........................... 49 ........................... 50 .— ....................... 51 ........................... 52 ........................... 53 ........................... 54 ........................... 55 ........................... 56 ........................... 57 ........................... 58 ........................... 59 ........................... GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LUCni, F1.o1unA 34986 PHONE: (772) 924-3575 - FAx:(772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Richard K Davis Construction Corporation Project No.:17-0156.00 Lab No.: Project: 3901 St. Lucie Blvd. Page: 1 of 2 Ft. Pierce, Florida Date: 1/23/2017 Elevation: Existing Grade Drill Rig: CME45 Water Level: 8.6 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PNMG Hand Auger with Hand Cone Pentrometer Test (HCP in ksf) performed in top 4 feet TEST LOCATION: SPT - 2 N27.48090° W80.36273° Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6in. Value No. From/to No. 200 Content Content 0 0-3 SP Light brown fine sand HCP= 80+ HCP= 80+ HCP= 60 3-7 SP Brown fine sand 2 4 HCP= 60 3 5 ..... z................... 2 4 3 6 .....2................... 4 4 7-9 SP-SC Light gray fire sand, little silt and clay 5 9 4 6 4 5 6 11 5 9-10 SP Brown fine sand 10 ...... ........ ............. 11 .............. ............. 12 ........................... 13 ........................... 14 .....6 13Y2 - 15 SP Brown fine sand fi..... 6 15 ...._8..........14... 17 .............. ............. 18 ........................... 3 IM -20 SP Brown fine sand GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LuciE, FLORIDA 34986 PBONE:(772)924-3575 - FAx:(772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Richard K. Davis Construction Corporation Project No.:17-0156.00 Lab No.: Project: 3901 St. Lucie Blvd. Page: 2 of 3 Ft. Pierce, Florida Date: 1/23/2017 Elevation: Existing Grade Drill Rig: CME45 Water Level: 8.6 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PNMG TEST LOCATION: SPT - 2 N27.480900 W80.362730 Laboratory Tests Depth (feet) Blows/ 6in. N Value Sample No. Layer: From/to USCS Description Passing No. 200 Moisture Content Organic Content 20 ------- ------ 21 ........................... 22 ........................... 23 ........................... --- 24 ............ 3 .... ..... 23%z - 25 SP Brown fine sand 25 ....:4...... ........... 26 ........................... 27 ........................... 28 .............. ............. 29 .....4 ............ 28%2 - 30 SP Brown fine sand 30 .....3 ....7..... 9 31 ........................... 32 .............. ............. 33 .............. ............. 34 ••••.5 33%2 - 35 SP Gray fine sand, trace shell fi..... 35 ..... T.... ....16.... 10 36 ........................... 37 ........................... .................38%z L ................. - 40 SP Gray fine sand, trace shell 29 11 GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LOCD:, FLORIDA 34986 PHONE: (772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: Richard K. Davis Construction Corporation Project: 3901 St. Lucie Blvd. Ft. Pierce, Florida Elevation: Existing Grade Water Level: 8.6 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Project No.:17-0156.00 Lab No.: Page: 3 of 3 Date: 1/23/2017 Drill Rig: CME45 Field Party: PM/WG TEST LOCATION: SPT - 2 N27.480900 W80.362730 Laboratory Tests Depth Blows/ N Sample Layer: USCS D05CI1tiOR p Passing Moisture Organic (feet) 6in. Value No. From/to No. 200 Content. Content 40 _______ ______ 41 ........................... 42 ........................... 43 ........................... 17 43% - 45 SP Gray fine sand 44 23 12 45 ....35.......58.... Terminated boring at 45 feet 46 ........................... 47 ........................... 48 ........................... 49 .............. ............. 50 ........................... 51 .............. ............. 52 .............. ............. 53 .............. ............. 54 ........................... 55 ........................... 56 ........................... 57 ........................... 58 ........................... 59 ........................... 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: Richard K Davis Construction Corporation Project No.:17-0156.00 Lab No.: Project: 3901 St. Lucie Blvd. Page: 1 of 2 Ft. Pierce, Florida Date: 1/23/2017 Elevation: Existing Grade Drill Rig: CME45 Water Level: 7.6 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Field Party: PM/WG Hand Auger with Hand Cone Pentrometer Test (HCP in ksf) performed in top 4 feet TEST LOCATION: SPT -I N26.999710 W80.096450 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6in. Value No. From/to No. 200 Content Content 0 0-2 SP Light brown fine sand, trace shell 1 HCP= ........................... 80+ 1 2 HCP= ........ ................... 80+ 2-5 SP Gray fine sand __ HCP= 60 - 2 4 HCP= 60 2 5 .....3................... 5-6 SP Brown fine sand 2 5 3 3 6 - 8%2 SP-SC Light gray fine sand, little silt and clay 2 7 .....4...... ..... ........ 5 9 4 8 ..... 5................... 6 4 8'/2 - 10 SP Gray fine sand 9 _................... 4 8 5 10 .....5................... 11 .............. ............. 12 ........................... 13 ........................... 14 .3 13'/2 - 15 SP Dark gray fine sand 3..... --- 15 .....4........... 7..... 6 Boring Terminated at 15 feet 16 ........................... 17 ........................... 18 ........................... 19 ........................... Appendix E - Discussion of Soil Groups GfP 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 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 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 MIL 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 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 and some volcanic clays. GFH 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. GfH