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Item 6A - Resolution 16-02AGENDAlTEM: SUBMITTED BY: DATE: STRATEGIC PLAN LINK: CITY OF ATLANTIC BEACH CITY COMMISSION MEETING STAFF REPORT Resolution 16-02 (Aquatic Drive Brownfield Designation) Jeremy Hubsch, Building and Zoning Directo0 March 30,2016 None AGENDA ITEM #6A APRIL 25, 201(1 BACKGROUND: TriBridgc Residential has the property northwest of the Atlantic Boulevard and Aquatic Drive intersection und er contract. TriBridge intends to develop the propet1y with townhomes in the future. Prior to developing U1e site, TriBridge plans to conduct an environmental c leanup of the property, which was once used as a dumping ground. The geoteclmical repott conducted by Ell is and Associates on October 26, 2015 (Exhibit I) states that their boring exploration found trash at depths between 2-1 0 feet below the surface. TriBridge intends to designate the site as a "Brownfield s Site" under the F lorida Brownfields Act. This designation will make the site e li gible for federal and state tax credits and offset some of the cos ts of environmental remediation. In order for the site to be designated as a "Brownfield s Site", th e City must ·first pass a Resolution designating it as such. It is important to note that, the City wi ll not be liable for any environmental remediation or incentives as a result of designated the prope1ty as a "Brownficld s Site". The Resolution specifically states, "This designation shall not, h owever, render the City of Atlantic Beach liable for: the cost of site rehabilitation or source removal; or for a n y other costs associated with the environmental remediation of the Property." BUDGET: None. RECOMMENDATION: Approve Resolution 16-02 ATTACHMENTS: Resolution 16-02 Geotechnical Report REVIEWED BY CITY MANAGER: -pt. !/a-7'<R.A.t RESOLUTION NO. 16-02 A RESOLUTION OF THE CITY OF ATLANTIC BEACH, FLORIDA, DESIGNATING THE PROPERTY LOCATED IMMEDIATELY NORTHWEST OF THE INTERSECTION OF AQUATIC DRIVE AND ATLANTIC BOULEVARD ON BEHALF OF TBR AQUATIC OWNER, LLC, AS A BROWNFIELD SITE. AGENDA ITEM #6A APRIL 25, 2016 WHEREAS, TBR Aquatic Owner, LLC (the "Owner") is under contract to purchase the property located immediately nmihwest of the intersection of Aquatic Drive and Atlantic Boulevard, Atlantic Beach, Florida 32233, RE# 177603-0000, in Commission District 1312, the legal description and a depiction of which are attached hereto as Exhibit 1, both of which are incorporated herein by this reference (the "Property"); and WHEREAS, the Owner, or its successor or assigns in the ownership of the Prope1iy, proposes to address the environmental impacts created by historic, unpe1mitted landfill activities, to rehabilitate the Prope1iy and to develop the Prope1iy for multi-family residential use; and WHEREAS, the Owner has requested that the City of Atlantic Beach designate the Prope1iy as Brownfield Site as authorized under the Florida Brownfields Redevelopment Act, Sections 376.77-376.85, Florida Statutes; and WHEREAS, the proposed rehabilitation and redevelopment of the Prope1iy will result in increased economic productivity in the area and is consistent with the local comprehensive plan; and WHEREAS, the City of Atlantic Beach has complied with the procedures and has given proper notice as required by Section 376.80, Florida Statutes; NOW THEREFORE, BE IT RESOLVED, that the Mayor and Commission of the City of Atlantic Beach: SECTION 1. Findings. The Commission, acting as the goveming body of Atlantic Beach, finds the preamble hereof to be true and conect. SECTION 2. Designation. For the purposes of the Florida Brownfields Redevelopment Act, 376.77-376.85, Florida Statutes, the Prope1iy is hereby designated a Brownfield Site and shall be refened to as the Aquatic Drive Brownfield Site. This designation shall not, however, render the City of Atlantic Beach liable for: the cost of site rehabilitation or source removal, as those terms are defined in Sections 376.79(17) and (18), Florida Statutes; or for any other costs associated with the environmental remediation of the Prope1iy. SECTION 3. Notification and rehabilitation agreement. The Owner will negotiate a Brownfield Site Rehabilitation Agreement with the Florida Depmiment of Environmental Protection ("FDEP") addressing the rehabilitation of the Property and notify the City Manager when such an agreement has been reached. 00637705-2 AGENDA ITEM #6A APRIL 25, 2016 SECTION 4. Sunset. This resolution shall stand repealed without further action of the Commission nine (9) months from the effective date hereof unless a Brownfield Site Rehabilitation Agreement pertaining to the Property has been signed with the FDEP by a person responsible for brownfield site rehabilitation. SECTION 5. No Exemptions. This Brownfield Site designation does not exempt the Property from any local, state or federal permitting or code requirements. SECTION 6. Effective date and recording. This Resolution shall take effect immediately upon its final passage and adoption and shall be recorded in a book kept and maintained by the Clerk of the City of Atlantic Beach, Duval County, Florida. PASSED with a quorum present and voting, by the City Commission of the City of Atlantic Beach, Florida, in regular session, on first reading this __ day of , 2016. PASSED AND DULY ADOPTED with a quorum present and voting, by the City Commission of the City of Atlantic Beach, Florida, in regular session, this __ day of _____ _ 2016. ATTEST: Donna L. Bartle, City Clerk 00637705-2 JAX\2027169 _1 CITY COMMISSION OF THE CITY OF ATLANTIC BEACH, FLORIDA Mitchell E. Reeves, Mayor Approved as to form and correctness: Brenna M. Durden, City Attorney ~ Ellis&AssociatesiK Geotechnical 11111 Materials Testing 11111 Environmental 11111 CEI Integrated Engineering Services since 1970 REPORT OF GEOTECHNICAL EXPLORATION ATLANTIC BEACH PROPERTY DUVAL COUNTY, FLORIDA E&A PROJECT NO. 3719-0019 Prepared for: Tribridge Residential Construction, LLC 1575 Northside Drive Building 100, Suite 200 Atlanta, Georgia 30318 Prepared by: Ellis & Associates, Inc. 7064 Davis Creek Road Jacksonville, Florida 32256 October 26,2015 AGENDA ITEM #6A APRIL 25,2016 ~ Ellis&Associates.nc. Geotechnical • Materials Testing • Environmental • CE I Integrated Engine ering Services s ince 1970 October 26,2015 Tribridge Re si dential Construction, LLC 1575 Northside Drive Bu il d ing I 00, Suite 200 A tl anta, Georgia 30318 Atte ntion: Wi ll iam Norri s Referenc e : Report of Geotechnical Exploration Atlantic Beach Property .Duva l Co unty, Florida E&A Project No. 3719-0019 Dear Mr. Nonis: AGE NDA I T€M #16A APRJL 15,2016 Bllis & Associates, Inc. ha s comp leted the req ues ted geotechn ica l exploration in general accordance with ou r proposal dated October 12,2015. The exploration was petformed to eva luate the genera l s ubsurface conditions within the proposed building and parking/drive areas and to prov ide recommendation s for s ite preparatio n, foundation support and pavement design . We appreciate the opportunity to be your geotechn ical consulta nt on thi s phase of the project and loo k forward to providi ng the materia ls tes ti ng and observation that wi ll be required during the cons truction pha se. I f you have any questio ns, or if we may be of any further service, please contact us. Very truly yours, ELLIS & ASSOC I ATES, INC . Rober1 W. Clork, P.E. Sr. Gootoc:hnlcel EniJn"r Roahtorod, Aorldo No.5Z210 Olglton, >lontd l)yRobtll W (lor~ ON · (•US.o-kttnTt~U A(f\, ltu ilntSJ AtPfts.MI~IWP.o~(II.IS AND ASSOC:lAlES. cn-,Hohwrl W CIJ,k, 0.9 1101 IU00300.1001.1•AOI09600 000014DOOS084~0000U~U U1tf £015 .1 0.2614:14:1SI +04'00' Robert W. Clark, P.B . Senior Project Engineer Regis tered , Plorida No. 52210 Joey Brou ssard, P.E. .Director of Geotcclmical Serv ices Regi stered, Florida No . 