Preliminary Geotechnical Engineering Report

Transcription

1 Preliminary Geotechnical Engineering Report Phases I and II BV-4B Dredged Material Management Area (DMMA) Brevard County, Florida December 8, 2014 Terracon Project No. HB Prepared for: Taylor Engineering, Inc. Jacksonville, Florida Prepared by: Dunkelberger Engineering & Testing, A Terracon Company Port St. Lucie, Florida

2 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Page 1.0 PROJECT & SITE DESCRIPTION PROPOSED CONSTRUCTION SCOPE OF WORK REVIEW OF AVAILABLE DATA USGS Topographic Map Brevard County Soil Conservation Survey Historical Aerial Review Nearby Well, Septic Tank and Pond Information Hydrological and Hydrogeological Data FIELD EXPLORATION PROGRAM AND METHODS Hand Auger Borings Standard Penetration Test (SPT) Borings Cone Penetration Test (CPT) Soundings Bulk Samples Deep Ground Piezometer (PZ-1) Intracoastal Waterway (ICWW) Vibracores GENERAL SUBSURFACE CONDITIONS Subsoil Conditions Groundwater Conditions LABORATORY TESTING PROGRAM: On-site Soils Index Properties Modified Proctor Compaction Limerock Bearing Ratio (LBR) Hydraulic Conductivity Triaxial Shear Strength Consolidation LABORATORY TESTING PROGRAM: DREDGED MATERIALS Index Properties Chloride Leachability Testing GROUNDWATER MODELING Initial Model Import and Set Up Calibration MODFLOW MT3D MT3D Model Simulation without Site Controls MT3D Model Simulation with Site Controls Ditch Control Drain Control Operational Controls Groundwater Monitoring System SUMMARY AND RECOMMENDATIONS GENERAL COMMENTS Responsive Resourceful Reliable i

3 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Sheet 1 Sheet 2 Sheet 3 Sheet 4 Sheet 5 Sheet 6 Sheets 7 to 12 Sheet 13 Sheet 14 Tables 1.1 to 1.2 Tables 2.1 to 2.3 Table 3 Table 4 Tables 5.1 to 5.2 Table 6 Table 7 Site Vicinity Map Topographic Vicinity Map U.S.D.A Soils Map Hydrological Data Inventory Existing Monitoring Well Location Plan Boring Location Plan Subsurface Profiles Vibracore Location Plan Proposed Monitoring Well Plan Summary of Index Property Results Summary of Gradation Results Summary of Modified Proctor Compaction Results Summary of Limerock Bearing Ratio (LBR) Results Summary of Hydraulic Conductivity Results Summary of Triaxial Shear Strength Results Summary of Consolidation Results APPENDIX A CONE PENETROMETER TEST (CPT) LOGS Exhibits A-1 to A-9 CPT Sounding Logs Exhibits A-10 to A-18 CPT Correlative Parameter Logs APPENDIX B LABORATORY TESTING REPORTS Exhibits B-1 to B-25 Sieve Analysis Exhibits B-26 to B-27 Hydrometer Analysis Exhibits B-28 to B-41 Hydraulic Conductivity Exhibits B-42 to B-47 Triaxial Shear Strength Exhibits B-48 to B-49 Consolidation APPENDIX C DREDGED MATERIAL LABORATORY RESULTS Exhibits C-1 to C-11 Sieve Analysis Exhibits C-12 to C-17 Leach Test Results Responsive Resourceful Reliable ii

