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Home My WebLink AboutWAREHOUSE ADDITION PAPERWORKl G GFA. INTERNATIONAL... FLORIDA'S LEADING. ENGINEERING .SOURCE ,Report of Geotechnical Exploration . . Proposed Attached Warehouse,Addition:. SCANNED. - 350 N Kock Road BY Fort Pierce, Florida-: St. Lucie County March 23,.2018 GFA Project No.: 18-4840.00 .iII For: RK Davis'Construction i APO I BEC'D l E •e= 6y eaq ... ' ..... .. . . .q. e pe°°'e e°e... e e. . °q qq.... . Op°°e qqo °° Source March 23, 2018 RK Davis Construction Attn: Mr. Richard Priest P.O. Box 186- Fort Pierce, Florida 34954 Subject: Report of PreliminaryGeotechnical Exploration Proposed Attached Warehouse Addition. 350 N Rock Road ' - Fort Pierce, Florida GFA Project No.-18-4840;00 Dear Mr. Priest: 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 (18-4840.00),. planned in conjunction with and authorized by you. EXECUTIVE SUMMARY The purpose of our subsurface exploration was to classify the nature of the subsurface soils and general geomorphic conditions and evaluate their impact upon .the proposed construction.. This report contains .the results of our subsurface exploration at the site and our engineering interpretations of these with respect to the project characteristics described to us, including providing recommendations for site preparation and the design of the foundation system. Based on a site plan prepared by-Velcon Engineering & Surveying, LLC, dated 1Om31-2017,(and ' reproduced in Appendix B - Test Location Plan), and conversations with the. client, 'me understand the project consists of constructing an attached addition to an existing industrial building. We have not been provided -with -any information regarding, structural loads. For the foundation recommendations presented in this report, we assumed the maximum column load will not exceed 35 kips and the maximum wall'loading .will. be 3 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 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. Six (6) standard penetration test(SPT) borings advanced to depths of approximately twenty (20) *feet below ground surface (BGS) were completed for this study. The subsurface.soil conditions encountered at the boring locations generally include loose to medium dense fine sand (SP) and fine sand containing little to some clay (SP-SC;. SC) to depths between approximately 8 and 13.5 feet. These soils were underlain by medium dense fine sand (SP) and fine sand containing N Commodity.Cove Port St. Lucie, Florida, 34986 • ..(772).924-8575 . • (772) 924-3580 (fax). • . www.teamgfa.con OFFICES THROUGHOUT FLORIDA Proposed Attached Waretro �a Addition Geotechnical Report 350 N Rock Road, Fort Pierce, Florida March 23, 2018 GFA Project No. 18-4840.00Page 2 of 10. little clay (SP-SC) to the: boring termination depths of.approximately 20 feet below the' existing ".ground. surface: Please refer to Appendix D - Record of Test Borings. for a- detailed account of . each boring. The subsurface soil conditions at the project site -are generally favorable for the'suppoCCCCq of the proposed structure on shallow foundations. An allowable bearing capacity of 2,5may be used fog foundation design. The:subgrade soils - should -be improved.(densified) with compaction from the stripped grade prior_ to' constructing the "foundation pads. The upper 2 feet below stripped grade should be compacted to'a minimum of 95 percent density prior to -placing fill to achieve final grade. Fill •(including" sterri wall backfilly 'should -be'-placed in, 12-inch lifts and compacted. to achieve a minimum 95 percent density. After completing the footing excavations, the .bearing subgrade to a depth of-2 feet should be compacted -to abhieve a. minimum.95 "percent density: -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 cgmments,:or'if we -may further assist you. as your plans proceed. ern r -Res a GFq,[nte at(s FIOL; a Certificate of AufhoriAtion No..4930 No. 83298 ArZ : Proposed Attached Wareh:;:...J Addition Geotechnical Report 350 N Rock Road, Fort Pierce, Florida March 23, 2018 GFA Project No. 18-4840.00 Page 3 of `10 TABLE OF CONTENTS 1.0 INTRODUCTION....:..:.:::.........:...::.....::.:..:.:..:........:.:.::..:.:..:::.:......:...,.:.:......:......:::....::.:::.:4 1.1 Scope.ofServices.............................................. :............. ::........ :.::.:..................... ...............4_ 1.2 .Project. Description ..... ,......................................... ,.......:::................................... ....... 4 . - 2.0 OBSERVATIONS ............................. ...:....:..................... :.......................... ....... ..................... 4 21 :Site Description......::..........:::.....:..:.:.:.:....::::...:..::...:::...::::..................... 4 —' 2.2_ Field Exploration-........:::....:::...................::...::::.::...::.......:...................................1.......:.:,5 2:3: Visual Classifoation.:.:...........:..::.......:..::...;:::,.[:....,.:...:.:..:...a:.......:..., - ....... ...... :5 2:4 Geomorphic Conditions..::....::..................:::::.....::............::::..................;..::.......;..............5 ." 2:5 Hydrogeological Conditions...-..:::.......::.:,.......:::...............................m....::. ..................6 3.0 ENGINEERING EVALUATION AND RECOMMENDATIONS .......:....................... 6 3.1 General ............ ..... .......... .............. ........... ........................ .............. :....... ........................... 6 3.2.Site Preparation::.:..:......:........::...::........:::.:.:.................................. ....... 6. 3.3 Design of Footings......................................................... :....................... :................................ 8 3A Settlement Estimates ........................................ :................... :................................. :........ 8 3.5 Ground. Floor Slabs .............:...... ..9 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 •Botings Appendix.D - Record of Test Borings. " Appendix E -.Discussion of Soil Groups Proposed Attached Warehosa Addition 350 N Rock Road, Fort Pierce, Florida GFA Project No. 18-4840.00 Geotechnical Report March 23, 2018 Page 4 of 10 1.0 INTRODUCTION 1.1 Scope of Services The objective of our geotechnical exploration was to collect subsurface data for the subject project, summarize the test results, and discuss any apparent site conditions that may have geotecFinical 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 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 of the proposed structure. . 4. Provide recommendations with respect to foundation support of the structure, including maximum allowable soil bearing capacity, bearing elevations, and settlement estimates. 5. Provide site preparation criteria for the proposed construction. 1.2 Project Description Based on a site plan prepared by Velcon Engineering & Surveying, LLC, dated 10-31-2017 (and reproduced in Appendix B - Test Location Plan), and conversations with the client, we understand the project consists of constructing an attached addition to an existing industrial building. We have not been provided with any information regarding structural loads. For the foundation recommendations presented in this report, we assumed the maximum column load will not exceed 35 kips and the 'maximumwall loading will be 3 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 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. 2.0 OBSERVATIONS 2.1 Site Description - The project site was generally flat and was being used as a storage area. The grade at the site was estimated to be approximately the same as the adjacent roadway at the time of drilling. Industrial structures were located immediately west and northof the site. GfP Proposed Attached Warehu"u.b Addition Geotechnical Report 350 N Rock Road, Fort Pierce, Florida March 23, 2018 GFA Project No. 18-4840.00 Page 5 of 10 2.2 Field Exploration Six (6) standard penetration test (SPT) borings advanced to depths of approximately twenty (20) feet below ground surface (BGS) were completed for this study. The locations of the borings performed are illustrated in Appendix B - Test Location Plan. The Standard Penetration Test (SPT) method was used as the investigative tool within the borings. The SPT tests were performed in substantial accordance with ASTM Procedure D 1586, "Penetration Test and Split -Barrel Sampling of Soils." The SPT test procedure consists of driving a 1.4-inch I.D. split -tube sampler into the soil profile using a 140-pound hammer falling 30 inches. The number of blows per foot, for the second and third 6-inch increment, provides an indication of soil strength. The soil samples recovered from the soil borings were visually classified and their stratification is illustrated on the boring logs in Appendix D. It should be noted that soil conditions may vary between the strata interfaces indicated on the logs. The soil boring data reflect information from a specific test location only. The boring depths were confined to the zone of soil likely to be influenced by the proposed construction and our knowledge of vicinity soils. 