58233 Distribution: Mr. Wi ll iam Norris-Tribridge Res identiAl 1 pdf 7064 Davis Cr eek Road, Jacksonville, FL 32256 • Phone: (904) 880..0960 & (800) 273-0960 I Fax: (904) 880-0970 Offices: Jacksonvil le, FL , Daytona, FL, and Brun swick, GA www.elllsassoc.com @!n Ellis&Associateslnc. TABLE OF CONTENTS AGENDA ITEM #tiA APRIL 25, 2016 Atlantic Beach Property Subject Page No. 1.0 PROJECT INFORMATION .................................................................................................. 1 1.1 Site Location and Project Description .................................................................................... ! 2.0 FIELD EXPLORATION ......................................................................................................... 1 2. 1 SPT and Auger Borings ......................................................................................................... 1 3.0 VISUAL CLASSIFICATION ................................................................................................. 1 4.0 GENERAL SUBSURFACE CONDITIONS .......................................................................... 2 4.1 General Soil Profile ................................................................................................................ 2 4.2 Groundwater Level ................................................................................................................ 2 4.3 Normal Seasonal High Groundwater Level ........................................................................... 2 5.0 DESIGN RECOMMENDATIONS ......................................................................................... 2 5.1 Genera1. .................................................................................................................................. 2 5.2 Foundation Design Recommendations ................................................................................... 3 5.3 Pavement Considerations ....................................................................................................... 4 6.0 SITE PREPARATION AND EARTHWORKRECOMMENDATIONS ........................... S 6.1 Clearing and Stripping ........................................................................................................... 5 6.2 Temporary Groundwater Control ........................................................................................... 5 6.3 Compaction ............................................................................................................................ 6 6.4 Structural Backfill and Fill Soils ............................................................................................ 6 6.5 Foundation Areas ................................................................................................................... 6 6.6 Pavement Areas ..................................................................................................................... 7 7.0 QUALITY CONTROL TESTING ......................................................................................... ? 8.0 REPORT LIMITATIONS ....................................................................................................... 7 FIGURES Figure 1 Figure 2 Figure 3 & 4 APPENDICES Site Location Plan Field Exploration Plan Generalized Subsurface Profiles Appendix A Soil Boring Logs Field Exploration Procedures Key to Soil Classification 3719-0019 October 26, 2015 AGENDA ITEM# 6A APRIL 25,2016 ~ EllisaAssociateSinc. Atlantic Beach Property 1.0 PROJECT INFORMATION 1.1 Site Location and Project Description The project site is located at the northwest comer of the intersection of Atlantic Boulevard and Aquatic Drive in Atlantic Beach, Florida. The general site location is shown on Figure 1. At the time of our exploration, the site was undeveloped, with surface cover consisting of sparse to thick trees. The site was relatively level with a slight slope upward from Aquatic Drive. Surface water was not observed near planned structural areas at the time of our exploration. You provided project information via several discussions and emails. We were provided with a conceptual site plan for the potential construction. This plan indicated the boundary limits for the property, the existing roadways adjacent to the site and the layout of the proposed construction. We understand that the property will be developed for multi-family residential with two to three-story townhomes and associated paved parking and drive areas. We expect that the proposed buildings will be of block or wood frame construction with slab-on-grade floors. We were not provided detailed structural loading and grading information. For the purposes of this report, we expect maximum column, wall, and floor loads of 50 kips, 3 kips per linear foot (klf) and 100 pounds per square foot (psf), respectively. We also expect that less than 2 feet of fill (and only nominal cuts) will be required to achieve final grades in structural areas. If actual building loads or fill/cut heights vary from these conditions, then the recommendations in this report may need to be re-evaluated. We should be contacted if any of the above project information is incorrect so that we may reevaluate our recommendations. 2.0 FIELD EXPLORATION We performed a field exploration on October 23, 2015. The approximate boring locations are indicated on the attached Field Exploration Plan (Figure 2). Our personnel determined the boring locations using paced measurements from existing roadways and site features. The boring locations on the referenced Field Exploration Plan should be considered accurate only to the degree implied by the method of measurement used. 2.1 SPT and Auger Borings We located and performed six Standard Penetration Test (SPT) borings, drilled to a depth of approximately 20 feet below the existing ground surface, in general accordance with the methodology outlined in ASTM D 1586 to explore the subsurface conditions within the area of the proposed structure. Split-spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the samples were transported to our laboratory for further evaluation. We located and performed five auger borings, drilled to a depth of approximately 6 feet below the existing ground surface in general accordance with the methodology outlined in ASTM D 1452 to explore the subsurface conditions within the proposed pavement areas. Representative soil samples also were recovered from the auger borings and returned to our laboratory for further evaluation. A summary of the field procedures is included in Appendix A. 3.0 VISUAL CLASSIFICATION A geotechnical engineer classified representative soil samples obtained during our field exploration using the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. A Key to the Soil Classification System is included in Appendix A. 3719-0019 October 26, 2015 AGENDA ITEM #6A APRIL 25, 2016 @!ll Ellis& Associates inc. Atlantic Beach Property 4.0 GENERAL SUBSURFACE CONDITIONS 4.1 General Soil Profile A graphical presentation of the generalized subsurface conditions is presented on Figures 3 and 4. Detailed boring records are included in Appendix A. It should be understood that the soil conditions will vary between the boring locations. The following table summarizes the soil conditions encountered. GENERAL SOIL PROFILE: BUILDING AREA TYPICAL DEPTH (ft) FROM TO SOIL DESCRIPTION uscsu> 0.0 0.5 Topsoil ---- 0.5 2 Very Loose fine Sand SP 2 6-10 Very Loose to Medium Dense fine Sand and silty fine Sand SP,SM with trash (plastic, paper, glass and wood) 6-10 12 Very Loose to Medium Dense fine Sand, silty or clayey fine SP, SM, SC, CH Sand and VerySoft sanely Clay_ 12 20 Loose to Medium Dense fine Sand SP ( 1) Unified Soil Classification System 4.2 Groundwater Level Groundwater was encountered at each boring location and recorded at the time of drilling at depths varying from 2 to 4 feet below the existing ground surface. We note that groundwater levels will fluctuate due to seasonal climatic variations, surface water runoff patterns, construction operations, and other interrelated factors. The groundwater depth at each boring location is noted on the Generalized Subsurface Profiles and on the Log of Boring records. 