4 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB APPENDIX D GROUNDWATER MODELING (CALIBRATION & OPERATIONAL RUNS) Exhibit D-1 MODFLOW Model Calibration - Layer 1 Exhibit D-2 MODFLOW Model Calibration - Layer 2 Exhibit D-3 MODFLOW Model Calibration - Layer 3 Exhibit D-4 MODFLOW Model Calibration - Layer 4 Exhibit D-5 MODFLOW Model Calibration - Layer 5 Exhibit D-6 MODFLOW Model Calibration - Layer 6 Exhibit D-7 MT3D Model Operational Runs - Layer 1 (10 Years) Exhibit D-8 MT3D Model Operational Runs - Layer 2 (10 Years) Exhibit D-9 MT3D Model Operational Runs - Layer 3 (10 Years) Exhibit D-10 MT3D Model Operational Runs - Layer 4 (10 Years) Exhibit D-11 MT3D Model Operational Runs - Layer 1 (20 Years) Exhibit D-12 MT3D Model Operational Runs - Layer 2 (20 Years) Exhibit D-13 MT3D Model Operational Runs - Layer 3 (20 Years) Exhibit D-14 MT3D Model Operational Runs - Layer 4 (20 Years) Exhibit D-15 MT3D Model Operational Runs - Layer 5 (20 Years) Exhibit D-16 MT3D Model Operational Runs - Layer 1 (30 Years) Exhibit D-17 MT3D Model Operational Runs - Layer 2 (30 Years) Exhibit D-18 MT3D Model Operational Runs - Layer 3 (30 Years) Exhibit D-19 MT3D Model Operational Runs - Layer 4 (30 Years) Exhibit D-20 MT3D Model Operational Runs - Layer 5 (30 Years) Exhibit D-21 MT3D Model Operational Runs - Layer 1 (40 Years) Exhibit D-22 MT3D Model Operational Runs - Layer 2 (40 Years) Exhibit D-23 MT3D Model Operational Runs - Layer 3 (40 Years) Exhibit D-24 MT3D Model Operational Runs - Layer 4 (40 Years) Exhibit D-25 MT3D Model Operational Runs - Layer 5 (40 Years) Exhibit D-26 MT3D Model Operational Runs - Layer 1 (50 Years) Exhibit D-27 MT3D Model Operational Runs - Layer 2 (50 Years) Exhibit D-28 MT3D Model Operational Runs - Layer 3 (50 Years) Exhibit D-29 MT3D Model Operational Runs - Layer 4 (50 Years) Exhibit D-30 MT3D Model Operational Runs - Layer 5 (50 Years) Exhibit D-31 MT3D Model Operational Runs - Layer 6 (50 Years) APPENDIX E GROUNDWATER MODELING (WITH DITCH CONTROLS) Exhibit E-1 MT3D Model Operational Runs - Layer 1 (10 Years) Exhibit E-2 MT3D Model Operational Runs - Layer 2 (10 Years) Exhibit E-3 MT3D Model Operational Runs - Layer 3 (10 Years) Exhibit E-4 MT3D Model Operational Runs - Layer 4 (10 Years) Exhibit E-5 MT3D Model Operational Runs - Layer 1 (20 Years) Exhibit E-6 MT3D Model Operational Runs - Layer 2 (20 Years) Exhibit E-7 MT3D Model Operational Runs - Layer 3 (20 Years) Exhibit E-8 MT3D Model Operational Runs - Layer 4 (20 Years) Exhibit E-9 MT3D Model Operational Runs - Layer 1 (30 Years) Responsive Resourceful Reliable iii

5 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Exhibit E-10 Exhibit E-11 Exhibit E-12 Exhibit E-13 Exhibit E-14 Exhibit E-15 Exhibit E-16 Exhibit E-17 Exhibit E-18 Exhibit E-19 Exhibit E-20 Exhibit E-21 Exhibit E-22 Exhibit E-23 MT3D Model Operational Runs - Layer 2 (30 Years) MT3D Model Operational Runs - Layer 3 (30 Years) MT3D Model Operational Runs - Layer 4 (30 Years) MT3D Model Operational Runs - Layer 5 (30 Years) MT3D Model Operational Runs - Layer 1 (40 Years) MT3D Model Operational Runs - Layer 2 (40 Years) MT3D Model Operational Runs - Layer 3 (40 Years) MT3D Model Operational Runs - Layer 4 (40 Years) MT3D Model Operational Runs - Layer 5 (40 Years) MT3D Model Operational Runs - Layer 1 (50 Years) MT3D Model Operational Runs - Layer 2 (50 Years) MT3D Model Operational Runs - Layer 3 (50 Years) MT3D Model Operational Runs - Layer 4 (50 Years) MT3D Model Operational Runs - Layer 5 (50 Years) APPENDIX F GROUNDWATER MODELING (WITH DRAIN CONTROLS) Exhibit F-1 MT3D Model Operational Runs - Layer 1 (10 Years) Exhibit F-2 MT3D Model Operational Runs - Layer 2 (10 Years) Exhibit F-3 MT3D Model Operational Runs - Layer 3 (10 Years) Exhibit F-4 MT3D Model Operational Runs - Layer 4 (10 Years) Exhibit F-5 MT3D Model Operational Runs - Layer 5 (10 Years) Exhibit F-6 MT3D Model Operational Runs - Layer 1 (20 Years) Exhibit F-7 MT3D Model Operational Runs - Layer 2 (20 Years) Exhibit F-8 MT3D Model Operational Runs - Layer 3 (20 Years) Exhibit F-9 MT3D Model Operational Runs - Layer 4 (20 Years) Exhibit F-10 MT3D Model Operational Runs - Layer 5 (20 Years) Exhibit F-11 MT3D Model Operational Runs - Layer 1 (30 Years) Exhibit F-12 MT3D Model Operational Runs - Layer 2 (30 Years) Exhibit F-13 MT3D Model Operational Runs - Layer 3 (30 Years) Exhibit F-14 MT3D Model Operational Runs - Layer 4 (30 Years) Exhibit F-15 MT3D Model Operational Runs - Layer 5 (30 Years) Exhibit F-16 MT3D Model Operational Runs - Layer 1 (40 Years) Exhibit F-17 MT3D Model Operational Runs - Layer 2 (40 Years) Exhibit F-18 MT3D Model Operational Runs - Layer 3 (40 Years) Exhibit F-19 MT3D Model Operational Runs - Layer 4 (40 Years) Exhibit F-20 MT3D Model Operational Runs - Layer 5 (40 Years) Exhibit F-21 MT3D Model Operational Runs - Layer 1 (50 Years) Exhibit F-22 MT3D Model Operational Runs - Layer 2 (50 Years) Exhibit F-23 MT3D Model Operational Runs - Layer 3 (50 Years) Exhibit F-24 MT3D Model Operational Runs - Layer 4 (50 Years) Exhibit F-25 MT3D Model Operational Runs - Layer 5 (50 Years) Responsive Resourceful Reliable iv

