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102 AQUATIC - BORING REPORT Boring No. Al A2 Topsoil =111=1 Topsoil •••••••• Dark Brown Fine SAND(SP) :•••••:.:. Dark Brown Fine SAND,Trace Small Roots(SP) "• 1:11:11: 1:1:1:11: Brown Fine SAND With Silt(SP-SM) 10/2Brown Fine SAND With Silt(SP-SM) V 2/2015 ' 10.'22/2015 Brown Fine SAND,Some Small Roots (SP) Brown Fine SAND(SP) 5 --- BT @ 6.0' w Lu LI ±. cL. Lii 0 Brown Fine SAND(SP) 10 — BT @ 10.0' LEGEND 111,=lli =HIE- Topsoil Fine SAND(SP) SP Unified Soil Classification System Fl=I I Fine SAND With Silt(SP-SM) Silty Fine SAND(SM) Groundwater Level at Time of Drilling Clayey Fine SAND(SC) CLAY(CH) BT Boring Terminated at Depth Below Grade A3 A4 — 0 III -111= Topsoil -111= Topsoil 11111 Dark Brown Fine SAND With Silt (SP-SM) Brown Fine SAND With Trash .I 1 (Plastic)(SP) 10/22/2015 10/22/2015 Dark Brown Silty Fine SAND(SM) Brown Fine SAND With Silt,Trace it Small Roots(SP-SM) _ — 5 BT @ 6.0' m m m m Medium Brown Fine SAND(SP) — 10 BT @ 10.0' Generalized Subsurface Profiles Atlantic Beach Property Atlantic Beach, Florida Ellis&Associates�. DATE: 10/26/15 PROJ.No.: 3719-0019 Figure 4 I Boring No. B1 B2 B3 N N N 0 777..Topsoil With Concrete 11E111 Topsoil ==-111 Topsoil — =1-1-1= Debris i • • 2_ 2-VERY LOOSE Dark • VERY LOOSE Dark 3 VERY LOOSE Brown Brown Fine SAND, Brown Fine SAND(SP) • •• Fine SAND(SP) Trace Small Roots(SP) - — — , • 1 I VERY LOOSE Dark Y T. T Brown Fine SAND With - 10/22/2015 2- 10/22/2015 2- 1 1 Silt and Trash(Plastic) 10/22/201/12" VERY LOOSE to (SP) LOOSE Brown Fine LOOSE Dark Brown .u...L.L.L. SAND With Trash - • Fine SAND and Trash • (Wood&Glass)(SP) (Plastic&Wood)(SP) 5 — 5 1 1/12" VERY LOOSE Dark . . . .• Brown Silty Fine SAND . . - With Trash(Plastic) •. . (SM) LOOSE Gray Clayey - 12- ' : 1/9"- ' Fine SAND(SC) •• , • . . • •. . . - 10- WOH/24"- WOH/24" i- LuVERY LOOSE Gray LLI 10 ----Silty Fine SAND With VERY SOFT Gray— ±. Clay(SM) Sandy CLAY With Sill H (CH) a. - Lu a A .•.•.• .•.••. MEDIUM DENSE ••••:. : • Medium Brown to Gray •. • • • • • Fine SAND(SP) .•.• .• - •:••: 11- 11- ::: 6 15 ----- MEDIUM DENSE Medium Gray Fine LOOSE to MEDIUM DENSE Gray Brown SAND(SP) Fine SAND(SP) _ . 9- 16- 10 20 BT @ 20.0' BT @ 20.0' BT @ 20.0' LEGEND 111E111 111= Topsoil .....•••• Fine SAND(SP) . •..•.•. N Standard Penetration Resistance, WOH Distanc II=Ill Blows/Foot Under V 1:11:1:11 Fine SAND With Silt(SP-SM) Silty Fine SAND(SM) SP Unified Soil Classification System BT Boring• Grade - V.: Clayey Fine SAND(SC) CLAY(CH) Y Groundwater Level at Time of Drilling 1/12" One Blow to Drive Split Spoon Sample Twelve Inches B4 B5 B6 N N N 0 r, ,ir Topsoil n„n Topsoil 1 1 SII Topsoil • :.: VERY LOOSE Dark LOOSE Brown and 1- 2- Brown Fine SAND, 3 Orange Fine SAND LOOSE Brown Fine Trace Organic Fines • With Trash(Glass)(SP) I. SAND(SP) (SP) - 10/22/2015T 10/22/2015 4 3 3_ . LOOSE Brown Fine _ = SAND,Trace Small 10/22/2015 Roots(SP) LOOSE to MEDIUM LOOSE Brown Fine 9 :::::;::'•: DENSE Brown to 3 SAND With Trash G :-: ”: 5 ::• Medium Brown Fine (Glass&Paper)(SP) SAND With TrashLOOSE to MEDIUM _ (Wood, Paper&Plastic) • DENSE Medium Brown :.: (SP) Fine SAND(SP) 6- 5- 10-::•:••...: - I 12- 8- : - :::: 11-.. II I'I''I MEDIUM DENSE Medium Brown Fine m • 10 o I SAND With Silt I:I::I (SP-SM) m m I.I.I. • LOOSE to MEDIUM • LOOSE to MEDIUM DENSE Medium Brown - 4- DENSE Medium Brown 4- to Medium Gray Brown •g • - • Fine SAND(SP) • Fine SAND(SP) 15 MEDIUM DENSE _ Medium Gray Brown • Fine SAND(SP) • 16- 11- 12- ...... 20 BT @ 20.0' BT @ 20.0' BT @ 20.0' 1 k Split-Spoon Soil Sampler Dropped eight of Drilling Tools and Hammer Generalized Subsurface Profiles ?rminated at Depth Below Atlantic Beach Property Atlantic Beach, Florida EEllis&Associates bc. DATE: 10/26/15 PROJ.NO.: 371 9-0019 Figure 3 E .. 47,_ ... -- lip it u ... - . 4 co PA ' a..- ....r ifs tai "1". 1011 01) rar ili 1 faY 0 1 Ar° 14 0 ° v4. 4 `410P0i VI L... IL , 11111 41 , 0. . vi II up A2 elle111104 A..:40„ 0,,,. I, Lira& t4) TOWNHOMES *r r: a fp2 BEDROOM 00 ei ellP11%.70 fi''' o'l it 14 till A #4,, a fa .,,: '. S ,,,,G.,.., :it 01, ..... 4ft A a Ths la A 01 "4- - 41L-- lire. 4.... I / (3) TOWNHOMES PLAYGROUND 2 BEDROOM LEGEND S Approximate Location of Standard Penetration m Test(SPT)Boring 0 m A Approximate Location of Auger Boring R M Q Graphical Scale 0' 40' 80' (6) TOWNHOMES \ 3 BEDROOM (4)TOWNHOMES I VII' `IMr� 2 BEDROOM \ - ,� + ' �'0 0 VA 0A� 'r�.'/ 10 eI.,, 4 isL �0� �' , ► B3 gill) � ` elf 410 , � S i` � �rr t ,0 ❑A3 ( MI. w � �� +` ,•l �t O ff1ell , to.40. 4•y,c_illsol� ►� • to iii 0.f...bitti, -.moi < Pc '41 11 i'lweli,1,,..I...- iritia dvi .:v - tib illit: III AMENITIES A4 �- A - i4. �� AA! (6)TOWNHOMES ilD 7,17? BEDROOM alb vii 011 till. 0111101amoi. ...i. y.