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 the existing residence and other landmarks. 2.3 Visual Classification Soil samples recovered from our field exploration were returned to our laboratory where they were visually classified by a geotechnical engineer in general accordance with ASTM D 2488, "Standard Practice for Description and Identification of Soils (Visual -Manual Procedure)." The samples were evaluated to obtain a better understanding of soil properties and site geomorphic conditions. After classifying the recovered soil samples, no laboratory testing was deemed necessary. Bag samples of the soils encountered during our field exploration will be held in our laboratory for 30 days and then discarded unless we are notified otherwise in writing. The recovered samples were not evaluated, 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 Hilolo loamy sand (16). 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 6% feet) below ground surface and is not indicative of deeper soil conditions Boring logs derived from our Feld 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 (N-values) logged during the drilling and sampling activities. The classifications and descriptions shown on the logs are generally based Proposed Attached Warehvuud Addition Geotechnical Report 350 N'Rock Road, Fort Pierce, Florida March 23, 2018 GFA Project No..18-4840.00 Page 6 of 10 upon visual characterizations of the recovered soil samples. The 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 detailed description -of various soil groups. The subsurface soil conditions encountered at the boring locations generally include loose to medium dense fine sand (SP) and fine sand.. containing little to some clay (SP-SC; SC) to - depths between approximately 8 and.13.6 feet. These soils were underlain by medium dense fine sand (SP) and fine sand containing little.clay (SP-SC) to the boring termination depths of approximately 20 feet below the existing ground surfacer Please refer. to Appendix'D - Record of Test Borings for a detailed account of each boring. 2.5 Hydrogeological Conditions Oh the date of our field exploration,: the groundwater table. was encountered at depths ranging from approximately 9.2 to 9.3 feet below the existing. ground surface. The groundwater table will fluctuate _seasonally depending upon local rainfall and other site specific and/or local influences; 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 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. 3.2 Site Preparation GFA recommends the following compaction requirements for this project: ➢ Proof Roll.........................:..,....:.............................,95 percent of modified Proctor ➢ Building Pad Fill.....................................................95 percent of modified. Proctor -_ ➢ Footings' .................................:...............................95 percent of modified Proctor The compaction percentages presented above are based upon the maximum dry density as determined by the modified Proctor test (ASTM .D 1557). All. density tests should be. performed to a depth of 2 feet below stripped surface and below bottom of footings. Density testing should be performed using either the nuclear method (ASTM b 2922) or the GfP Proposed Attached Wareh6.�,d Addition Geotechnical Report 350 N Rock Road, Fort Pierce, Florida March 23, 2018 GFA Project No. 18-4840.00 Page 7 of 10 sand cone method (ASTM D 1556). Nand Cone Penetrometer (HCP) tests can also be performed to evaluate compaction. Our recommendations for preparation of the site for use of shallow foundation systems are presented below. This approach to improving and maintaining. the site soils has been found to be successful on projects with similar soil conditions. 