4.3 Normal Seasonal High Groundwater Level The normal seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Based on our interpretation of the site conditions, including the boring logs and Duval County Soil Survey, we estimate the normal seasonal high groundwater level at the site at the pond area to be approximately 2 to 3 feet above the groundwater levels measured at the time of our field exploration. It is possible that groundwater levels may exceed the estimated normal seasonal high groundwater level as a result of significant or prolonged rains. 5.0 DESIGN RECOMMENDATIONS 5.1 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 on (1) our site observations, (2) the field data obtained, (3) our understanding of the 3719-0019 2 October 26, 2015 @!ll Ellis& AssociateS inc. AGENDA ITEM #6A APRIL 25, 2016 Atlantic Beach Property project information and structural conditions as presented in this report, and (4) our experience with similar soil and loading conditions. If the stated structural or grading conditions are incorrect, or should the location of the structure or pavement areas be changed, please contact us so that we can review our recommendations. Also, the discovery of any site or subsurface conditions during construction that deviate from the data obtained during this geotechnical exploration should also be reported to us for our evaluation. The recommendations in the subsequent sections of this report present design and construction techniques that are appropriate for the planned construction. We recommend that E&A be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. 5.2 Foundation Design Recommendations As stated previously, sands with buried trash consisting of plastic, paper, glass and wood were encountered in most of the borings. These unsuitable materials should be removed from the structural and pavement areas of the site. Removal of these materials and general site work recommendations are provided in Section 6 of this report. Provided the site preparation and earthwork construction recommendations outlined in in this section are performed, the following parameters may be used for foundation design. 5.2.1 Bearing Pressure The maximum allowable net soil bearing pressure for use in shallow foundation design should not exceed 2,500 psf. Net bearing pressure is defined as the soil bearing pressure at the foundation bearing level in excess of the natural overburden pressure at that level. The foundations should be designed based on the maximum load that could be imposed by all loading conditions. 5.2.2 Foundation Size The minimum widths recommended for any isolated column footing and continuous wall footing are 24 inches and 18 inches, respectively. Even though the maximum allowable soil bearing pressure may not be achieved, these width recommendations should control the size of the foundations. 5.2.3 Bearing Depth The exterior foundations should bear at a depth of at least 12 inches below the exterior final grades, and the interior foundations should bear at a depth of at least 12 inches below the finish floor elevation. These embedment depths are to provide confinement to the bearing level soils. It is also recommended that storm water be diverted away from the building exterior to reduce the possibility of erosion beneath the exterior footings. 5.2.4 Bearing Material The foundations may bear in either the compacted suitable natural soils or compacted structural fill. The bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D 1557), to a depth of at least one foot below foundation bearing levels. 5.2.5 Settlement Estimates Post -construction settlements of the structure will be influenced by several interrelated factors, such as ( 1) subsurface stratification and strength/compressibility characteristics; (2) footing size, bearing level, applied loads, and resulting bearing pressures beneath the foundations; and (3) site preparation and 3719-0019 3 October 26, 2015 AGENDA ITEM #6A APRIL 25, 2016 @!lJ Ellis&AssociateSinc. Atlantic Beach Property earthwork construction techniques used by the contractor. Our settlement estimates for the structure are based on the use of site preparation/earthwork construction techniques as recommended in Section 6.0 of this report. Any deviation from these recommendations could result in an increase in the estimated post-construction settlements of the structure. Using the recommended maximum bearing pressure, the supplied/assumed maximum structural loads, and the field test data that we have correlated to geotechnical strength and compressibility characteristics of the subsurface soils, we estimate that total settlements of the structure could be on the order of one inch or less. Differential settlements result from variations in applied bearing pressures and compressibility characteristics of the subsurface soils. Because of the general uniformity of the soils encountered in our borings and the recommended site preparation and earthwork construction techniques outlined in Section 6.0, we anticipate that differential settlements of the structure should be within tolerable magnitudes. 5.3 Pavement Considerations Based on the results of our exploration, we consider the subsurface conditions at the site favorable for support of a flexible pavement section when constructed on properly prepared subgrade soils as outlined in Section 6.0 of this report. Typical pavement sections used in northeast Florida are shown on the following table. If requested, we can prepare a project-specific pavement design if specific traffic data is provided. TYPICAL PAVEMENT SECTION Pavement Layer Auto Parking & Traffic Truck Areas Lanes Asphaltic Concrete Wearing Surface 1.5" 2.0" Limerock Base 6.0" 8.0" Stabilized Subgrade 12.0" 12.0" 5.3.1 Wearing Surface The wearing surface should consist of Florida Department of Transportation (FDOT) TypeS asphaltic concrete having a minimum Marshall Stability of 1,500 lbs. Specific requirements for TypeS asphaltic concrete wearing surface are outlined in the 2000 edition of the Florida Department of Transportation, Standard Specifications for Road and Bridge Construction. As an alternative, the wearing surface may consist of a Type SP-9.5 asphaltic concrete as outlined in the current edition of the Standard Specifications. 5.3.2 Base and Subgrade The limerock base course should have a minimum Limerock Bearing Ratio (LBR) of 100 and should be compacted to 100 percent of the modified Proctor maximum dry density (ASTM D 1557) value. The subgrade material should have a minimum LBR of 40 and be compacted to 98 percent of the modified Proctor maximum dry density (ASTM D 1557) value. 3719-0019 4 October 26, 2015 ~ Ellis&AssociateSinc. 