• 'Era Iniair yam,. ear i/ ECI Ellis a Associates IIIC. Field Exploration Plan Geotechnical INMaterials Testing ■ Environmental Atlantic Beach Property Integrated Engineering Services EB:998 Atlantic Beach, Florida 7064 Davis Creek Road Jacksonville,FL 32256 4 p:904-880-0960 1:904-880-0970 email:ellis@ellisassoc.com Serving the Southeast since 1970. Date: 10/26/15 Project No.: 3719-0019 Figure 2 Offices: Jacksonville.FL-Brunswick.GA EIHs&Associates . Geotechnical ■ Materials Testing ■ Environmental is 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 EIIis&Associates Inc. Geotechnical ■ Materials Testing • Environmental ■ CEI Integrated Engineering Services since 1970 October 26, 2015 Tribridge Residential Construction, LLC 1575 Northside Drive Building 100, Suite 200 Atlanta, Georgia 30318 Attention: William Norris Reference: Report of Geotechnical Exploration Atlantic Beach Property Duval County, Florida E&A Project No. 3719-0019 Dear Mr.Norris: Ellis&Associates,Inc. has completed the requested geotechnical exploration in general accordance with our proposal dated October 12,2015.The exploration was performed to evaluate the general subsurface conditions within the proposed building and parking/drive areas and to provide recommendations for site preparation, foundation support and pavement design. We appreciate the opportunity to be your geotechnical consultant on this phase of the project and look forward to providing the materials testing and observation that will be required during the construction phase. If you have any questions, or if we may be of any further service, please contact us. Very truly yours, ELLIS&ASSOCIATES, INC. Digitally signed by Robert W Clark DN:c=US,o=ldenTrust ACES Business Robert W.Clark,P.E. Representative,ou=ELUS AND Sr.Geotedtnical Engineer ASSOCIATES,Cn=Roberl W Clark Registered,Florida No.52210 0.92342.19200300.100.1.1=A01091300 000014D0050848A000015FB Date:2015.10.2614:24:39-0400' Robert W. Clark, P.E. Joey Broussard, P.E. Senior Project Engineer Director of Geotechnical Services Registered, Florida No. 52210 Registered, Florida No. 58233 Distribution: Mr. William Norris—Tribridge Residential 1 pdf 7064 Davis Creek Road,Jacksonville, FL 32256• Phone: (904)880-0960&(800)273-0960/Fax: (904)880-0970 Offices:Jacksonville, FL, Daytona, FL,and Brunswick, GA www.ellisassoc.com EIIis&Associateskic. Atlantic Beach Property TABLE OF CONTENTS Subject Page No. 1.0 PROJECT INFORMATION 1 1.1 Site Location and Project Description 1 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 General 2 5.2 Foundation Design Recommendations 3 5.3 Pavement Considerations 4 6.0 SITE PREPARATION AND EARTHWORK RECOMMENDATIONS 5 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 7 8.0 REPORT LIMITATIONS 7 FIGURES Figure 1 Site Location Plan Figure 2 Field Exploration Plan Figure 3 &4 Generalized Subsurface Profiles APPENDICES Appendix A Soil Boring Logs Field Exploration Procedures Key to Soil Classification 3719-0019 i October 26,2015 EAEIIis&Associates bC. Atlantic Beach Property 1.0 PROJECT INFORMATION 1.1 Site Location and Project Description The project site is located at the northwest corner 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 1 October 26.2015 & EIIis&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 USCS(1) 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 Very Soft sandy 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 EllissiAssociatesint 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 stormwater 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 i Ellis&Associates inc. 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)Type S asphaltic concrete having a minimum Marshall Stability of 1,500 lbs.Specific requirements for Type S 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 • & EllisaAssociateut Atlantic Beach Property 5.3.3 Underdrains 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 subgrade 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 of the 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 of 2 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 Ellis&Associates Inc. 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 fine 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 density 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 EIIis&Associatesinc. Atlantic Beach Property 6.6 Pavement Areas 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 of building 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 .....: ,.. ,..: , . i , . 20th St +. Sgt/ St/ Toll Brothers At Atlantic (a\ . t A) Beach Country Club N r tior 1",,,(:"" t toz n� t c, ;`..D. .0 e, o F Q S.', ^ fTt 2 a �. -- -St k co Bayo St Island Rd N' 's..,:. / / - \r - si ro Levy Rd 11th St ! vor 4 t N - .s., Atlantic E3e ,v so Q ,l , Plaza �Jtrt 7th St 4/ W 9th St rO KO A 4' Approximate St o 03 'fl c 2 Co Site Location c F` Q a v :1-.. --7'';--"T"—jl::k 0 N._ -1---- . 1 i ,� • --'73. —.. . Fyo;;Q,a Bay,St Al A 1 e/La O Forest Ave Intr ,� 5 ci c a. iNept l N a tl'. T EA Ellis & Associates inc. Site Location Plan I di,,..—...s. .; cr, Atlantic Beach Property Z; Geotechnical • Materials Testing ■ Environmental 1 i rn Integrated Engineering Services EB:998 Atlantic Beach,Florida \._-1 n 7064 Davis Creek Road Jacksonville,FL 32256 p:904-880-0960 f:904-880-0970 email:ellis@ellisassoc.com Q Serving the Southeast since 1970. Date: 10/26/15 I Project No.: 3719-0019 Figure 1 Offices: Jacksonville,FL-Brunswick,GA APPENDIX A SOIL BORING LOGS FIELD EXPLORATION PROCEDURES KEY TO SOIL CLASSIFICATION EA EIIis&Associates hc. Project No.: 3719-0019 Boring No.: B1 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-X Casing Size: Length of Casing: Groundwater Depth: 2.9 ft Time: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 v SHEAR STRENGTH Z z Z 1 f' pp (ksf) t O 111 W a m 4-� N W H E Q Uo°Cc urtrbed Sample Ww 3 Q d N V U)Z 1 gockete 88netrome ter a a DESCRIPTION , > z 1_ z 8 NNa g 0 5 V T0"�fle 2 d m z W a V C a O • Unconfined Compression N p y m CC W Z 0 0 ® Triapal Compression a a (%) 0 10 20 30 40 0 1 2 J - 0 Topsoil With