6 PRELIMINARY GEOTECHNICAL ENGINEERING REPORT PHASES I and II BV-4B DREDGED MATERIAL MANAGEMENT AREA (DMMA) BREVARD COUNTY, FLORIDA DUNKELBERGER Project No. HB December 8, PROJECT & SITE DESCRIPTION The proposed BV-4B Dredged Material Management Area (DMMA) is located southeast of Mims, Florida in Brevard County. The BV-4B DMMA is one of two sites selected to provide longterm dredged material containment capacity for the Intracoastal Waterway (ICWW). It is intended to serve the northern half of Reach II located between Mims and NASA Parkway. The site is situated about ½ mile west of the ICWW. A Site Vicinity Map is provided as Sheet 1. The overall site boundaries surround approximately 101 acres of generally cleared land that was formerly used as citrus grove. A band of vegetated wetlands are aligned north to south near the west end of the site. A narrow ditch extends from the wetlands to the east site boundary along an irregular alignment. A large rural residential area lies to the south and a motor home park is located just west of the site. 2.0 PROPOSED CONSTRUCTION The purpose of this study phase was to obtain and summarize data characterizing the subsurface conditions within the site to be used for subsequent detailed engineering analyses pertaining to both the design and construction of the DMMA. The data collection included field and laboratory parameters necessary for the set up and calibration of groundwater flow models that was used to evaluate potential saline impacts on the aquifer from the DMMA operation. Background information concerning the design, construction and operation of the DMMA was provided by Taylor Engineering within the following three documents: 1) BV-4B Management Plan (1992)- summary of preliminary design, site preparation, and site management features 2) BV-4B Engineering Narrative (1992)- abbreviated summary of the site s key proposed engineering parameters 3) BV-4B Groundwater Assessment Report (2002)- description of groundwater assessment, model development, and preliminary evaluation of potential engineering controls to limit potential off-site saline contamination Responsive Resourceful Reliable 1

7 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB From the document review, we understand that the proposed DMMA footprint is expected to cover 48 acres of the site with a design capacity of approximately 771,031 cubic yards of dredged materials. To provide that storage capacity perimeter earthen dikes will be constructed to a final crest elevation of feet (15 feet above the existing mean site grade) with respect to the National Geodetic Vertical Datum of 1929 (NGVD). Preliminary design of the dikes indicates 3:1 (horizontal: vertical) side slopes with a 12-foot wide crest. The interior area of the containment embankment will be excavated to a planned depth of 10 to 15 feet below the existing ground surface as a borrow source. The majority of the borrow fill, an estimated 194,070 cubic yards, will be used to construct the dike and access ramps. Additional fill will be obtained from the proposed perimeter ditches. 3.0 SCOPE OF WORK The overall geotechnical work scope consists of: (1) geotechnical field investigation and laboratory analysis; (2) engineering analyses, recommendations, and design; (3) summary report and recommendations; and (4) construction drawings and specifications. That scope will be completed in four separate phases (Phases I through IV). This report encompasses the results of Phases I and II which involved collection of field and laboratory data to support the detailed engineering analyses and groundwater modeling, respectively. The specific tasks of the Phase I and II work scope are listed below: Review of existing data (geotechnical, hydrological and hydrogeological) Compilation of nearby well, septic tank and pond inventory information Sampling and laboratory testing of ICWW sediments to be dredged Geotechnical field work (subsurface exploration) and laboratory testing for DMMA design and groundwater modelling Groundwater modeling (set up, calibration, and operational runs) Preparation of this preliminary (progress) geotechnical engineering report 4.0 REVIEW OF AVAILABLE DATA 4.1 USGS Topographic Map A copy of the USGS Topographic Map is provided as Sheet 2 of this report. Reference to the map shows the site area with a west to east downward slope ranging in elevation from approximately +30 feet to +5 feet with respect to the National Geodetic Vertical Datum of 1929 (NGVD 29). The elevation at the central area of the site is about +10 (ft.-ngvd). Based on a topographic survey at the locations of the borings completed for this study, the average site elevation is + 9 feet NAVD. Responsive Resourceful Reliable 2