5.3.3 Underdrains AGENDA ITEM #6A APRIL 25, 2016 Atlantic Beach Property Satisfactory pavement life is dependent on dry/stable pavement support provided by the base and subgrade courses. Accordingly, a minimum clearance of 2 feet must be maintained between the normal seasonal high groundwater table and the bottom of the base layer. Depending on final pavement grades, underdrains may be required to maintain dry base and sub grade materials. 6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS Site preparation as outlined in this section should be performed to provide more uniform foundation bearing conditions, to reduce the potential for post-construction settlements of the planned structure( s) and to maintain the integrity of a flexible pavement section. 6.1 Clearing and Stripping Prior to construction, the location of existing underground utilities within the construction area should be established. Provisions should then be made to relocate interfering utilities to appropriate locations. Underground pipes that are not properly removed or plugged may serve as conduits for subsurface erosion, which may subsequently lead to excessive settlement of overlying structures. Site preparation should consist of clearing the existing vegetation and near surface organic topsoil. The clearing/stripping operations should extend within and to a distance of at least five feet beyond the perimeter of the proposed building areas and three feet beyond pavement areas. During grubbing operations, roots with a diameter greater than 0.5-inch, stumps, or small roots in a concentrated state, should be grubbed and completely removed. Based on the results of our field exploration, materials containing trash were encountered at depths varying between 2 to 10 feet below the existing ground surface. We recommend that this material be removed from within and to a distance of 5-feet beyond the structural and pavement areas. Some of the borings did not encounter buried trash. However, the actual extent and depth of unsuitable materials should be determined by Ellis & Associates, Inc. using visual observation and judgment during earthwork operations. The over-excavated unsuitable soils should be replaced with compacted structural fill soils as discussed below. Excavation side slopes should be in accordance with OSHA requirements for loose sandy soils. Temporary slopes cut back at 1.5 horizontal to 1 vertical (1.5H: 1 V) may be used. The 1.5H: 1 V slopes are contingent upon the dewatering system adequately controlling slope groundwater seepage. 6.2 Temporary Groundwater Control The borings encountered groundwater at depths varying from 2 to 4 feet below the existing ground surface at the time of our exploration. It may be necessary to install temporary groundwater control measures to dewater the area to facilitate the removal of the unsuitable materials and to perform compaction ofthe surface soils in other portions of the site. Groundwater control measures should be determined by the contractor, and they should remain in-place until backfilling in over excavated areas has reached a height of2 feet above the groundwater level at the time of construction. The site should be graded to direct surface water runoff from the construction area. Note that discharge of produced groundwater to surface waters of the state from dewatering operations or other site activities is regulated and requires a permit from the State of Florida Department of Environmental Protection (FDEP). This permit is termed a Generic Permit for the Discharge of Produced Groundwater From Any Non-Contaminated Site Activity. If discharge of produced groundwater is anticipated, we recommend sampling and testing of the groundwater early in the site 3719-0019 5 October 26, 2015 @!n Ellis&AssociateSinc. AGENDA ITEM #6A APRIL 25, 2016 Atlantic Beach Property design phase to prevent project delays during construction. E&A can provide the sampling, testing, and professional consulting required to evaluate compliance with the regulations. 6.3 Compaction In areas where no trash removal is required, the exposed surface should be compacted with a vibratory drum roller having a minimum static, at-drum weight, on the order of 4 to 6 tons. Typically, the material should exhibit moisture contents within ±2 percent of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved within the upper 2 feet of the compacted natural soils at the site. Should the bearing level soils experience pumping and soil strength loss during the compaction operations, compaction work should be immediately terminated, and ( 1) the disturbed soils should be removed and backfilled with compacted structural fill, or (2) the excess moisture content within the disturbed soils should be allowed to dissipate before recompacting. Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Prior to commencing compaction, occupants of adjacent structures should be notified, and the existing conditions of the structures should be documented with photographs and survey (if deemed necessary). Compaction should cease if deemed detrimental to adjacent structures, and Ellis & Associates, Inc. should be contacted immediately. We recommend the vibratory roller remain a minimum of 50 feet from existing structures. Within this zone, use of a track-mounted bulldozer, or a vibratory roller operating in the static mode, is recommended. 6.4 Structural Backfill and Fill Soils Structural backfill in areas where undercutting trash is required or fill for site development should be placed in loose lifts not exceeding 12 inches in thickness when compacted by the use of the above described vibratory drum roller. The lift thickness should be reduced to 8 inches if the roller operates in the static mode or if track-mounted compaction equipment is used. If hand-held compaction equipment is used, the lift thickness should be further reduced to 6 inches. Structural fill is defined as a non-plastic, inorganic, granular soil having less than 10 percent material passing the No. 200 mesh sieve and containing less than 4 percent organic material. The fme sand and fine sand with silt or fine sand with clay, without roots, as encountered in the borings, are suitable as fill materials and, with proper moisture control, should densify using conventional compaction methods. Soils with more than 10 to 12 percent passing the No. 200 sieve will be more difficult to compact, due to their nature to retain soil moisture, and may require drying. Typically, the material should exhibit moisture contents within ±2 percent of the modified Proctor optimum moisture content (ASTM D 1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) have been achieved within each lift of the compacted structural fill. 6.5 Foundation Areas After satisfactory placement and compaction of the required structural fill, the foundation areas may be excavated to the planned bearing levels. The foundation bearing level soils, after compaction, should exhibit densities equivalent to 95 percent of the modified Proctor maximum dry density (ASTM D 1557) to a depth of one foot below the bearing level. For confined areas, such as the footing excavations, any compactive effort should be provided by a lightweight vibratory sled or roller having a total weight on the order of 500 to 2,000 pounds. 3719-0019 6 October 26, 2015 ~ Ellis& AssociateS inc. 6.6 Pavement Areas AGENDA ITEM# 6A APRIL 25, 2016 Atlantic Beach Property After completing the clearing/stripping operations and removal of areas of buried trash in the pavement areas, structural backfill and fill required to achieve the finish pavement grades can then be placed and compacted as described in Section 6.3 above. As an exception, densities of at least 98 percent of the modified Proctor maximum dry density (ASTM D 1557) should be obtained within the upper one foot of the materials immediately below the proposed base course. 