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 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.. Similarly, utility lines within the limits of the proposed construction should also be removed or properly abandoned so as to not affect overlying structures. 2. Following site stripping and prior the placement of any fill, areas of surficial sand (not exposed limestone) should be compacted (proof rolled) and tested. We recommend using a steel drum vibratory roller with sufficient static weight and vibratory impact energy to achieve the required compaction. Density tests should be performed on the proof rolled surface at a frequency of not less than one test per 2,500 square feet, or a minimum of three (3) tests, whichever is greater. Areas of exposed intact limestone should be visually confirmed by the project geotechnical engineer prior to fill placement, in lieu of proof rolling. 3. Fill material may then be placed in the, building pads, as required. 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 percent should not be used. Fill should be placed in lifts having a maximum thickness of 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 area, or a minimum of three (3) tests per lift, whichever is greater. 4. For any foundations bearing on a limestone formation, the bottom of all footing excavations should be observed by the engineer/geologist or his/her representative to determine the condition of the limestone. The limestone should be probed for voids and loose pockets of sand. Such areas should be cleaned to depth of 3 times the greatest horizontal dimension and backfilled with lean concrete. 5. For foundations placed on structural fill or compacted native granular soils, the footing bearing subgrade should be tested for compaction and observed by the engineer/geologist or his/her representative to determine if the soil is free of organic and/or deleterious material. Density tests should be performed at a frequency of not less than one (1) density test per each isolated column footing and one (1) test per each seventy-five (75) lineal feet of wall footing. If compaction cannot be attained due to persistent wetness, the presence of the water table at or near the excavation bottom, or silty/clayey soil "'pumping" during compaction, GFA recommends undercutting below bottom of footing followed by replacement with FDOT No. 57 stone orrock/sand fill. The backfill should be compacted and 1 Proposed Attached WarehLo&a Addition Geotechnical Report 350 N Rock Road, Fort Pierce, Florida March 23, 2018 GFA Project No. 18-4840.00 Page 8 of 10 tamped into the excavation and tested by a GFA representative by performing in -place density tests or using a hand cone penetrometer or probe rod. 6. The contractor should consider the final grading contours contained in the project plans when executing backfilling and compaction operations. 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 can monitor the vibration disturbance of adjacent structures. A proposal for vibration monitoring during compaction operations will be provided upon request. 3.3 Design of Footings 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. Based on the results of the soil borings performed at the site, structure foundations may be designed using a maximum allowable soil bearing pressure of 2,500 psf. Shallow foundations should be embedded a minimum of 12 inches below final grade. This embedment shall be measured from the lowest adjacent grade. Isolated column footings should be at least 24 inches in width and continuous strip footings should have a width of at least 16 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 bearing upon a properly constructed shallow foundation system. All footings and columns should be structurally separated from the floor slabs, as they will be loaded differently and at different times, unless a monolithic mat foundation is designed. 