Concrete Debris I 3 - VERY LOOSE Dark Brown Fine SAND,Trace 1 - - 1 _ Small Roots(SP) 1 2 - I - - - VERY LOOSE to LOOSE Dark Brown Fine SAND - and Trash(Plastic&Wood)(SP) > I _ - I 2 - 2 - - 2 — - 2 - - 3 – 5 3 5 – 4 - - - MEDIUM DENSE Medium Brown Fine SAND 4 - (SP) 6 - - - 6 12 6 - - - 4 - - - MEDIUM DENSE Gray Fine SAND(SP) 4 - - 5 _ 6 10 - - 8 - - - 10 1 -- N _ 5 - - 0 6 - 5 - c? – 6 11 - - F - 15 — a - - o – w 0 J J W – - - a _ o – — oi • - 3 - - o – 4 Z 5 9 - - m20 Boring Terminated @ 20 ft. o Remarks 0 0 J EIIis&Associates MC. Project No.: 3719-0019 Boring No.: B2 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-X Casing Size: Length of Casing: Groundwater Depth: 2.8 ft Time: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 SHEAR STRENGTH v W z Z zW F Wit— (ksf) O W Q to Z t ocket Pene(rpmeter CI ro ,< y> J }W z 0 socket dBSample ter nJ a DESCRIPTION y j Z Z N y� 2 0 5 V Torvane 2 a 2 3 Z W Q U O ,, i a • Unconfined Compression N o Q O U2 p N m W W Z o c Q E Triamal Compression CI a ( ) 0 10 20 30 40 0 1 2 0 _ t . _ Topsoilili L 1 _ _ - VERY LOOSE Dark Brown Fine SAND(SP) 1 - - 1 — 1 2 2 - - - VERY LOOSE Dark Brown Fine SAND With Silt1 --- _ and Trash(Plastic)(SP) Y 1 _ _ 2 — . 1 2 — VERY LOOSE Dark Brown Silty Fine SAND With 1/12" -. Trash(Plastic)(SM) _- 3 —- 5 1 1 - 1 -- - — — WOH/6' — 1/9" - - 1 — 1/9" 1/9" — VERY LOOSE Gray Silty Fine SAND With Clay WVOH/24" _ (SM) _ _ 5 — WOH/24" — 10 1 — — MEDIUM DENSE Medium Gray Fine SAND(SP) ::::: o - I- 6 —csi 5 _ _ 0 — 6 11 -- - w - 15 1 — o — N co W _ - - a 0 n — co _om 20 Boring Terminated @ 20 ft. o Remarks ci 0 EA [Ihs&Associates . Project No.: 3719-0019 Boring No.: B3 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-X Casing Size: Length of Casing: ' Groundwater Depth: 2.8 ft Time: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 ISHEAR STRENGTH v 1_ W (ksf) t O Ili W a CD Z LU <.. y._ , 1 W i' 0 PUoocket Proed tS�oammple W u' W p o_ d y V 0 Z J Q, grttuerb tleggample ter Ja a DESCRIPTION y zuj z$ g oo 5 v Tonne 2 a 2 Z W Q W j d • Unconfined Compression U) V O a J Q W N m W W Z O O E1 Triaxial Compression a a (i) 0 10 20 30 40 0 1 2 0 . . . , . - Topsoil LI 1 - - - VERY LOOSE Brown Fine SAND(SP) 1 - - 1 _ 2 3 - - - LOOSE Brown Fine SAND With Trash(Wood& 1/12" Glass)(SP) :::::; - - 2 - 1/12" 1/12" 1/12" - - 3 _ 5 1/12" 1/12" - LOOSE Gray Clayey Fine SAND(SC) %. : 2 - - - 4 - - 4 - 3 7 2 - - VERY SOFT Gray Sandy CLAY With Silt(CH) %` OH/24" 5 — WOH/24" - 10 LOOSE to MEDIUM DENSE Gray Brown Fine - - - SAND(SP) • —' N 2 _ _ O — 0 6 - . 2 c9 4 6 - - • w - 15 — 0 v, y _ _ J _, W - - - Oi - 4 - - — o 7 4 - - z :.::::.:::: 6 10 m20 Boring Terminated @ 20 ft. LO" Remarks 0 0 J Di [Ihs&Associates . Project No.: 3719-0019 Boring No.: B4 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-X Casing Size: Length of Casing: Groundwater Depth: 2 ft Tune: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 v SHEAR STRENGTH W z z z Wce (ksf)r ` Z W O"'� N W H W i ® U srgren sampler Z tL LI; W 7 Oce a.- U N Z J ak DisurettepdeSample ter a. a a DESCRIPTION > 1-F z$ 2° V Torvane NWW H O Z V E 0 O a Unconfined Compression CO W W Z O O E Triapat Compression a. a Ili (%) 0 10 20 30 40 0 1 2 - 0 TopsoilIII=1 1/12" -Ir - LOOSE Brown Fine SAND(SP) _ _ I _ :::•::::: 1 I - 3 _ _ 6 - - - LOOSE Brown Fine SAND With Trash(Wood) 2 - - (SP) 2 4 — - 4 5 — 4 -- - 3 -- 5 MEDIUM DENSE to LOOSE Medium Brown Fine 5 9 - SAND With Trash(Paper&Plastic)(SP) 5 - - 1 — - : 3 _ 4 : viEIIis&Associates . Project No.: 3719-0019 Boring No.: B5 LOG OF BORING Sheet Project: Atlantic Beach Property _ Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-Xof 1 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 SHEAR STRENGTH U W Z Z W H H (ksf) O W W Q J tl) 2 ,w Z ~ Pocket Pene`rometer Z W a, m w Q N W J F F li e' Undisturbed Sample J LL W W 2 O- d H V N Z J P' DistuPocket tted Penetrometer a DESCRIPTION zuj Z co ~ E o 0- H 8 fn U 0 Torvdne Q W Q 0 Z w< W O a Q • Unconfined Compression to o U) J ce It CO W W 0 (� Tr awal Compression n. a (%) 0 10 20 30 40 0 1 2 —- 0 Topsoil � - - - ��1 1 - VERY LOOSE Dark Brown Fine SAND,Trace 1 - 1 - Organic Fines(SP) 1 2 - 2 - - - LOOSE Brown Fine SAND With Trash(Glass) Y:: 1 (SP) 1 - - 2 -_ 2 3 _ - 2 - - 1 1 - - 3 -- 5 2 3 - - - 5 - - - LOOSE Brown Fine SAND With Trash(Paper) 2 (SP) • • 2 - - 4 — -_ 3 5 - - 5 - _ - LOOSE Medium Brown Fine SAND(SP) 4 3 - - - 5 8 6 _ - - 10 — - LOOSE to MEDIUM DENSE Medium Gray Brown Fine SAND(SP) - - N — tp - N 1 -- - I- 6 - 2 O - 0 — 2 4 - - w - 15 a _ v o rn -, rn - co J W a - a -- _ 2 -- - r, , 7 - 4 — o — 20 7 11 . . , , m Boring Terminated @ 20 ft. o Remarks (9 0 J a Bil [IIis&Associates IOC. Project No.: 3719-0019 Boring No.: B6 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: AWJ Drill Mud: Super Gel-X 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 v SHEAR STRENGTH Ili z z z ~ f- (ksf) Ci W d - Q J a I Z 1— M ocket Penetrometer t7 y J H w M C Undisturbed Sample W LL W - <N t_) N z J f DPocket o kebeden mpie ter -I _ J DESCRIPTION a W w o o 0 0 O. d 0) > /—H Z ca N E U V Torsos Cl. 2 3 Z wQ w`" g O • NQ O U M V O 11 J Unconfined Compression fn J te CL Z 0 O E Tnax:al Compression CO W 'w (%) d d 0 10 20 30 40 0 1 2 - 0 Topsoil I-1 1 - — —I 11- - LOOSE Brown and Orange Fine SAND With Trash I - - l - (Glass)(SP) — _ 2 3 - - - 2 - - - LOOSE Brown Fine SAND,Trace Small Roots(SP) 3 2 - y:.:_:.:•:2 3 - 2 - - 2 - LOOSE to MEDIUM DENSE Medium Brown Fine 2 - - 3 - 5 SAND(SP) 4 6 6 - - 3 -- 4 . 