7.0 QUALITY CONTROL TESTING Ellis & Associates, Inc. should be retained to perform the construction material testing and observations required for this project, to verify that our recommendations have been satisfied. We are the most qualified to address problems that may arise during construction, since we are familiar with the intent of our engineering design. A representative number of field in-place density tests should be made in the upper 2 feet of compacted natural soils, in each lift of compacted backfill and fill, and in the upper 12 inches below the bearing levels in the footing excavations. Density tests are recommended to verify that satisfactory compaction operations have been performed. We recommend density testing be performed ( 1) at one location for every 5,000 square feet ofbuilding area, (2) at 25 percent of any isolated column footing locations, (3) at one location for every 100 linear feet of continuous wall footings, and (4) at one location for every 10,000 square feet of pavement area. 8.0 REPORT LIMITATIONS Our geotechnical exploration has been performed, our findings obtained, and our recommendations prepared, in accordance with generally accepted geotechnical engineering principles and practices. Ellis & Associates, Inc. is not responsible for any independent conclusions, interpretation, opinions, or recommendations made by others based on the data contained in this report. Our scope of services was intended to evaluate the soil conditions within the zone of soil influenced by the foundation system. Our scope of services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings. This report does not reflect any variations that may occur adjacent to or between soil borings. The discovery of any site or subsurface condition during construction that deviates from the data obtained during this geotechnical exploration should be reported to us for our evaluation. Also, in the event of any change to the supplied/assumed structural conditions or the locations of the structures, pavements, or pond areas, please contact us so that we can review our recommendations. We recommend that we be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. 3719-0019 7 October 26, 2015 FIGURES AGENDA ITEM# 6A APRIL 25, 2016 Ass isi Ln • r 20 thSr \9\f St To ll Broth ers At Atl antiC • Beach Count ry Club AGEN DA ITEM #6A APRI L 25,201 6 Bayle Stl sland Ad W • Levy Rd s: Q) 5 ' !:!? W9th St ~ Ellis & Associates 1nc. ~ Geot echnical • Mat eria l s Test ing • Environmental C!i Integrated Engineering Services EB : 998 • (/) ~ Plaza ~ \ C/0 ':T '2 ., ~ ~ ['1\ ~ ~ 0 "0 -~ ~ I 3 f/1 0 ... Sit e LocaUo n Plan Atlantic Beach Property Atl anti c Beac h, Florida Bcac 1 \h Sl 0 (') cg. ~ 3. ':I 2! g " 0. Bay.S l (_@ Neptune c.n -::r !:!? i:5 70&1 Davis Cleek Road Jacksonv!Ue, FL 322S6 p:ll04-l!B().OOBO r:ll04~970 omaU:olls@tiHsuaoc.com Proj'ect No.: 371 9-0019_ Fig ure 1 L--~--~~sr·M~~;~~·~s;oo~'h!•·~·~~·m~~~~~v7~o.~--------L_--~D~a~te::~10~/~26~/~1 5~--1-~~::~~~~~--~------------------~ Ofncoa: Jocksonvllo, FL-Bnmswlck, GA 6) ApproximotelcxatiOn or SlanOald Penetration ., Test (SPT) BCI1ng § Geotechnical • Matertats Testing a EnvlronrM:ntal i; .A. Ai>l>roUnotelocatlonoiAugerBoring tnt•~:,:::_~~ng:::;:::,._,;:"' LEGEND ~Ellis & Associates.nc. (f •o• Field Exploration Plan Atlantic Beach Property Allanti<Beach,FIOriclo ~ -~s.l.eo:::::.:!;~-·L--------------------------------------------------------------------------------------L------~~~~~~~~~~-~~~·~~~-----L--~o:~:·:~t:~~~5~_l __ :P~~·~:~~.:~3~7~·~::~·9~JL ____ :·~!:~2~ __ _j Boring No. 81 1/9" WOH/24" II!i'ilil f~ Topsoil Fine SAND (SP) lillill Fine SAND With Silt (SP-SM) m~ Silty Fine SAND (SM) Clayey Fine SAND (SC) ~ CLAY (CH) 82 VERY LOOSE Dark Brown Fine SAND With Silt and Trash (Plastic) (SP) " 1 0/22120 1/12" ---~-~---~ --1/12" VERY LOOSE Dark Brown Silty Fine SAND With Trash (Plastic) (SM) WOH/24" 83 : LOOSE Gray Clayey Fine SAND (SC) 84 LOOSE to MEDIUM ~" 10/2212015 3 DENSE Brown to--~--~-~-3 Medium Brown Fine SAND With Trash (Wood, Paper & Plastic) (SP) BS LOOSE Brown Fine ~T 10/2212015 SAND With Trash~·----~--6 (Glass & Paper) (SP) 11 86 LOOSE Brown and Orange Fine SAND With Trash (Glass) (SP) LOOSE to MEDIUM DENSE Medium Brown Fine SAND (SP) " m VERY SOFT Gray ~~-------+;~-~:-r--------~---···--+'""''+-~· 10 ~ LEGEND Sandy CLAY With Silt (CH) LOOSE to MEDIUM DENSE Gray Brown Fine SAND (SP) LOOSE to MEDIUM DENSE Medium Brown Fine SAND (SP) ~ Standard Penetration Resistance, WOH Distance Split-Spoon Soil Sampler Dropped Blows/Foot Under Weight of Drilling Tools and Hammer SP Unified Soil Classification System BT Boring Terminated at Depth Below ~ Groundwater Level at Time of Drilling 1/12" One Blow to Drive Split Spoon Sample Twelve Inches Grade LOOSE to MEDIUM DENSE Medium Brown to Medium Gray Brown Fine SAND (SP) Generalized Subsurface Profiles Atlantic Beach Property Atlantic Beach Florida @:il Ellis&Associates .... 15 DATE' 10/26/15 PROJ. NO., 3719-0019 Figure 3 " m !!l Boring No. A1 A2 A3 A4 o.-----------~~.----------------------------------m=m.---------------------------------~=m----------------------------------~~----------------------, tu w u.. :i t w " Dark Brown Fine SAND, Trace Small Roots (SP) Brown Fine SAND With Silt (SP·SM) Brown Fine SAND, Some Small Roots Dark Brown Fine SAND (SP) Brown Fine SAND With Silt (SP-SM) (SP) _________ ·~---------··----- Brown Fine SAND (SP) 10 LEGEND Topsoil Fine SAND (SP) Fine SAND With Silt (SP-SM) [ITill Silty Fine SAND (SM) ~ Clayey Fine SAND (SC) ~ CLAY (CH) BT@ 6.0' SP Unified SoH Classification System _y Groundwater Level at Time of Drilling BT Boring Terminated at Depth Below Grade y 10/2212015 Dark Brown Fine SAND With Silt (SP-SM) Dark Brown Silty Fine SAND (SM) Medium Brown Fine SAND {SP) 1 10/22/2015 Brown Fine SAND With Trash (Plastic) (SP) Brown Fine SAND With Silt, Trace Small Roots (SP-SM) ___ ,_ BT@ 6.0' Generalized Subsurface Profiles Atlantic Beach Property Atlantic Beach Florida ~ Ellis&Associates~nc. 10 ~~----------------------------------------------------------------------------------------------------------------------------------~D~A~TE~o~1~Q/~2~6~/1~5~P~A~OJ~.N~O~.o~3~7~1~9~-0~0~1~9--~--~F~i~gu~r~e_4~~ APPENDIX A SOIL BORING LOGS FIELD EXPLORATION PROCEDURES KEY TO SOIL CLASSIFICATION AGENDA ITEM# 6A APRIL 25, 2016 ~ Ellis&Associates~ne. LOG OF BORING AGENDA ITEM #6A APRIL 25, 2016 Project No.: 3719-0019 BoringNo.: =B'-"1 ____ _ Sheet 1 of --"'--- Client: Tribridge Residential Construction LLC ---,------------,-------------------Drill Rig: Automatic Hammer Driller: =B"-. ~T"'"'ru""i=tt~----- Bming Location: See Field Exploration Plan Drill Rod: A WJ Drill Mud: Super Gel-X Project: Atlantic Beach Prope1ty --------------------------Casing Size: Length of Casing: Date: 10/22/15 Boring Begun: 10/22115 Boring Completed: 10/22/15 f- 0 (!) f:l ~ 0 0 (f) ~ (f) 3 w ~ a._ (!) .,; 0 0 ~ ... Groundwater Depth: 2.9 ft Time: Drilling 0 z w ...J 0.. ~ (/) 2 3 4 5 f- f- f- f- f- f- f- f- f- f- f- f- f- f- f- f- f- f- f- 1-w w u. ::i 1- 0.. w c 0 - - - - - - - - - - - - - - 5 - - - - f-- w 0.. ~ w ...J 0.. :i < (/) / DESCRIPTION Topsoil With Concrete Debris VERY LOOSE Dark Brown Fine SAND, Trace Small Roots (SP) ll:::rrl 8 VERY LOOSE to LOOSE Dark Brown Fine SAND ........ . and Trash (Plastic & Wood) (SP) 1 :)) MEDIUM DENSE Medium Brown Fine SAND :.:.:.;.; :::::::.: ,•,•,•,•, ,•,•,•,•, ,•,•,•,•, U:H (SP) I= = ::::::::: ,•,•,•,•, ~ = ••••••••• ~ -~~ME~D""IUM~7D=ENc=SE~G-ra-yc;=F"in-c"S"7AND~"(-,SP"')-----+.~:-:~·>> --::::::::: ~ = :::;:::;: t 10:: f-- f-- f-------- f-- f-- f-- f--------f-- f-- f-- f-------- f-- f-- f-- ,•,•,•,•, ,•,•,•,•, ,•,•,•,•, ::;:;:;:: <·>>> 6 f-- ••••••••• f-- f-- f-15 - '-- -- f-- f-------- f--- -- f-- f-------- f-- f-- f-- f-------- f-- f-- f-- ,•,•,•,•, <<<·: (') 7 f-- ~ f-- ~ (Q a: w 0.. (/) 3: 0 ...J Dl 3 2 2 2 3 4 4 6 6 6 4 4 6 8 5 5 6 (.) (!) !:: z ~w <...J (/)> :i ::J Q) (!)< (J)w :I a:_ <-(.) iij oa: o,.(J) j:: t-w t-C > (/) z~ zc :3 z ~:i w~ uo 0.. a: a:z 0 w w 0.. 0.. 0 2 2 5 12 10 II (%) 10 20 30 SHEAR STRENGTH (ksf) !;; 0 Pocket Penetrometer "" Undisturbed Sample ::::i roo. Pocket Penetrometer 0 " Disturbed Sample 5 "' Torvane a ::J () e Unconfined Compression [8] Triaxial Compression 40 0 2 f-- f-- 1--- 1--- f-- 1--- f-- 1--- f-- f.---: f-- f-- - 1--- f.---: f---:: - 1--- 1--- 1--- I--- 0:: f--of---~ 20 _.._ _______ =-~-=--~~~~~--------~~~--_L ____ L_ __ L_ __ ~~_LJ_~~~-i--~~~_L~~~~ "' Boring Terminated @ 20 ft. 3 4 5 9 ~ Remarks (!) 0 ~L-----------------------------------------------------------------------------------------------------_j b (') (/) w ~ (,) 0 (/) ~ (/) 3 w (') z a: 0 "' u. 0 (') 0 _J @:J Ellis& Associates Inc. LOG OF BORING AGENDA ITEM# 6A APRIL 25,2016 ProjectNo.: 3719-0019 Boring No.: "'B..,2,__~--- Sheet 1 of Project: Atlantic Beach Prope1ty Client: Tribridge Residential Construction LLC --:----c------:---:------:------------Drill Rig: Automatic Hammer Driller: =-B,._. -=T=--n"-'Ii""'tt _____ _ Bming Location: See Field Exploration Plan D1ill Rod: A WJ Drill Mud: Super Gel-X ---------------------------Casing Size: Length of Casing: Date· 10/22/15 Boring Begun· 10/22/15 Boring Completed· 10/22/15 Groundwater Depth· 2 8 ft Time· Drilling u (.!) SHEAR STRENGTH ~ z ~w !:: WI-(ksf) w :2: O::z !:: ci 1-a.. <(..J en> ::»w 0 Pocket Penetrometer w <0 :::i :2: Undisturbed Sample z w ~ 0:: (.!)<( enw 1-1-a; <(-:::i LL :I 0::-u !!lz 0 Pocket Penetrometer w w w iii oo:: a.. en i= oo Disturbed Sample ..J :i ..J DESCRIPTION a.. 1-w 1-0 c a.. > en ::l!:U 5 .., Torvane :2: 1-a.. en z!;t z~ :5 a.. :2: 3: z w. + a • Unconfined Compression <( w <( 0 ~:2: uo a.. :::i en c en ..J 0:: o::z 0 () ~ Triaxial Compression Ill w w (%) a.. a.. 0 10 20 30 40 0 1 2 1-0 -Topsoil ~1 1 1-VERY LOOSE Dark Brown Fine SAND (SP) [\· 1 1-- 1 1 2 - 1-- 1-- 1--I> 2 - VERY LOOSE Dark Brown Fine SAND With Silt I 1--lll ll' 1--and Trash (Plastic) (SP) ... 1--1 2 llll' 1 2 1-- 1--..... 1--1 1-- VERY LOOSE Dark Brown Silty Fine SAND With .... 1/12" 1-- 1--.... 1--Trash (Plastic) (SM) .... .... 1--,,,, 3 1-5 - ,,,, 1--.... 1 1 1--,,,, .... 1--.... 1--.... 1 .... ::JvoH/6' f-- 1-- 1--.... 119" 1--.... 4 .... 1--'''' 1/9" 1/9" 1--,,,, .... 1--'''' .... 1--'''' VERY LOOSE Gray Silty Fine SAND With Clay ... OH/2 " 1-- 1--.... 1--(SM) .... ,,,, 1--.... 5 ,,,, f--,,,, ' OH/2L" 1--,,,, .... 1--'''' ,,,, 1--,,,, 1-10 -,,,, 1--.... 1--.... .... 1--'''' 1--,,,, 1--- ,,,, 1--.... 1--,,,, .... 1--,,,, .... 1--.... 1---MEDIUM DENSE Medium Gray Fine SAND (SP) 1-- 1--~: ~: ): ~ 1-- 1--·.·.·.·.· 1---::::::::: f-- 1--•,•,•,•,• 1--•,•,•,•,• 1--~~()~ 4 5 f-- 6 1-- 1-- ..... 1--~~~~~}~ 6 11 1-15 -1-- 1-- •,•,•,•,• 1-- ••••••••• 1-- 1---1-- 1-- 1-- 1-- 1---1-- 1-- 1-- 1-- 1---1-- 1-- 1--~~ :~ ~~ ( 5 1-- 7 1-- 7 1--/}: 1--9 16 1-- 20 Boring Terminated @ 20 ft. Remarks "' (0 2l f-- 0 <!l (/) w !;;: (3 0 (/) (/) <{ (/) ::J ...J w ~ <!l ~ 0 0 ~ ,_ "' <!l z 0: 0 "' lL 0 (.') 0 ...J ~ Ellis&AssociateSinc. AGENDA ITEM# 6A APRIL 25, 2016 ProjectNo.: 3719-0019 Boring No.: "'B'-"3,__ ___ _ LOG OF BORING Sheet 1 of -~~ Client: Tribridge Residential Construction LLC Project: Atlantic Beach Property --,--------,--------:------------------Drill Rig: Automatic Hammer Driller: ~B..._. -"T-=:ru""i"'tt,__ ____ _ Boring Location: See Field Exploration Plan Drill Rod: A WJ Drill Mud: Super Gel-X --------------------------Casing Size: Length of Casing: Date· 10/22/15 Boring Begun· 10/22/15 Bming Completed· 10/22/15 Groundwater Depth· 28ft Time· Drilling 0 1-w z w w u. .J :i' D.. :2! 1- D.. < w t/) c 1-0 - 1- 1-- 1 f-- 1-- 1-- 1-~ f-- f-- 2 1-- 1-- f-- 1-~ f-- f-- 3 f-5 - f-~ 1-- 1-- f-~ f-~ 1-~ 4 f-~ f-~ f-~ ~ ~ -~ -~ 5 ~ ~ -~ 1-- f-10 - f-- f-- 1-- 1------- f-- f-- f-- 1------- 1-- f-- f-- 1------- 1-- 1-~ f-- 6 f-- f-~ 1-- f-15 - '-~ -~ -~ 1--------~ -~ ,_ ~ 1-- 1-- f-- 1------- f-- 1-- 1-- 7 f-- 1--- 1--- 20 Remarks w D.. ~ w .J D.. :2! < t/) DESCRIPTION Topsoil VERY LOOSE Brown Fine SAND (SP) LOOSE Brown Fine SAND With Trash (Wood & Glass) (SP) LOOSE Gray Clayey Fine SAND (SC) VERY SOFT Gray Sandy CLAY With Silt (CH) LOOSE to MEDIUM DENSE Gray Brown Fine SAND(SP) Boring Terminated @ 20 ft. Jlrr;l ,',',',', ::::::::: ,•,•,•,•, ,•,•,•,•, ... ,,,,, :: :: : ~ : ~ : ,•,•,•,•, <·>>> .·.·.·.·. ,•,•,•,•, <·>>> .·.·.·.·. 1 1 2 1 1/12" 3 1/12" 1/12" 1/12" 1/12" 1112" 2 2 4 4 :}} 6 10 (%) 10 20 30 SHEAR STRENGTH (ksf} ~ r... Pocket Penetrometer :2! \:.1 Undisturbed Sample :::i ,.... Pocket Penetrometer 0 '"" Disturbed Sample .....-Torvane 5 a ::J 0 e Unconfined Compression 18] Triaxial Compression 40 0 1 2 r-- r-- 1-- \-- 1-- 1-- 1-- 1-- 1-- \-- 1-- 1-- \-- \-- 1-- f-- 1-- \-- 1---:: = ~ Ellis&Associatesi£ LOG OF BORING AGENDA ITEM# 6A APRIL 25, 2016 Project No.: 3719-0019 Boring No.: "'B'--'4 ____ _ Sheet 1 of Project: Atlantic Beach Property Client: T1ibridge Residential Construction LLC ---------------------------Drill Rig: Automatic Hmmner Driller: ..,B._,_._,T""ru""l""·tt.__ _____ _ Boring Location: See Field Exploration Plan Drill Rod: A WJ Drill Mud: Super Gel-X ------------------------,-----Casing Size: Length of Casing: Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 Groundwater Depth: 2ft Time: Drilling 0 z w _J 0. ::!!: <( (/) tii w u.. -I 1- 0. w c f-0 - 1- 1-- I-- 1-- f-- 1-- 1- 1-- w 0. ~ w _J 0. ::!!: <( (/) DESCRIPTION Topsoil LOOSE Brown Fine SAND (SP) 1\:::rrl ,',',',', ,•,•,•,•, ::::::::: l~<< ,•,•,•,•, ~ <.0 0::: w 0. (/) ~ 0 _J Dl 1112" 3 6 2 1-- 1-- LOOSE Brown Fine SAND With Trash (Wood) (SP) •,•,•,•,• ::::::::: 2 b <9 ui w ~ (.} 0 en ~ en :3 w 3 4 5 6 1-- c._ - -- 1-- '::: 5 - r-- L-- r-- ..___ - ~ - -- -- MEDIUM DENSE to LOOSE Medium Brown Fine SAND With Trash (Paper & Plastic) (SP) -- = =-111-cL=--o=o-oos~E-,-to-=-ME=D""'IUM~~D~E~N~S"'E~M--o-ed""'iu-m~Bo-ro-wn-~F.--in-e--l~:::~::·-81:.: _ _ SAND (SP) -- 1-- 1-10 -1-- f-- 1-- 1------- 1-- 1-- 1-- 1-------1-- 1-- 1-- 1-------f-- 1-- 1-- 1-- 1--1-- '::: 15 = -- -- '----- -- ~ - ~ --...., ~ - ~ ; ; H~< ~ --u:;:< <9 7 --:.:-:-:-: 4 5 4 5 5 3 3 4 2 5 7 6 1 2 2 3 8 8 (.) (!) SHEAR STRENGTH z ~w 1-WI-(ksf) 3] C:::z !:: <C_.~ (/)> ~w 0 Pocket Penetrometer ::i ::!!: Undisturbed Sample (!)<( cnw 1-1-Q) 0:::-<(-(.) !az ::i 0 b~1~~~:Jg~~P\'eeter :::1 oc::: a. en i6 1-w 1-0 i= oo c > z!;;( z:;: (/) ::!!;(.) 5 T Torvane z w. :5 + CJ e Unconfined Compression ~::!!: uo 0. ::i 0::: c:::z 0 0 t:8J Triaxial Compression w w (%) 0. 0. 