3.4 Settlement Estimates Post construction settlements of the structure will be influenced by several interrelated factors, including (1) subsurface soil stratification and the strength/compressibility characteristics, (2) footing size, bearing level, applied loads, and resulting bearing pressure beneath the footings, and (3) the site preparation and earthwork construction techniques used by the contractor. Our settlement estimates for the proposed construction are based on the use of the site preparation and earthwork construction methods as recommended in this report. Any deviation from these recommendations could result in an increase in the estimated post -construction settlements of the proposed construction. We expect the majority of settlement to occur in an elastic manner and fairly rapidly during construction. Using the recommended maximum bearing pressure, the assumed maximum structural loads, and the field test data that we have correlated geotechnical strength and compressibility characteristics of the subsurface soils, we estimate that total settlements of the structure could be on the order of one (1) inch or less. Proposed Attached Warehuuaa Addition 350 N Rock Road, Fort Pierce, Florida GFA Project No. 18-4840.00 Geotechnical Report March 23, 2018 Page 9 of 10 Differential settlements result from differences in applied bearing pressures and variations in the compressibility characteristics of the subsurface soils. Because of the general uniformity of the subsurface conditions and the recommended site preparation and earthwork construction methods presented in this report, we anticipate that differential settlements of the structure should be within tolerable magnitudes (0.5 inch or less) 3.4 Ground Floor Slabs 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 (pci) may be used. Ground floor slabs should be structurally separated from all walls and columns to allow for differential vertical movement, unless a monolithic foundation is used. Excessive moisture vapor transmission through foundation slabs can result in damage to floor coverings as well as cause other deleterious affects. An appropriate moisture vapor barrier should be placed beneath the slabs to reduce moisture vapor from entering the buildings through the slabs. The barrier should be installed in general accordance with applicable ASTM procedures including sealing around pipe penetrations and at the foundation edges. 4.0 REPORT LIMITATIONS This consulting report has been prepared for the exclusive use of the current owner(s) and other members of the design team for the Proposed Attached Warehouse Addition located at 350 N Rock Road, Fort 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 location 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. GFA should be provided the opportunity to review the final foundation plans and specifications to determine if GFA's recommendations have been properly interpreted, communicated, and implemented. If GFA is not afforded the opportunity to participate in construction related aspects of foundation installation as recommended in this report or any report addendum, GFA will accept no responsibility for the interpretation of our recommendations made in this report or on a report addendum for foundation performance. 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 Test Location Plan in Appendix B. This report does not reflect any variations which may occur between borings: While the borings Proposed Attached Warehuusir Addition Geotechnical Report 350 N Rock, Road, Fort Pierce, Florida March 23, 2018 GFA Project No. 18-4840.00 Page 10 of 10 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 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 thesampling tools utilized and does not reflect the ease or difficulty to advance other tools or materials. GfP Appendix A - Vicinity Map GFH I 700 ft Appendix B - Test Location Plan GFP .6 'SOT-4 O_ Approximate Standard Penetration Test (SPT) Boring Locations T a ljef plop f.��i REL�E;rySyp �l ��I i.� " �2 Appendix C - Notes Related to Borings 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 adiscussion. 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 followingboring 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 (SM and means 1 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 m follows: SPT CPT SANDS/GRAVELS - SPT CPT . SILTS/CLAYS BLOWS/FOOT KG/CM RELATIVE DENSITY BLOWS/FOOT 'KG/CM2 CONSISTENCY. 