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Home My WebLink AboutGFA INTERNATIONAL PAPERWORKGFA INTERNATIONAL FLORIDA'S LEADING ENGINEERING SOURCE Report of Geotechnical Exploration SCANNED BY St. Lucie County — Hinkle Residence 2Bimini Drive FILE COPY Fort Pierce, Florida October 15, 2018 1 VAA1,, 1 7 f)9 -EaV'f GFA Project No. 18-9005.00 For: Don Hinkle Construction, Inc. 1 I _7 S •emu{ � �� 1-�.Y.., ty". ,. _ • • •L� is .:.�' �#] r�L � n •. .I �k :" r I r �4 f a r I v a' K'tll �( P ft �uS, f .� 'Ib� 1 ff vt.+v.� r r • y ' Y •• fair 'i f tj' A^� 1 I '` r .!• , Am II '� t �•1 0� .�Yr,: '�•M�js. :AFr. .r: a'�lW.(Pa�S ��;x�...»yr'! r �'"'��f..� Ir•F� Iry �. ��VTr I I ., . o • 1 � 1I10'ft . s,o ING RECORDS . D GENERALIZED SUBSURFACE PROFILES 1. Groundwater levels (if encountered) were recorded either during or following the boring completion on the date indicated. Fluctuations in groundwater levels are common - see the report text for a discussion. 2. The boring locations were identified in the field by estimated distances and offsets from existing reference marks and/or other site landmarks. 3. The completed boreholes were backfilled to adjacent site grade using drilling spoils and patched with asphalt cold mix in pavement areas. 4. The tog of Boring records represent our Interpretation of soil conditions based on visual classification of the soil samples recovered from the borings. 5. The Log of Boring records are subject to the limitations, conclusions, and recommendations presented in the report text. 6. The Standard Penetration Test (SPT) N-values contained on the Log of Boring records refer to the total blow counts of a 140-1pound drop hammer falling 30 inches required to drive a split -barrel sampler a total distance of 12 inches into soil strata at specific depth intervals. 7. The Hand Cone Penetrometer (HCP) values contained on Log of Baring records and the Cone Penetration Test (CPT) values contained on the Cone Penetration Sounding logs refer to the cone tip resistance recorded when pushing the cone tip into the soil strata at specific depth owm teintervals. and may vary 8. The soil and/or rock strata interfaces shown on the Log of Boring records are app from those showh on the logs. The soil and/or rock descriptions shown on the Log of Boring records refer to conditions at the specific location tested. Soil/rock conditions may vary between test locations. 9. Relative density for coarse -grained soils (sands/gravels) and consistency for fine grained soils (silts/clays) are described as follows: Fine Grained Soils (Silts and Clays) Coarse Grained Soils (Sands and Gravels) Consistency SPT SPT HCP Value CPT Value pelnsity N--Value H(kglcmz) CP (tsf) 11. Definitions for modifiers used in soil/rock descriptions: Modifier r Modifier Approximate Root Diameter c + —1-_- � - - brown to black color and an organic odor. GfP LOG OF BORINGIES1 T=1 • G�� GFA International PAGE 1 OF 1 �FNNAS�aaP CLIENT Don Hinkle PROJECT NAME Hinkle Residence PROJECT NUMBER 18-9005.00 PROJECT LOCATION 243 Bimini Dr., Fort Pierce DRILLING CONTRACTOR GFA Intemational Inc. HOLE DEPTH 40 It HOLE DIAMETER DRILLER LB/SH/PM/LB DATE STARTED 9/26/18 COMPLETED 9127/18 T- CME45 GROUND WATER LEVEL:9AT TIME OF DRILLING 5 40.ft DRILL RIG METHOD SPT LATITUDE 27.7866 LONGITUDE-80.30211 NOTE: HAMMERTYPE ♦ SPT N VALUE 0. w = c) 020 40 60 80 PL MC LL 140 o = o �m w 3z � �z Zz 0 MATERIAL DESCRIPTION a 2 o m j O Z Z 20~ 0 g0 �.... 0—� wZ W O Z My Ov El FINES CONTENT(%)❑ 20 40 60 80 Dark brown organically stained fine sand with silt (SPSM) 5 ' .....1.......;.............. 1 1010 18• 2 Brown fine sand, trace shell (SP) s 3 L ...... 4 78 is 31 .. �......:....... �....... ..... 8.0 • .......... ........ s.0 Gray fine sand (SP) 5 z 73 . :.... ` ` . ... ...: ........:....... ..�.. .. in 23 Dark brown organic silt (PT) a 10 q Jb 10.5........ i "'"- Gray fine sand, trace shell(SP) 6 2 4"'"•' o.:. ..... . .... 2 2 ............. :....... ....... ....... w .,.... 7 4 7 w15 ..... . s o... ..... :......:.......... _..:....... 12 Gray fine sand with shell fragments (SP) 8 o .... 72 24 20 i J 1 ........ '�°ji`w.'.n`�'.`:-'- za 2s 9• 9 50 0 25 S m 28.5 0 Gray fine sand 1p 10 5 10 F 30 .. o '"'•33.5 .. `"' ""'""" 2 Gray fine sand with clay and few shell fragments (SP-SC) 11 ¢ 8 8 u 35. U 38.5.. ."".. .. nts(SP) 12 ¢ 40.0 22Darkgrayfinesandwithfewshellfragme IV Bottom or borehole at 4o.0 reel Appendix E — Pile Design Curves GfH I i m+arai capacity with a Free Head Condition q�y-Pao CWRc19�M1ert, mcalRcicm Ibe�[eE9 PILE DEFLECTION vs LOADING Single Pile, Khead=1, Kbc=1 from Depth (Zp) DEFLECTION y1-in +1.00 Pile Top-tt 0 0 Pile Top-ft 4.00 0 5 5 10 10 15 15 .20 20 Lateral Moment Vertical vt Slope Top 'mu. Moment .25 25 No. Load _Load (gip) (kip-ft) Load '011P) at op at Cm) CMI-) (kip -It)' 01 0.00' 3S 11.0 , 2 3.0 3.0 3 5.0 5.0 10.0 10.0 0:3 0.00 20.4 4 7,0 T.0 8A 10.0 10.0 0.4. 