0 10 20 30 40 0 4 9 6 12 4 16 ~ = = :;:;::::: o~--~ 20 _.L------~---~~------~~L_ _ _L_~~-L--~-L_L~l_~~_L-~~_L_LJ_~~~ ro Boring Tenninated @ 20 ft. ~ Remarks <9 0 ~L-----------------------------------------------------------------------------------------------------_J ~ Ellis&Associates~ac. LOG OF BORING AGENDA ITEM# 6A APRIL 25, 2016 Project No.: 3719-0019 Boring No.: =B=5 ____ _ Sheet 1 of Client: Tribridge Residential Construction LLC --------------------------Drill Rig: Automatic Hammer Driller: =B~·~Tc-cn=ti=tt~--:---- Dtill Rod: A WJ Drill Mud: Super Gei-X Project: Atlantic Beach Property Boring Location: See Field Exploration Plan --------:-----------,-----------c:------------:-:-::--:---Casing Size: Length of Casing: Groundwater Depth: 2.3 ft Time: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 0 z w ...J ll. := <( en 2 3 4 5 r- 1-- 1-- r- L - 1---- 1-- - r- ------- - - - --- --- 1-w w u. :i I- ll. w c 0 - - - -- --- --- ---5 ---- - - - -- - - - - ---- 1---i= 10 = r-- 1--- 1---- 1---r--r-- 1---- 1--- L - w ll. ~ w ...J ll. := <( en DESCRIPTION Topsoil VERY LOOSE Dark Brown Fine SAND, Trace Organic Fines (SP) LOOSE Brown Fine SAND With Trash (Glass) (SP) LOOSE Brown Fine SAND With Trash (Paper) (SP) LOOSE Medium Brown Fine SAND (SP) Jl=l ••••••••• ~~~~!t% ~~IUM DENSE Medium Gray Brown <<: ' -t== ::::::::: ' -::::::::: ~ 6 ~ 15 ~ :;::;:::: !:;: --',',',',' ~ = = ::::::::: UJ --::::::::: :::; --........ . § ~ :::::·:·: ~ <D 0:: w ll. en ~ 0 ...J al 2 l 2 2 2 5 2 2 3 5 4 3 5 6 2 2 I ~ HH: 2 ,._ Q) ::I (6 > z 2 3 3 5 8 4 (.) (.!) SHEAR STRENGTH z ~w 1-WI-{ksf) ~ O::z !::: <(...J en> :::i ::::lw := G) Pocket Penetrometer (.!)<( enw 1-1-Undisturbed Sample 0::-<(-(.) !!lz :::i 0 Pocket Penetrometer oo:: c.. en Disturbed Sample i= oo c 1-w 1-0 en :ii:U 5 T Torvane z~ z~ ~:= w. :5 + a e Unconfined Compression uo ll. :::i 0:: o::z 0 <> ~ Triaxial Compression w w (%) ll. ll. 0 10 20 30 40 0 ~ 7 = = :>> 4 7 ll ~~--~-20 ---L--~------~~--~~~~~----~·>~>:~ .. ~-_L-~--L--~~-L~~~~_L-~-i-L-LJ-~~"4 m Boring Terminated @ 20 ft. ~ Remarks (!) gL_ ____________________________________________________________________________________________________ _J b (.') (/) ~ li 0 (/) ~ (/) :::; -' UJ ..., a. (.') ~ 0 0 ~ .... "' (.') z ~ 0 m lL 0 (.') g ~ Ellis&Associates,nc. LOG OF BORING AGENDA ITEM# 6A APRIL 25, 2016 ProjectNo.: 3719-0019 Boring No.: ""B"'6'------- Sheet 1 of Client: Tribridge Residential Construction LLC =:-----:------::-----:-----=:---:-:--=--:--c--------------Drill Rig: Automatic Hammer Driller: =B~. _,T"-n=Ji=tt'----:----- Bming Location: See Field Exploration Plan Thill Rod: A WJ Drill Mud: Super Gel-X Project: Atlantic Beach Prope11y --------------------------Casing Size: Length of Casing: Groundwater Depth· 3 3 ft Time· Drilling Date· 10/22/15 Boring Begun· 10/22/15 Boring Completed· 10/22/15 (.) (!) SHEAR STRENGTH ~ z ~w 1-WI-(ksf) ci 1-w <t..J ~ O:::z 1-0 Pocket Penetrometer w 0.. <.0 (I)> :::i :::Jw ~ Undisturbed Sample z w ~ 0::: (!)<t (J)w 1-1-Q) 0:::-<t-!az :::i 0 Pocket Penetrometer u.. ::I (.) w w w iii oo::: c.. (I) i= oo c Disturbed Sample ..J ::i ..J DESCRIPTION 0.. 1-w 1-0 0.. > (I) :=u 5 T Torvane == 1-0.. (I) z!;t zo ~ 0.. == ~ z w~ + a e Unconfined Compression <t w ~== (I) c <t 0 uo 0.. :::i (I) ..J 0::: o:::z 0 0 1:><:] Triaxial Compression Ill w w (%) 0.. 0.. 0 10 20 30 40 0 1 2 c-0 -Topsoil Jl=l 1 '-LOOSE Brown and Orange Fine SAND With Trash 1 -- 1 c--(Glass) (SP) 2 3 1-- c_ -2 -- LOOSE Brown Fine SAND, Trace Small Roots (SP) 3 1-- f--•,•,•, c--~ ::: :<~~ 1 c-- 2 ',',', 2 3 f--- f--:::::: f-- ::: •,•,•, 2 f--:::::: 1--- f-->>> 2 f- ,,,, f--LOOSE to MEDIUM DENSE Medium Brown Fine ,•,•,•,•, 2 3 f-5 -SAND(SP) <<: 4 6 f---c--c--'''' 6 f--::::::::: 3 f--- f--;:::::::: c--c--,•,•,•,•, 5 4 .;;::::·: 5 10 f--- f-- f--5 c--,•,•,•,•, r--- f--MEDruM DENSE Medium Brown Fine SAND 'llll 4 ..... f--With Silt (SP-SM) 5 f-- 5 'llll 6 11 1--- c-- f--,,,,, f--6 ~ 10 ::: lrll f-----..... c-- f--'llll 1------''''' f----- f-- f--c--'llll 1------..... 1--- f-- f--MEDruM DENSE Medium Gray Brown Fine f-- 1----SAND(SP) 1--- c-- f--2 f-- 6 c-5 f----- -c--4 9 f-- ~ 15::: f--- c--c-- 1----:;: 1--- f-- f-- f-- '--------1--- f-- f-- f--r---= 1----c--c--3 f-- 7 f--5 f----- c--7 12 c-- 20 Boring Terminated @ 20 ft. Remarks ~ Ellis&Associates~nc. LOG OF BORING AGENDA ITEM #6A APRIL 25, 2016 Project No.: 3719-0019 Boring No.: ~A=l ____ ~ Sheet 1 of Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC --------------------------Drill Rig: Automatic Hammer Driller: ~B~. -""T=n=ti=tt~----~ Bming Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: --=--------=-----::----cc--------cc:-:-------~--=--c--Casing Size: Length of Casing: Groundwater Deptlr 4ft Time· Drilling Date· 10/22/15 Boring Begun· 10/22/15 Boring Completed· 10/22/15 ci z w ..J 0. ~ en 1-w w u. .z I- ll. w c 0 - f--- f--- f--- w 0. ~ w ..J 0. ~ en 1 f--_, f--- f--- 1----f--- 2 1::: =r f--- f---f-- f-------f--- f--- f-- 3 I= 5 =' f---r-- 4 f--- 1----f--- f--- f--- I---f--f-- f--- I= =~ f-- 1-----f--- f-- f--- ~ 10 = f--- f--- 1----f--f-- f--- f------- f--- f--f-- f---f--- f--- f-- f---b f-- (9 f--- ({) f---~ I= 15 = (3 f--- 0 f--- ({) f------- ~ f---({) f--::::; f-- ...J f------- w f--- ~ f--- (9 f-- "' 1-----0 f--- 0 f--- "' f---~ 1----- (9 f--z f-- ~1----'f---20 = "' i'5 Remarks (9 DESCRIPTION Topsoil Dark Brown Fine SAND, Trace Small Roots (SP) Brown Fine SAND With Silt (SP-SM) Brown Fine SAND, Some Small Roots (SP) Brown Fine SAND (SP) Boring Terminated@ 10ft. !{{: ',',',',' •,•,•,•,• ::::::::: ·.·.·.·.· ••••••••• ••••••••• ;:;:::::: ~ <D 0:: Q) w ::l 0. ;a > en s: z 0 ..J en () C) !:::: z ~w :2 <..J en> :J "< enw 0::-<-() oo:: a. en i= 1-w 1-Q en z~ zc ::5 ~:2 w~ 00 0. 0:: o::z 0 w w 0. 0. 0 (%) 10 20 30 SHEAR STRENGTH (ksf) !:::: r.-. Pocket Penetrometer :2 \:.1 Undisturbed Sample :::i "" Pocket Penetrometer 0 " Disturbed Sample 5 ~ Torvane a :J () e Unconfined Compression [gJ Triaxial Compression 40 0 1 2 1-- 1-- ~ ~ 1-- 1-- ~ - 1-- 1-- 1-- ~ 1-- 1-- 1-- ~ ~ 1-- ~ gL_ ____________________________________________________________________________________________________ _j ~ Ellis&Associatesmc. LOG OF BORING AGENDA ITEM #6A APRIL 25, 2016 ProjectNo.: 3719-0019 Boring No.: "-'A2=-----=---- Sheet 1 of Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC --------------------------Drill Rig: Automatic Hammer Driller: "'B"-. -"T~ru,.i=tt'------- Boring Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: -:------,------o------::----:-----:-c~-------,-:c--:---Casing Size: Length of Casing: Groundwater Depth· 27ft Time· Drilling Date· 10/22/15 Boring Begun· 10/22/15 Boring Completed· 10/22/15 0 z w ...J 11. ~ t/) 1-w w LL :i' 1- 11. w c w 11. ~ w DESCRIPTION ...J 11. :5: <( t/) 0 - 1---Topsoil ~ -, Dark Brown Fine SAND (SP) f-- 0 (!) (f) w ~ 0 0 (f) (f) <( (f) 3 w 2 3 1--- 1--- 1--- - 1-- ~ =r 1-- -- 1-- -_, -- ---5 - ---- -- - -- -- -- - -- -- -- --- -- --- -- -- 1-- ~ 10 = 1-- 1-- 1----1--- 1--- 1-- 1---- 1-- -- e-. - --- ' --- - :---- --= 15 = -- -- - -- -- -- - --...., -- "---~ -0 -- ~ = = l:;- (!) 1---z 1--- ~f------'1---20 = ro 0 Remarks (!) Brown Fine SAND With Silt (SP-SM) Brown Fine SAND (SP) Boring Terminated @ 6 ft. ~ <D 0:: Q) w ::I 11. '16 t/) > 3: z 0 ...J Ill '1'1'1'1' ..... !:1:1:1:1: ····· 1:1:1:n: 0 C) !:: z ~w <(...J til> :5: :J C)<( tnw 0::-<(-0 oc:: a. til 1-w 1-0 i= z!;( zo t/) ~:5: w~ ::5 00 11. 0:: c::z 0 w w 11. 11. 