0-4 0-16 Very loose 0-1 0-3 Very soft 5-10 17-40 - Loose 2.4 4-6 - Soft 11-30 41-120 Medium Dense - - - 5-8 _ 7-12 - Firm 31-50 121-200 Dense 9-15 13-25 Stiff 50+ over 200 Very .Dense 16-30 25-50 Verystiff >30 >50 Hard 10. Grain size descriptions areas follows: NAME SIZE LIMITS Boulder 12 Inches or more Cobbles 3 to 12Inches Coarse Gravel Y 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 I 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 %d' Small roots 12%to 30% Some W, to 1" Medium roots 30% 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 GfP Appendix D - Record of Test Borings Gf� GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST_Luc[E, FLoRmA 34986 STANDARD PENETRATION TEST BORING Client: RKDavis Construction Project: 350 N Rock Rd Fort Pierce, FL _ Elevation: Existing Grade Water Level: 9.3 feet after 0 hours Drilling Fluid commenced at depth of 10 feet Project No.:18-4840.00 Lab No.: Page: 1 of 1 Date: 3/13/2018 Drill Rig: CN E45 Field Party: NM/TM TEST LOCATION: SPT - 1 N27.451880° W80.405649° Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6fi. Value No. From/to No. 200 Content Content 0 19 0-2 SP-SC Brown fine sand, little silt and clay, little rock 1 .._26.... 35 _......... 61 1 -- 18.... 2 .. 18 ......... 2-5 SC Gray fine sand, some clay, trace cemented sand 3 .._15............... -- 13 28 2 12........_...... 4 .... 11 5 ....10._. _.... _... 5-8 SC Brown fine sand, some silt and clay --- 9 19 3 6 ..... I._. -------- 6 6 7 .._..................... 7 13 4 -- 7 8 _ ......................... 5 8 - 13%, SP Gray fine sand, trace clay, trace shell Y Y 8 9 .-..._.... 11 ... _.._. 19 5 10 _12.... _......... I1......................... 12 .._............._.__. 13 .......... _. ....... ... 4 13%x - 18%2 SP Gray fine sand, trace clay, trace'shell 14 5 15 .... 5........1.0 ... 6 16 ............. ........ 17 .......... ........ _. 18 .._......... _......... 3 18% - 20 SP Gray fine sand, trace clay, some shell 6 10 7 Boring Terminated at 20 feet 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-1 Client: RKDavis Construction Project: 350 N Rock Rd Fort Pierce, FL Elevation: Existing Grade Water Level: Not Recorded Drilling Fluid commenced at depth of 0 feet Project No.:18-4840.00 Lab No.: Page: 1 of 1 Date: 3/13/2018 Drill Rig: CNIE45 Field Party: MM/TM TEST LOCATION: SPT - 2 N27.451889° W80.408227° Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No.200 Content Content 50/5" 0-2 No Recovery 50/5" 1 2 -- ._......... 5 ......... 2-6 SC Gray fine sand, some silt and clay 3 .....8............._. 8 2 6 5 --- 8 8 16 3 6 6-8 SP-SC Gray fine sand, little silt and clay 4 4 5 9 4 8 ..... ..... 4 .......... . 8 - 13% SC Gray fine sand, some silt and clay g --- .._4 . ._....i0.. 5 10 ...-8........_..._. II ......................... 12 ........................ 13... ....... ...... _. 13%2 - 18%2 SP Gray fine sand, trace clay, some shell 14 .4 3..... --- 15 ..... 4..... ...... .... 6 16 ............ ...... ... 17 .._......... -......... .............. 5 18%2 - 20 SP-SC Gray fine sand, little clay Boring Terminated at 20 feet GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PoRT ST. LOcm, FLORmA 34986 PHONE: (772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING Client: RKDavis Construction Project: 350 N Rock Rd Fort Pierce, FL Elevation: Existing Grade Water Level: Drilling Fluid commenced at depth of 0.5 feet Project No.:18-4840.00 Lab No.: Page: 1 of 1 Date: 3/13/2018 Drill Rig: CME45 Field Party: MM/TM TEST LOCATION: SIT - 3 N27.451989° W80.405374° Laboratory Tests Depth Blows/ N Sample Layer. U$C$ Description Passing Moisture Organic (feet) 6 in. Value No. From/to No. 200 Content Content -- 0-1 SP Gray fine sand, some rock 1 ....15................ 1-4 SC Gray fine sand, some clay 12 27 1 2 ....10............._. --- 10 3 ...-4................. 4 8 2 - 4 -- ......................... 4 4-6 SP Gray fine sand, trace clay 5 4 ..... ........ .......... -- 4 8 3 6..-.5 ...... ........ ... 6-8 SC Light gray fine sand, some clay -- 3 7 ....1................. -- 6 10 4 8 -- .....Z................. 4 8 - 13Y, SP-SC Gray fine sand, little silt and clay 7 9 -- .....................-. 7 14 5 10 ..._6..... ........._. t1 ......................... 12 ......................... 13 ..- .................... 13%2 - 20 SP Gray fine sand, trace clay 14 .4 5..... 5 10 6 16 ........................ 17 .......... -............ 18 ............. .... -...... -- 19 .....8................. 