4.01 _ ,0.01 30B 36.1 5 8.0 6 9.0 9.0 10A .0.6 0.6 -'0.01 41A .30 30 7 100, 10.0 10.0 '0.7 -0.01 47.0 Civirrech. Figure 2 Software Appendix F \ Notes Related to Borings QfH OL and OH Groups. These groups comprise organic silts and clays. The soils are characterized by the presence of organic odor and/or dark color. The OL and OH soils are differentiated by determining and comparing their liquid limit values before and after oven drying representative soil samples. _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 vegetative 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. GFP Hinkle Residence 246 Bimini Drive, Fort Pierce, Florida GFA Project No. 18-9005.00 1.0 INTRODUCTION Geotechnical Exploration Report October 15, 2018 Page 4 of 10 1.1 Scope of Services The objective of our geotechnical services was to collect suburfacesitec_ond for the thosubject may have summarize the test res_ ults;-and discuss- any --apparent geotechnical significance for building construction. The following scope of services are provided - within this report: 1. Prepare boring logs depicting the subsurface soil conditions encountered during our field exploration. , 2. Review the soil samples obtained during our field exploration for classification and additional testing if necessary. 3. Evaluate the existing soil conditions found during our exploration with respect to foundation support for the proposed structure. 4. Provide recommendations with respect to ACIP pile foundation support of the structure, including allowable capacities, bearing elevations, and foundation design parameters. 5. Provide site preparation procedures for the proposed construction. 1.2 Project Description Based on conversations with Mr. Don Hinkle, we understand the project consists of constructing a new 2-story residence. We have not received specific design details or structural loading information. 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. A topographic map of the property has not been provided. Based on the assumption that the proposed residence will. have a grade approximately equal to nearby residences, the site will require between 1 and 2 feet of fill. The recommendations provided herein are based upon the above considerations. if the stated conditions are incorrect or if project description is .revised, please inform GFA so that we may review our recommendations with respect to any modifications. 2.0 OBSERVATIONS 2.1 Site Description The project site was generally flat, and the grade was approximately even with the adjacent roadway. A finger canal of the Intracoastal Waterway (Indian River) bordered the north side of the property. Residential properties were located adjacent to the site. GFf Hinkle Residence 246 Bimini Drive, Fort Pierce, Florida GFA Project No. 18-9005.00 Geotechnical Exploration Report October 2018 Page 2 of 10 nic slit was in existing ground surface. As an exception, a lte r f looseand10 5afeet b low)the groundntered surfce. boring SPT-1 between a depth of appa Please refer to Appendix D - Record of Test Borings for a detailed account of the borings. Due to the _presence of compressible soils within the proposed building footprint, GFA recommends the proposed residerice be supported-by-a-deep_foundation system consisting of angered n cast -in -place th place (ACIP) piles. It is recommended that ground level floor slabs be designed- -- - - as structural slabs and also be pile supported. er red cast - Based le installed to a depth of 25 feet below that ez st existing grade can prtovide aemaximum allowableAax al P ximum tension of 10 kips. We note at the above referenced pie installation comprssive capacity of 35 kips and a n length is, based on installing the piles at the current s to grade. Piles will be longer or shorter according to the depth of fill added or elevation adjustments. We appreciate the opportunity to be of service to you on this project and look forward to a continued ssociaton. Please do not tae to contact us comments, or if wetmay further assist you asiyotur plans proceed. if you have any questions Respectfully Submitted, GFA International, Inc. Florida Certificate of Authorization No. 4930 JohnDigitally signed -;by John Kent Date: 2018.10.15 Kent , `✓ 15:34.19-0400' John Kent, P.E. Senior Project Engineer Florida Registration No. 63218 This item has been digitally signed and sealed by John Kent, P.E. on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Craig Van Collie, E.I. Project Manager J Distribution: Mr. Don Hinkle -Don Hinkle Construction, Inc. 1 pdf 6F) Hinkle Residence 246 Bimini Drive, Fort Pierce, Florida GFA Project No. 18-9005.00 Geotechnical Exploration Report October 15, 2018 Page 6 of 10 conditions. See Appendix F - Discussion of Soil Groups, for a detailed description of various soil groups. The subsurface soil conditions encountered in the borings' generally consisted of loose to dense fine sand (SP), fine sand with silt (SP-SM), fine sand with clay (SP-SC), silty fine sand (SM), and cemented -sand (GP) -to -the -boring- termination -depths -of_ approximately_40 feet below the existing ground surface. As an exception, a layer of loose organic silt (PT) was encountered in boring SPT-1 between a depth of approximately 9 and 10.5 feet below the ground surface. 