0 SHEAR STRENGTH WI-(ksf) C::z 1-(!) Pocket Penetrometer ::Jw :;§ 1-1-Undisturbed Sample !Qz :J 0 Pocket Penetrometer oo c Disturbed Sample :5:0 5 T Torvane + 0 e Unconfined Compression :J 0 [8J Triaxial Compression (%) 10 20 30 40 0 1 2 f--- f--- f--- 1-- f--- 1-- f--- f--- 1-- 1-- f--- f--- 1-- 1-- f--- f--- 1-- - ,--- gL_ ______________________________________________________________________________________________ __...J ~Ellis a AssociateS inc. LOG OF BORING AGENDA ITEM# 6A APRIL 25, 2016 Project No.: 3719-0019 Boring No.: "-'A=3 ____ _ Sheet I of Project: Atlantic Beach Property Client: Trib1idge Residential Construction LLC --------------------------Drill Rig: Automatic Hammer Driller: ~B,_. ~T_.,ru""'i""tt~----- Bming Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: -=-----,-------,-----::--c--------:-c-:-:-------c--:-:-::--c--Casing Size: Length of Casing: Groundwater Deptlr 3 7 ft Time· Drilling Date-I 0/22/15 Boring Begun· I 0/22/I5 Boring Completed· I 0/22/l5 0 1-w w 0.. z w ~ w u. ...J :i w DESCRIPTION 0.. ...J 1-0.. ~ CD ~ Q) w ::l 0.. Oi 1/) > ~ Cl z ~w <(...J ~[lj Cl<( ~-<(- 0~ 0..1/) 1-w 1-0 zl-zo 1- :iE :J () i= 1/) wl-~z :::lw 1-1-!!lz oo :!:u SHEAR STRENGTH (ksf) ~ 0 !J~~~.'l~~"e"J'~~~gf:r :J ,-,. Pocket Penetrometer 0 " Disturbed Sample 5 .., Torvane :!: 0.. :!: <( w 3: z w<( w~ ::5 u:!: uo + a :J 0 e Unconfined Compression 1/) 2 c 0 -1-- 1-- 1-- f----1-- <( 1/) 1--, 1-- 1-- 1-- 1-- 1---- 1-- 1-- 1-- 1-=~ 1- 1-- 1-5 - 1-- 1-- 1-- 1---- 1-- 1-- 1-- 1---- 1-- 1-- 1-- 3 ~ =~ 1-- 1----1-- 1-- 1-- Topsoil Dark Brown Fine SAND With Silt (SP-SM) Dark Brown Silty Fine SAND (SM) Medium Brown Fine SAND (SP) ~ 10 = Boring Terminated @ I 0 ft. >-0 (.') ~ !;;: u 0 (J) (J) <( (J) j w 1-- 1-- 1----1-- 1-- 1--r----- 1-- 1-- 1-- 1----1-- 1-- 1-- 1----1-- 1-- 1-- ~ 15 = 1-- 1--r----- 1-- 1-- 1--r----- 1-- ({ f-- (.') 1-- m ~ 0 --s: -- r::. >---"' ~ (.') ~ - z -- ~ 1---__l'-_ 20 = "' i!5 Remarks (.') lllr '1'1'1'1' ..... '''' .... .... '''' .... .... '''' ,,,, .... 0 0.. ...J ~ ~z 0 m w w 0.. 0.. 0 [g) Triaxial Compression (%) 10 20 30 40 0 1 2 I-- I-- 1-- 1-- 1-- 1-- 1-- 1-- L_ I-- I-- I-- 1-- 1-- I-- I-- 1--- - - 0 ~~-----------------------------------------------------------------------------------------------------" .... 0 <.9 rJ) w .... ..: 0 0 rJ) rJ) ..: (/) 3 w ..., "-<.9 m 8 m t:i <.9 z ;;:: 0 "' u. 0 <.9 0 ...J ~ Ellis&AssociateSin~ AGENDA ITEM #6A APRIL 25, 2016 ProjectNo.: 3719-0019 Boring No.: "-A"--4'--------- LOG OF BORING Sheet 1 of Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC --------------------------Drill Rig: Automatic Hammer Driller: .,.B"--. -"T""ru"-'i~tt _____ _ Boring Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: --------------------------Casing Size: Length of Casing: Groundwater Depth· 23ft Time· Drilling Date· 10/22/15 Boring Begun· 10/22/15 Boring Completed· 10/22/15 (.) (!) SHEAR STRENGTH ~ z ~w !::: WI-(ksf) 0 1-w <I:...J :::; ~z !::: 0 Pocket Penetrometer w 0.. ID Ill> :::i =>w :::; z w ~ ~ (!)<I: lllw 1-1-Undisturbed Sample G> :::i u. :I ~-<1:-(.) !az 0 Pocket Penetrometer w w 0~ a.. Ill Disturbed Sample ...J :i' w DESCRIPTION 0.. iij i= oo c 0.. ...J > 1-w 1-0 1/) :::;u 5 T Torvane :::; 1-0.. 1/) z~ z~ ~ 0.. :::; ;: z w + a e Unconfined Compression <1: w <1: 0 ~:::; uo 0.. :::i 1/) c 1/) ...J ~ ~z 0 0 ~ Triaxial Compression Ill w w (%) 0.. 0.. 0 10 20 30 40 0 1 2 0 -Topsoil 11=1 f-- 1--Brown Fine SAND With Trash (Plastic) (SP) ? 1-- 1----f-- 1-- •••• 1-=r I 1- l f-- 1-- 1-- 1-- 1----< :___ 1-- 1-- 1--Brown Fine SAND With Silt, Trace Small Roots llll' ····· f-----(SP-SM) r- 1-- 1--, llll' 2 1--,,,,, 1-5 -~ 1--lrll 1--... 1-- 1----Boring Terminated @ 6 ft. - 1-- 1-- 1-- '---------- ~ --- '---~ -- ~ - ---~ -- -- 1-- 1-10 -r- 1-- f-- 1-- 1----r- 1-- 1-- 1--f---f----- 1-- 1-- 1-- f-----1--- 1-- 1-- 1-- f-----'---- 1-- 1-- 1-- 1-15 -~ ~ - -- -- ~ - -- -- ~ --~ ~ ------~ ------ ~ 1---- -- -- -- 20 - Remarks ~ Ellis&AssociateSmc. FIELD EXPLORATION PROCEDURES Standard Penetration Test (SPT) Borings AGENDA ITEM# 6A APRIL 25, 2016 The Standard Penetration Test (SPT) borings were made in general accordance with the latest revision of ASTM D 1586, "Penetration Test and Split-Barrel Sampling of Soils". The borings were advanced by rotary (or "wash-n-chop") drilling techniques. At 2 Y2 to 5 foot intervals, a split-barrel sampler inserted to the borehole bottom and driven 18 inches into the soil using a 140 pound hammer falling on the average 30 inches per hammer blow. The number of hammer blows for the final 12 inches of penetration is termed the "penetration resistance, blow count, or N-value". This value is an index to several in-place geotechnical properties of the material tested, such as relative density and Young's Modulus. After driving the sampler 18 inches (or less if in hard rock-like material), the sampler was retrieved from the borehole and representative samples of the material within the split-barrel were containerized and sealed. After completing the drilling operations, the samples for each boring were transported to our laboratory where they were examined by our engineer in order to verify the driller's field classification. The retrieved samples will be kept in our facility for a period of six (6) months unless directed otherwise. Flight Auger Boring The auger borings were performed mechanically by the use of a continuous-flight auger attached to the drill rig and in general accordance with the latest revision of ASTM D 1452, "Soil Investigation and Sampling by Auger Borings". Representative samples of the soils brought to the ground surface by the au gering process were placed in glass jars, sealed, and transported to our laboratory where they were examined by our engineer to verify the driller's field classification. -- : - Relative Density ~ Ellis&Associates~~ KEY TO SOIL CLASSIFICATION Description of Compactness or Consistency in Relation To Standard Penetration Resistance Granular Materials Safety Hammer SPT N-Value (Blow/Foot) Automatic Hammer SPT N-Value (Blow/Foot) Less than 3 3-8 8-24 Consistency Very Soft QESCRIPTION OF SOIL COMpOSITION** (Unified Soil Classification System) LABORATORY CLASSIFICATION CRITERIA AGENDA ITEM #6A APRIL 25,2016 Group MAJOR DIVISION Symbol FINER THAN SUPPLEMENTARY SOIL DESCRIPTION 200 SIEVE% REQUIREMENTS GW <5* Dst/D10 greater than 4, Well graded gravels, sandy gravels Gravelly soils D3 02 / (Dso x D1ol between 1 & 3 (over half of GP <5* Not meeting above gradation Gap graded or uniform gravels, sandy coarse fraction forGW gravels Coarse larger than grained No.4} GM >12* PI less than 4 or below A-line Silty gravels, silty sandy gravels (over 50% GC >12. PI over 7 above A-line Clayey gravels, clayey sandy gravels by weight coarser SW <5· Dst/D10 greater than 6, Well graded sands, gravelly sands than No. D3 02 / (Dso x D1ol between 1 & 3 • 200 sieve) Sandy soils (over Not meeting above gradation Gap graded or uniform sands, gravelly . . . . half of coarse SP <5* fraction finer than requirements No.4) SM >12* PI less than 4 or below A-line sc >12. PI over 7 and above A-line Low ML Plasticity chart Fine compressibility (liquid limit less CL Plasticity chart grained than 50) (over 50% OL Plasticity chart, organic odor or color by weight finer than MH Plasticity chart No. 200 High sieve) compressibility (liquid limit more CH Plasticity chart than 50} OH Plasticity chart, organic odor or color Soils with fibrous organic matter PT Fibrous organic matter; will char, burn or glow * For soils having 5 to 12 percent passing the No. 200 sieve, use a dual symbol such as SP-SM. ** Standard Classification of Soils for Engineering Purposes (ASTM D 2487) SAND/GRAVEL DESCRIPTION MODIFIERS ORGANIC MATERIAL MODIFIERS Modifier Sand/Gravel Content Modifier Organic Content Trace 1%to2% Trace <15% Few 2% to4% With 15% to29% Some 4% to 8% Sandy/Gravelly >29% Many >8% sands Silty sands, silty gravelly sands Clayey sands, clayey gravelly sands Silts, very fine sands, silty or clayey fine sands, micaceous silts Low plasticity clays, sandy or silty clays Organic silts and clays of low plasticity Micaceous silts, diatomaceous silts, volcanic ash Highly plastic clays and sandy clays Organic silts and clays of high plasticity Peat, sandy peats, and clayey peat SILT/CLAY DESCRIPTION MODIFIERS Modifier Silt/Clay Content Trace <5% With 5% to12% Silty/Clayey 13% to 35% Very >35%