9 7 16 7 Boring Terminated at 20 feet GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LUCIE, FLORIDA 34986 STANDARD PENETRATION TEST BORING (ASTM D-1586) Client: RK Davis Construction Project NO.:18-4840.00 Lab No.: Project: 350 N Rock Rd Page: 1 of 1 Fort Pierce, FL Date: 3/13/2018 Elevation: Existing Grade Drill Rig: CNM45 Water Level: Not Encountered within 10 feet Drilling Fluid commenced at depth of 10 feet Field Party: MM/TM TEST LOCATION: SPT - 4 N27.4519790 W80.4050840 Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No.200 Content Content u 15 0 - 2" SP Gray fine sand, some rock 10 2" - 2 SC Brown fine sand, some silt and clay I 10 20 1 2 -- .....8 ................ 7 2 - 13Y2 SP-SC Gray fine sand, little silt and clay 3 .....7................. 8 IS 2 12._. 4 .... -......... -- 7 5 -.1.... .. -- 7 14 3 6 .....8 .-. -......... -- 9 7 .....8................ -- 8 16 4 8 .....8................. 5 6 q -_- ...._fi__.._12.. 5 7 10 .._ .............. 11 ............. .... ...... 12 ........................ 13 ......................... 3 13%2 - 18%2 SP Gray fine sand, trace clay, little shell 3 --- 15 ..... I........_7 -. 6 16 ............. ..... ...... 17 ........................ 18 ....... - .... ..... ...... 10 18%2 - 20 SP Gray fine sand, trace clay, some shell 19 .._ll.._ ....._ 12 23 7 Boring Terminated at 20 feet GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LucIE, FLoRmA 34986 PHONE: (772) 924-3575 - FAx: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1 Client: RK Davis Construction Project No.:18-4840.00 Project: 350 N Rock Rd Fort Pierce, FL Elevation: Existing Grade Water Level: 9.2 feet after 0 hours Lab No.: Page: 1 of 1 Date: 3/13/2018 Drill Rig: CME45 Drilling Fluid commenced at depth of 10 feet Field Party: NEW/TM TEST LOCATION: SIT - 5 N27.452063° W80.405090° Laboratory Tests Depth Blows/ N Sample Layer: USCS Description Passing Moisture Organic (feet) 61n. Value No. From/to No. 200 Content Content 7 0-2 SP Gray fine sand, some rock 4 -- 4 8 1 4 2 ...... ................ 5 2-4 SC Gray fine sand, some silt and clay .._7.... _......_. 9 16 2 4 ..-•Z--. 5 _.......... 4 - 13'/z SP-SC gray fine sand little silt and clay Light a Y 5 .....4 .... ....... -. 3 7 3 6 .._6..... _.......... 7 --- 7 .....L... _......... 8 15 4 8 ..._9........_...... 5 6 9 ••-6 •-• _-a— 5 10 ..._�........_.__. 11 .......... _. ....... ... 12 ....... _.... _....__. 13 ......... _............ 13Y2 - 18Y2 SP Gray fine sand, trace clay, some shell 14 .3 3 --- 15 ..... a.... _. 6._. 6 16......... .... ........... 17 ......................... 18 ........................ 3 18%z - 20 SP gray fine sand, trace clay, some shell 19 .....3... ............ JDark --- 4 7 7 Boring Terminated at 20 feet GFA INTERNATIONAL 521 N.W. ENTERPRISE DRIVE, PORT ST. LOcIE, FLORmA 34986 PHONE: (772) 924-3575 - FAX: (772) 924-3580 STANDARD PENETRATION TEST BORING (ASTM D-1 Client: RK Davis Construction Project: 350 N Rock Rd Fort Pierce, FL Elevation: Existing Grade Water Level: Not Recorded Drilling Fluid commenced at depth of 10 feet Project No.:18-4840.00 Lab No.: Page: 1 of 1 Date: 3/13/2018 Drill Rig: CME45 Field Party: MM/TM TEST LOCATION: SPT - 6 N27.452031° W80.405214° Laboratory Tests Depth Blows/ N I Sample Layer: USCS Description Passing Moisture Organic (feet) 6 in. Value No. From/to No. 200 Content Content 0 - - 20 0-2 SC Brown fine sand, some silt and clay 1 ...16............... 12 28 1 11 10 2-4 SC Gray fine sand, some silt and clay 3 ..._9................. -- - 9 18 2 4 ...._8................. 6 4-9 SP-SC Gray fine sand, little silt and clay 5 6 ........................ -- 6 12 3 6 ...._8................ 7 _ -- 7 .....8..... .... ........ 8 16 4 ................ 6 8 9 --- 9 17 5 9 - 13YS SP Light gray fine sand, trace clay, trace shell 10 ................ 11 ......................... 12 .._..................... 13............. ........ ... 13%2 - 18%2 SP Gray fine sand, trace clay, some shell l4 •3 3..... is................... 3 6 .. 6 16 ........ .... ........ ... 17 ............. ...... _... 18%2 - 20 SP gray fine sand, trace shell L19i.6.........3 .... JDark 12 22 7 Boring Terminated at 20 feet 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 SIP 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_andSM 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 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,r 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. 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. GFP