5 — 5 10 - - 5 - - - MEDIUM DENSE Medium Brown Fine SAND 4 With Silt(SP-SM) 111:1 1: 5 __ 5 - — - I I • 6 11 _ -1- 0 - MEDIUM DENSE Medium Gray Brown Fine - - u - SAND(SP) — _ 2 - - - - 0 6 5 c? 4 9 - - w - 15 a - U _ o U) — rn - _ - ¢ - wJ - J — W _ - - — a o - - 3 7 - 5 Z - - - 7 12 Fe 20 Boring Terminated @ 20 ft. o Remarks 0 0 J El [IIis&Associates . Project No.: 3719-0019 Boring No.: Al LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: Casing Size: Length of Casing: Groundwater Depth: 4 ft Time: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 v SHEAR STRENGTH z z z - w►- (ksf) F- w v7 Q y W O Z ~ Pocket Penetrometer Z W 't7 J y W .. H 2 Undisturbed Sample W tL W O a' d y V N Z J e D stuerb deneiro a ter ii2 1- a DESCRIPTION N > z i_ z g N E ov 5 'V Torvane a a I Z W a W v • Unconfined Compression <n 0 N COW W rt Z O O ® Triapal Compression / a a (%) 0 10 20 30 40 0 1 2 0 - - Topsoil IIIA LI _ _ - - Dark Brown Fine SAND,Trace Small Roots(SP) - - 1 Brown Fine SAND With Silt(SP-SM) I"'i - - 2 - - Brown Fine SAND,Some Small Roots(SP) - - 3 - 5 - - Brown Fine SAND(SP) 4 -- 10 - Boring Terminated @ 10 ft. N 0_ _ I- — — - — — - - w - 15 - g - - - U _ _ _ O to v) - - - - a - - _ J J — W _ _ — _ a - - of 0o _ _ - - - - z - _ o20 - , - . . . , . ' m b Remarks 0 0 J Ey.ii EIIis&Associates . Project No.: 3719-0019 Boring No.: A2 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: Casing Size: Length of Casing: Groundwater Depth: 2.7 ft Time: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 SHEAR STRENGTH U z Z z F= r- p tu (ksf)tr Z W a C7. N W ~tu -i 0 Mi tuPrtied Sampler Z tL W 1 3 0O 2 d U) U (1)Z J e s slut P Sample ter a Fx a DESCRIPTION N j j z}- z N I.- 2 ov 5 V Torvane Q W Q O Z U U O ° • Unconfined Compression N rn y m re W2 Q Q ® Triapal Compression ( / a a 0 10 20 30 40 0 1 2 Topsoil IIII - - I — Dark Brown Fine SAND(SP) - - Brown Fine SAND With Silt(SP-SM) - - 2 - - :l.l.l.1. - - Brown Fine SAND(SP) 3 - - 5 — - - - Boring Terminated @ 6 ft. , - 10 - -- I- - - - 0 _ _ - C� — — - - w — 15 - — o - - - - u) — u) _ _ - - a - - 0 - _ - - J J - W - - - - -, - _ - O. — — - oi 0 20 - • 1 - , , , , , , m o Remarks c, 0 J E.41 EIIis&Associates . Project No.: 3719-0019 Boring No.: A3 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: Casing Size: Length of Casing: Groundwater Depth: 3.7 ft Time: Drilling Date: 10/22/15 Boring Begun: 10/22/15 Boring Completed: 10/22/15 v SHEAR STRENGTH z z z ( ksf) W J N> F a UndfiedSm ler g cketadntropeter p nn 0 aDESCRIPTION o yg> 5 v TorvaneN Wa 2 Z v • Unconfined Compression N _J Q' Q W Q m WE W ceZ O Q co , Q ® Triabal Compression 0 — a. a- 0 10 (0' 30 40 0 1 2 - Topsoil IIII _ - — Dark Brown Fine SAND With Silt(SP-SM) - - 1 —- - Dark Brown Silty Fine SAND(SM) • - - • 2 H3 - — 5 - -- — Medium Brown Fine SAND(SP) - - 3 • • • -- 10 - Boring Terminated @ 10 ft. - - - - — _ - - w — 15 — a — — - - U _ _ - - o CO co — _ - - - - m - _ - - - -. J W - - - - - - - - o_ z _- _ - - O 20 — m L6- Remarks 0 J Di EIIis&Associates . Project No.: 3719-0019 Boring No.: A4 LOG OF BORING Sheet 1 of 1 Project: Atlantic Beach Property Client: Tribridge Residential Construction LLC Drill Rig: Automatic Hammer Driller: B.Truitt Boring Location: See Field Exploration Plan Drill Rod: Flight Auger Drill Mud: 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 SHEAR STRENGTH z z Z H W►- (kSf)`r t O W su fO ce J y Lu W o ?H g 0 Und stuPrbed sample Z W Or • 0 Q Q— V V)Z pocket Penetrometer W t+ W O d N Disturbed Sample a = DESCRIPTION N > t-F H$ N 2° V Torvane 2 O~. a Z W Q W N 5 g • Unconfined Compression ILI y N 0 OJ 0 2 0 Z Q Q ® Triapal Compression CO d d (%) 0 10 20 30 40 0 1 2 1 - Topsoil -- - - , - - Brown Fine SAND With Trash(Plastic)(SP) - - I::::::: - - - - Brown Fine SAND With Silt,Trace Small Roots - - _ (SP-SM) — - 5 H - - Boring Terminated @ 6 ft. - - - 10- - — o -- - - O - - W - 15 - - - Co - - a - - N _ _ - - J — tu W - _ - -^ 2_ O -- - — — z _ - - 0 20 - , , . , , , m o Remarks S • J Ellis&Associates. FIELD EXPLORATION PROCEDURES Standard Penetration Test (SPT) Borings 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 '/2 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 augering 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. H • Ellis&AssociatesInc. KEY TO SOIL CLASSIFICATION Description of Compactness or Consistency in Relation To Standard Penetration Resistance Granular Materials Silts and Clays Relative Safety Hammer Automatic Hammer Safety Hammer Automatic Density SPT N-Value SPT N-Value Consistency SPT N-Value Hammer SPT N- (Blow/Foot) (Blow/Foot) (Blow/Foot) Value(Blow/Foot) Very Loose Less than 4 Less than 3 Very Soft Less than 2 Less than 1 Loose 4- 10 3-8 Soft 2 4 1 -3 Firm 4-8 3-6 Medium Dense 10—30 8—24 Stiff 8— 15 6— 12 Dense 30—50 24—40 Very Stiff 15—30 12—24 Very Dense Greater than 50 Greater than 40 Hard Greater than 30 Greater than 24 DESCRIPTION OF SOIL COMPOSITION** (Unified Soil Classification System) Group LABORATORY CLASSIFICATION CRITERIA - MAJOR DIVISION Symbol FINER THAN SUPPLEMENTARY SOIL DESCRIPTION 200 SIEVE% REQUIREMENTS GW <5. s D60/010 greater than 4 Well graded gravels,sandy gravels Dao /(D60 x D10)between 1 &3 Gravelly soils (over half ofGP <5* Not meeting above gradation Gap graded or uniform gravels,sandy coarse fractionfor GW 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 <5* D60/D,o greater than 6 Well graded sands,gravelly sands than No. D302//(D60 x D10)between 1 &3 - 200 sieve) Sandy soils(over half of coarse SP <5* Not meeting above gradation Gap graded or uniform sands,gravelly fraction finer than requirements sands No.4) SM >12* PI less than 4 or below A-line Silty sands,silty gravelly sands SC >12* PI over 7 and above A-line Clayey sands,clayey gravelly sands Silts,very fine sands,silty or clayey fine Low ML Plasticity chart sands.micaceous silts compressibility Fine (liquid limit less CL Plasticity chart Low plasticity clays,sandy or silty clays grained than 50) (over 50% OL Plasticity chart,organic odor or color Organic silts and clays of low plasticity • by weight finer than Micaceous silts,diatomaceous silts, No.200 High MH Plasticity chart volcanic ash - sieve) compressibility (liquid limit more CH Plasticity chart Highly plastic clays and sandy clays than 50) OH Plasticity chart,organic odor or color Organic silts and clays of high plasticity Soils with fibrous organic matter PT Fibrous organic matter;will char,burn or glow Peat,sandy peals,and clayey peat * 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 SILT/CLAY DESCRIPTION MODIFIERS ORGANIC MATERIAL MODIFIERS MODIFIERS Sand/Gravel Modifier Organic Content Modifier Silt/Clay Content Modifier Content Trace 1%to 2% Trace <5% Trace <15% Few 2%to 4% With 5%to12% With 15%to 29% Some 4%to 8% Silty/Clayey 13%to 35% Sandy/Gravelly >29% Many >8% Very >35% PREPARED BY AND AFTER RECORDING,RETURN TO: Eric R.Wilensky,Esq. Nelson Mullins Riley&Scarborough LLP 201 17th St,NW, Suite 1700 Atlanta,GA 30363 TEMPORARY CONSTRUCTION EASEMENT AND RESTRICTIVE COVENANT AGREEMENT THIS TEMPORARY CONSTRUCTION EASEMENT AND RESTRICTIVE COVENANT AGREEMENT (this "Agreement") made as of the _ day of , 20_ (the "Effective Date") by and between TBR AQUATIC OWNER, LLC, a Delaware limited liability company ("Apartment Owner"), and SUNRISE COMMUNITY EVANGELICAL FREE CHURCH,INC., a Florida not for profit corporation (the"Church"). WITNESSETH: WHEREAS,the Church owns certain real property located in the City of Atlantic Beach, Duval County, Florida as more particularly described on Exhibit A attached hereto and incorporated herein by reference(the"Church Property"); WHEREAS,Apartment Owner owns certain real property located in the City of Atlantic Beach,Duval County,Florida and more particularly described on Exhibit B attached hereto and incorporated herein by reference(the"Apartment Property"); WHEREAS, the Church desires to grant to Apartment Owner a temporary construction easement over that portion of the Church Property shown on the plat attached hereto as Exhibit C (the "Easement Area") in order to construct certain sidewalk and utility improvements serving the Apartment Property;and WHEREAS, the Apartment Owner desires to place certain restrictive covenants on the Apartment Property on behalf of the Church. NOW, THEREFORE, in consideration of the mutual covenants herein contained, the parties hereby covenant and agree to and with each other as follows: 1. Temporary Construction Easement. The Church hereby grants and conveys to Apartment Owner, its employees, agents, licensees, guests, and contractors, a temporary, non- exclusive easement (the "Temporary Construction Easement") on, over, across, in and through the Easement Area for purposes of accessing, staging and constructing a sidewalk (which as constructed will lie entirely on the Apartment Property) (the "Sidewalk") as well as a water utility line running from the Apartment Property to an existing public water utility line within the Easement Area(which upon completion the Apartment Owner and the Church agree will be dedicated to the City of Atlantic Beach, Florida) (the "Water Utility Line", the Water Utility Line and the Sidewalk to hereinafter collectively be referred to as the "Improvements"). The Temporary Construction Easement shall include, without limitation, the right of vehicular and pedestrian ingress, egress and regress for the movement of building materials and equipment needed for such construction activities. Prior the expiration of the Temporary Construction Easement, the Apartment Owner shall restore the Easement Area to substantially the condition the Easement Area existed in prior to Apartment Owner performing the work authorized herein. Apartment Owner also agrees that it shall indemnify and hold the Church harmless against all claims of liens on the Church Property which arise from Apartment Owner's, its agents, contractors or employees, use of the Temporary Construction Easement, or any damage or destruction to the Church Property caused by Apartment Owner, its agents, contractors or employees, as a result of its use of the Temporary Construction Easement. The Temporary Construction Easement shall automatically terminate upon the earlier of: (a) completion of construction of the Improvements and dedication of the Water Utility Line to the City of Atlantic Beach,Florida,or(b)the date which is twenty-four(24)months from the date hereof. 2. Notification. Apartment Owner shall give five (5) days written notice to the Church in advance of performing any construction work within the Easement Area. In addition, Apartment Owner will make available to the Church a contact person seven (7) days a week to take the call from the Church for any issues that arise during the term of the Temporary Construction Easement. The initial contact person shall be William Norris, who can be reached at(404)367-6523. 