2.5 Hydrogeological Conditions On the date of our field exploration, the groundwater table was encountered at depths of approximately 5.4 and 5.8 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) and Atlantic Ocean with tidal influences. Brief ponding of stormwater may occur across the site after heavy or extended rainfall events. No additional evaluation 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 3A General Our geotechnical engineering evaluation of the site and subsurface conditions at the property, with respect to the planned construction, and our recommendations for site preparation and foundation support, are based upon (1) our site observations, (2) the field data obtained, and (3) our understanding of the project information and structural conditions as presented in this report. If the stated conditions are incorrect, or if the project description is revised, please inform GFA so that we may review our recommendations with respect to any modifications. We note that the applicability of geotechnical recommendations is very dependent upon project characteristics, specifically (1) improvement locations, (2) grade alterations, (3) and actual applied structural loads. For that reason, GFA must be provided with and review the preliminary and final site and grading plans, and structural design loads to validate all recommendations provided in this report. Without performing this review, our recommendations should not be relied upon for final design or construction of any site improvements. 3.2 Foundation Recommendations The organic silt soils (PT) 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 controlled, compacted sandy soils was considered. However, due to the depth of these soils, the presence of the GFP Geotechnical Exploration Report Hinkle Residence October 15, 2018 246 Bimini Drive, Fort Pierce, Florida Page 8 of 10 GFA Project No. 18-9005.00 3.3 Pile Installation Pile design and installation should be in accordance with the applicable sections of the 2017 Florida Building Code, Sixth Edition and other applicable federal, state, and local requirements. In addition, piles should be installed in accordance with the following: 1. Pile Length - The proposed 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 Plante ion - 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 Ali ng ment - The vertical alignment of the piles 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 piles 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 over longitudinal reinforcing bars should not be less grouted pile shaft. The grout cover than 3 the lower inches. Reinn of orcinthe a and at 5 feet farthe top of the cage be placed at m spacing of 15 feet at porti should be 6 installation files located umwitel5 feet, aenterised meo-t lcenterrof each other.specified for the 7. Grout Factor - The minimum acceptable grout factor (i.e. actual grout volume divided by theoretical grout volume) should be 1.1. 3.4 General 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 performed within, and to a distance of five (5) feet beyond, the perimeter of the proposed construction. Foundations and any below grade remains of other structures that are within the footprint of the new Ion should also be removed. rly ng strulctures lines should be removed or properly abandoned sothat they will not affect new ov The stripped areas should be proof rolled and compacted until the upper 2 feet of soil achieve a density of at least 95 percent of the modified Proctor maximum dry density (ASTM D -1557). We recommend using a steel drum vibratory roller with sufficient static weight and vibratory impact energy to achieve the required compaction. Due to the presence of the existing structures adjacent to the property, GFA recommends that the roller operate in the static mode. 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. 'Hinkle Residence 246 Bimini Drive, Fort Pierce, Florida GFA Project No. 18-9005.00 Geotechnical Exploration Report October 15, 2018 Page 10 of 10 5.0 BASIS FOR RECOMMENDATIONS The analysis and recommendations submitted in this report are based on the data obtained from the borings performed at the locations indicated on the Test Location Plan in Appendix B. This report does not reflect any variations which may occur between the borings. While the borings are representative of the subsurface conditions at their locations -and 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 boring logs is approximate and the descriptions represent our interpretation of the subsurface conditions at the designated boring locations on the specific date drilled. Any third -party reliance of our geotechnical report or parts thereof is strictly prohibited without the expressed written consent of GFA International, Inc. The applicable SPT methodology (ASTM D 1586) used in performing our borings and for determining penetration resistance is specific to the sampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials. 6[