3. No Sunday Work; Church Activities. On Sundays, Apartment Owner agrees that, during the term of the Temporary Construction Easement, it shall not perform,nor permit any of its agents, contractors or employees to perform , any construction work on the Church Property which has otherwise been authorized under this Agreement. Apartment Owner also agrees to make good faith efforts to minimize any impact on the activities of the Church on the Church Property during the term of the Temporary Construction Easement and shall take no actions which will restrain or otherwise prevent the Church from engaging in any indoor activities at any time or from engaging in any outdoor gatherings outside of the Easement Area from 8:00 am to 11:00 pm. 4. Construction. Apartment Owner shall, at its sole cost and expense, construct and complete the Improvements. Such construction shall be performed and completed in a good and workmanlike manner, and pursuant to all permits, authorizations and approvals as may be required by the applicable governmental authorities. 2 5. Post-Construction Maintenance, Repair and Operation. The Apartment Owner shall be responsible for the maintenance, repair and operation of the Sidewalk after completion of the construction thereof. The Apartment Owner and the Church acknowledge and agree that, upon dedication of the Water Utility Line, the City of Atlantic Beach, Florida shall be responsible for the maintenance, repair and operation of the Water Utility Line after completion thereof. 6. Restrictive Covenant; Other Agreements. The Apartment Owner covenants and agrees that the area of the Apartment Property which extends fifty (50) feet south from the northern boundary line of the Apartment Property (the "Restrictive Covenant Area") shall not have a dumpster placed within it or otherwise be used for the permanent storage of maintenance or other utility items (other than maintenance or utility items which may be stored within or outside a dwelling and are the personal property of the occupant thereof). The Apartment Owner also agrees to construct and maintain a privacy fence,of material and design to be selected by the Apartment Owner in its sole and absolute discretion,that runs along(but not necessarily on) the northern boundary of the Apartment Property. The Apartment Owner further agrees to maintain a vegetation screening buffer, the species, spacing and design of which shall be selected by the Apartment Owner in its sole and absolute discretion, between any improvements on the Apartment Property and the Church Property. The provisions of this Section 6 shall survive the termination of the Temporary Constructive Easement. 7. Duration; Running with the Land. Except as otherwise set forth herein, the provisions of this Agreement shall run with arid bind title to both the Church Property and the Apartment Property and shall remain in effect perpetually to the extent permitted by applicable law. 8. Curative Rights in the Event of a Default. In the event that either party fails to perform any obligation it is required to perform under this Agreement, the non-defaulting party shall deliver notice of such failure to the defaulting party. Upon the receipt of such notice, the defaulting party shall have fifteen (15)days to perform the relevant obligation. 9. Indemnity. Apartment Owner shall indemnify, defend, and save harmless the Church from and against any and all third party claims, suits,demands, actions, fines, damages, liabilities, costs and expenses suffered or incurred by the Church which results directly from any of the Apartment Owner's activities on the Church Property,except to the extent that such claims arise from the gross negligence or willful misconduct of the Church. 10. Miscellaneous. (a) Governing Law. This Agreement shall be construed and interpreted under the laws of the State of Florida. (b) No Partnership or Joint Venture. This Agreement does not create an association, partnership,joint venture or a principal and agency relationship between the parties hereto. 3 (c) Cumulative Rights:No Waiver. Except as otherwise expressly set forth in this Agreement, all rights, powers and privileges conferred hereunder upon the parties are cumulative but not restricted to those given by law. No failure of any party to exercise any power given such party hereunder or to insist upon strict compliance by any other party to its obligations hereunder,and no custom or practice of the parties in variance with the terms hereof, constitutes a waiver of any party's right to demand exact compliance with the terms hereof. (d) Severability. Wherever possible, each provision of this Agreement will be interpreted in such manner as to be effective and valid under applicable law,but if any provision of this Agreement shall be prohibited by or invalid under such law, such provision is ineffective to the extent of such prohibition or invalidity, without invalidating the remainder of such provision or the remaining provisions of this Agreement. (e) Amendments. Neither this Agreement nor any provision hereof may be changed, waived, discharged, modified, or terminated orally, but only by an instrument in writing signed by the party against whom enforcement of the change, waiver, discharge, modification, or termination is sought. (f) Notices. Any written notices required to be provided hereunder shall be deemed delivered and received (a) as of the date of hand delivery; (b) as of the date that is one (1) day following the deposit of such notice with a reputable national courier service for overnight delivery; or (c) as of the date of such notice's transmission via electronic mail or facsimile (with a hard copy of such notice to be sent by one of the other methods set forth in (a) or(b)above): /, Church: Sinvt&t ernmwn.12 audvin 2611ac�wcD- i 11fG4n11c t'�tv•h,1'L 32a?> Attention: Se,,,,Ar KWh)r Email: Sunnsear/wi.iAe sicrg �ay.O With a copy to: AJ4 vJ Attention: Email: Apartment Owner: c/o TriBridge Residential,LLC 1575 Northside Drive NW Suite 200,Building 100 Atlanta,Georgia 30318 Attention: Steven Broome Email: steveb@tribridgeres.com 4 TBR Aquatic Owner,LLC c/o TriBridge Residential, LLC 1575 Northside Drive NW Suite 200,Building 100 Atlanta, Georgia 30318 Attention: Katherine Mosley Email: katherinem@t,ribridgeres.com With a copy to: Nelson Mullins Riley&Scarborough LLP 201 17th Street NW,Suite 1700 Atlanta,Georgia 30363 Attn: Eric Wilensky Email: eric.wilensky@nelsonmullins.com Or such other address as may be provided to the other party in writing. (g) Further Assurances. The parties to this Agreement agree to cooperate with one another in executing any additional documents or agreements necessary to carry out the covenants contained in this Agreement. (h) Counterparts. This Agreement may be signed in counterparts which,when assembled,constitute one agreement. 5 IN WITNESS WHEREOF, each of the parties hereto has caused these presents to be signed by its respective duly authorized officer or representative, and its seal to be affixed hereto, as of the day,month and year first above stated. WITNESSES: APARTMENT OWNER: TBR AQUATIC OWNER,LLC .r l� a Delaware limited liability company rint Name: Kevw‘ K ,\ By: �/ , /IAA 'rint Name: ( t.ueon Weicas wta, Name: o • Title: : - r•r\CLk1) STATE OF i.J-Cv'r c a-- ) )SS: COUNTY OF Coo 6 ) I HEREBY CERTIFY that the foregoing instrument was acknowledgN and executed before this A day of. Pc p r i 1 , 2011, by rk- W4.4--, as of �g r.��a-�( of Tu. A$uakiC d wr n w, LLC, a Delaware limited liability company, on behalf of said limited liability company. He is personall known to me or has produced as identification. Notary Public, State of 6.t-a-,5 Printed Name: VP-41,i a. act e/r S My commission expires: [Notary Seal] � G1DDFNs • p 1U218 `_ OOO pUC5‘)C1cP [EXECUTION CONTINUES ON THE FOLLOWING PAGE] �COUNT�' 6 WITNESSES: CHURCH: SUNRISE COMMUNITY EVANGELICAL FREE �- CHURCH,INC., a Florida not for profit corporation Print Name: 141?-r"14i1(1.' int t h^ Ork -lit �� BY: 9/ nae Nam—e: / vyl A o.Ann0 Title: 1°� �Sr+ STATE OF fi 6\44 ) ) SS: COUNTY OF Sfi:AkAs ) I HEREBY CERTIFY that the foregoing instrument was acknowledged and executed before this 5 " day of Or , 2011._by as Wes i i2c,-d'-------.of Sunrise Community Evangelical Free Church, Inc., a Ft..ij.�.p,.,,iTf eh liwk,k,,, on behalf of eibritibo He is personally known to me or has produced as identification. • 4. Notary Public, '411P-,of n Printed Name: 0 tiet 4 . •Jou-) My commission expires: [Notary Seal] BEVERLY H.BIRTLEY NOTARY PUBLIC `r -STATE OF FLORIDA �' Comm*EE215704 Expires 10/1W2016 WITNESSES: CHURCH: SUNRISE COMMUNITY EVANGELICAL FREE i T^� CHURCH,INC., Print Name: Da vie) Irl r a Florida not for profit corporation � ,, - Print Name:Rccs, v, •k—bJc ,rs By: 91/4 i 2-t �� Name: mn �r�eter Title: re ,4c,44I— STATE OF 'f J h d- ) SI-, ) SS: COUNTY OF 1011 rS ) I HEREBY CERTIFY that the foregoing instrument was acknowledged and.executed before this day of , 20J p(by IVA.hergtzz..^, as (eStie.,..l' of Sunrise Community Evangelical Free Church, Inc., a Ft. nos f,„prop,{(silty-14i , on behalf of said eorrvitiiOn He is personally known to me or has produced as identification. Notary 'ublic, S of @evi 411 Printed Name: P Je/b A. r My commission expires: [Notary Seal] BEVERLY H.BIRTLEY ', NOTARY PUBLIC STATE OF FLORIDA ` '' Comm#EE215704 Expires 10/16/2016 7 Exhibit A Church Property TRACT 1,AQUATIC GARDENS,AS RECORDED IN PLAT BOOK 38,PAGES 71 AND 71A OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY,FLORIDA. 41 8 Exhibit B Apartment Property THAT CERTAIN PIECE, PARCEL OR TRACT OF LAND, SITUATE, LYING AND BEING A PART OF THE CASTRO Y. FERRER GRANT, SECTION 38,TOWNSHIP 2 SOUTH, RANGE 29 EAST, DUVAL COUNTY, FLORIDA,AND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THOSE CERTAIN LANDS SHOWN ON PLAT OF ROYAL PALMS ACRES,AS RECORDED IN PLAT BOOK 34, PAGE 92 OF THE CURRENT PUBLIC RECORDS OF SAID COUNTY;THENCE SOUTH 7° 16' 02" EAST ALONG THE WES I IRLY LINE OF THOSE CERTAIN LANDS DESCRIBED IN DEED, RECORDED IN OFFICIAL RECORD VOLUME 3248, PAGE 509 OF THE CURRENT PUBLIC RECORDS OF SAID COUNTY, 285.23 FEET TO THE SOUTHWEST CORNER THEREOF FOR A POINT OF BEGINNING; THENCE CONTINUING SOUTH 7° 16' 02" EAST AND ALONG THE WEST UNE OF THOSE CERTAIN LANDS DESCRIBED IN OFFICIAL RECORD VOLUME 2479, PAGE 717 OF SAID PUBLIC RECORDS, 525.88 FEET TO A POINT SITUATE IN THE NORTHERLY RIGHT OF WAY LINE OF ATLANTIC BOULEVARD (100-FOOT RIGHT OF WAY AS NOW ESTABLISHED);THENCE NORTH 89° 18' 38" EAST ALONG SAID NORTHERLY RIGHT OF WAY LINE OF ATLANTIC BOULEVARD, 152.25 FEET TO ITS INTERSECTION WITH THE WESTERLY RIGHT OF WAY LINE OF AQUATIC DRIVE(A 60-FOOT RIGHT OF WAY AS NOW ESTABLISHED); THENCE NORTH 7° 16' 02"WEST ALONG SAID WESTERLY RIGHT OF WAY UNE OF AQUATIC DRIVE, 133.38 FEET TO AN ANGLE POINT IN SAID WESTERLY RIGHT OF WAY UNE;THENCE CONTINUING ALONG SAID WESTERLY RIGHT OF WAY LINE OF AQUATIC DRIVE NORTH 11°42'30"WEST, 411.18 FEET TO A POINT SITUATE IN THE SOUTH LINE OF SAID LANDS DESCRIBED IN OFFICIAL RECORDS VOLUME 3248, PAGE 509, THENCE SOUTH 82°43' 58" WEST ALONG SAID LAST MENTIONED SOUTH UNE, 119.41 FEET TO THE POINT OF BEGINNING. 9 • Exhibit C Easement Area • 150.° ——PROPOSED UnUTY ` 1 ,\ —..- — EASEMENT FORAWATER 1 — _' CONNECTION/ ----'----- 4. i UCTION ' Q �.. EASEMENT :11r 1 1 1 CRETE SIDEWALK . ',' �^ a.1JACENT TO PROJECT TYA BOUND 4 . lb fegi /Ac: ' b4 ' INN1IMN1IMN11 _ I1 44 111° MATCHUNEI,SEEABOVE --- ) Doom CONSENT TO S'FORMWATER DETENTION POND EASEMENT AGREEMENT The undersigned (the "Church") hereby consents to that certain Stormwater Detention Pond Easement Agreement (the "Easement Agreement") dated , 20_. and recorded in Book ,Page ,Duval County, Florida real estate records, and agrees that, by execution hereof, neither TBR Aquatic Owner, LLC ("TBR") nor the City of Atlantic Beach ("COAB"), a corporate body politic, the grantee and grantor respectively under the Easement Agreement, nor their respective successors and/or assigns, shall,by virtue of the grant or exercise of the easements, rights and covenants set forth in the Easement Agreement, be in violation of the covenants,restrictions and easements contained in that certain Corrective Special Warranty Deed Including Covenants, Restrictions and Easements dated November 6, 2006 and recorded in Book 13659, Page 2484, Duval County, Florida real estate records (the "Corrective Special Warranty Deed"). Additionally, the Church hereby acknowledges and agrees that on February 22, 2016 it reviewed the plans, specifications and site plans for the expansion of the Stormwater Detention Pond (as defined in the Easement Agreement) to be performed by TBR and COAB and does hereby provide its approval of said plans,specifications and site plans to the extent the same is required under Section 9 of the Corrective Special Warranty Deed. TBR agrees to indemnify, defend, and save harmless the Church from and against any and all third party claims, suits, demands, actions, fines, damages, liabilities, costs and expenses suffered or incurred by the Church which results directly from the expansion of the Stormwater Detention Pond,except to the extent that such claims arise from the gross negligence or willful misconduct of the Church. [SIGNATURES OF CHURCH AND TBR ON FOLLOWING PAGES] IN WITNESS WHEREOF, the Church and TBR have caused this consent to be signed by its respective duly authorized officer or representative, and its seal to be affixed hereto, as of the day,month and year first above stated. WITNESSES: SUNRISE COMMUNITY EVANGELICAL FREE CHURCH, INC., a Florida not for jefFitit)' — Print Name: Par,d T. M:/(,,, profit corporation By: . 4 rint Name:bflCck Prtkmonde - Name: , 4.411 tk2aereC1.A. Title: Prtcecttn� STATE OF f1 D r i L _, ) ) SS: COUNTY OF YF-3-04-11-5 ) I HEREBY CERTIFY that the foregoing instrument was acknowledged and executed before this 5517 day of *f rI I ,201‘ by as 1(e5i .e. -,- of Sunrise Community Evangelical Free Church, Inc., a Florida not for profit corporation, on behalf of said corporation. He/she is personally known to me or has produced 4.het as identification. • is-lk 4 r Notary Public, fi of d ).9C t Printed Name: GJ-rte S�:if My commission expires: [Notary Seal] BEVERLY H.BIRTLEY NOTARY PUBLICSTATE OF FLORIDA � -•,Is ° Com#EE24b104 Expires 10/15!2018 [SIGNATURE OF TBR ON FOLLOWING PAGE] IN WITNESS WHEREOF, the Church and TBR have caused this consent to be signed by its respective duly authorized officer or representative, and its seal to be affixed hereto, as of the day, month and year first above stated. WITN SSES: SUNRISE COMMUNITY EVANGELICAL C � FREE CHURCH, INC., a Florida not for Print Name: profit corporation o' _L{Jl „; By: (Prim Name: �i1(,� `r - ' 7:AS Name: r►inn • e/soream Title: precut,vt f- STATE OF non ) COUNTY OF St,J 045 ) SS: I HEREBY CERT Y that the foregoingstrument was acknow dged and executed before this 'S day of ( I t , 20k by Ia&t} +' 2m.- , as lts;ki,t-- of Sunrise Community Evangelical Free Church, Inc., a Florida not for profit corporation, on behalf of said corporation. He/she is personally known to me or has produced as identification. / DC1 (t ,.% Notary Publi r+atef , Printed Name: f 2iu �►if y My commission expires: [Notary Seal] U A BEVERLY H.BIRTLEY �" NOTARY PUBLIC -STATE OF FLORIDA v�• Comm EE215704 • • Expires 10/15/2016 [SIGNATURE OF TBR ON FOLLOWING PAGE] WITNESSES: TBR: TBR AQUATIC OWNER,LLC a Delaware limited liability company P nt N e: )6vwv, Kz,%\r • By: 4A __ Print Name: t.>\ld tAki%v Name: Title: ;1 erect c STATE OF C ccs-n' a- ) ) SS: COUNTY OF Co b6 ) I HEREBY CERTIFY that the foregoing instrument was acknowledged and executed t� before this 2l S day of Pty�; , 20 l b by glae.rk _N e (!V}he��4 �sir , as s',",nti.4-o r 1 of ua Gyj((Nen/ , LLC, a Delaware limited liability company, on behalf of said limited liability company. He is person lv knmw _t0 me _ or has produced as identification. Notary Public, of la t e 0-- Printed Name: leo t- G total(. .S My commission expires: [Notary Seal] . V p, �' oTnGIDRyV s p(p 11123Ro16 k%otisUN-MG:/t.‘