8 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Brevard County Soil Conservation Survey The Soil Survey of Brevard County, Florida as prepared by the United States Department of Agriculture (USDA), Soil Conservation Service (SCS; later renamed the Natural Resource Conservation Service NRCS) identifies the soil types in the proposed DMMA footprint area of the site as Bradenton Fine Sand (Map Unit 8), Copeland-Bradenton-Wabasso Complex, Limestone Stratum (Map Unit 16), Riviera Sand (Map Unit 19), Myakka Sand (Map Unit 36), and Pompano Sand (Map Unit 51). The above listed soil types are generally sandy and devoid of organic (muck) soils at shallow depths. More detailed descriptions of the primary soil classifications are provided below. Bradenton Fine Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically slightly acidic fine sands from 0 to 12 inches followed by moderately alkaline sand clay loam soil from 12 to 34 inches. Below this there is unweathered bedrock from 34 to 38 inches. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 12 to 18 inches of the surface. Copeland-Bradenton-Wabasso Complex, Limestone Stratum is typically described as 0 to 2 percent slope, very poorly drained sandy soils that are typically slightly to moderately alkaline loamy fine sands to sandy clay loam from 0 to 22 inches followed by moderately alkaline silt loam, marl from 22 to 30 inches. Below this there is unweathered bedrock from 30 to 34 inches. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 0 to 6 inches of the surface. Riviera Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically slightly acidic sands from 0 to 30 inches followed by slightly alkaline sandy loam soil. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 0 to 12 inches of the surface. Myakka Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically strongly to very strongly acidic sand soils from 0 to 63 inches. Under natural (predevelopment) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 6 to 18 inches of the surface. Pompano Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically slightly acidic sand soils from 0 to 80 inches. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 0 to 12 inches of the surface. The Soil Survey is not intended as a substitute for site-specific geotechnical exploration; rather it is a useful tool in planning a project scope in that it provides information on soil types likely to be Responsive Resourceful Reliable 3

9 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB encountered. Boundaries between adjacent soils types on the Soil Survey maps are approximate. The Soil Survey is included as Sheet Historical Aerial Review Historical aerial photographs from Years 1943, 1951, 1979, 1994, 1999, 2002, 2005, 2009, 2010, 2012, and 2014 were reviewed for features of geotechnical significance. The noted items are listed below in chronological order. 1943: the site is vacant, wooded (vegetated) land 1994: the site is a citrus grove 2002: the site is grown over with vegetation (citrus grove abandoned) 2010: the site interior is cleared of vegetation and a narrow ditch runs through the site 2012: a vegetated wetland type area appears near the west end of the site 2014: the site appears similar to its current condition 4.4 Nearby Well, Septic Tank and Pond Information Given the planned disposal of dredged material within the relatively large DMMA footprint and the close proximity of existing citrus groves and homes, we compiled an inventory of wells, septic tanks, and ponds within an approximately ½ mile radius of the site. Records for wells less than 6 inches in diameter were obtained from St. Johns River Water Management District (SJRWMD) databases. Larger well (greater than 6 inches in diameter) and septic tank records were obtained from Brevard County Florida Department of Health databases. Pond locations were primarily identified using Google Earth aerial images. The compiled data is mapped on Sheet 4 and summarized in the table below. Table 4.4 Nearby Well Septic Tank, and Pond Information Nearby Well, Septic Tank, and Pond Information Item No. of Items Type Size Depth (ft.) Wells 121 Private (Potable) 2-6 inches diameter Wells 31 Irrigation > 6 inches diameter Septic 35 Sewer - - Ponds 12 Retention/Borrow acres - Correspondence on July 30, 2014 with Mr. Jason Sirois, Hydrologist II - Division of Regulatory Services, of SJRWMD indicated that the eight ponds mapped north of the site are associated with Permit # (EB Brown Excavating; expiring January 11, 2015) for a borrow operation that is now inactive. If that borrow operation were to be activated in the future, a Consumptive Use Permit (CUP) would need to be obtained according to Mr. Sirois. Responsive Resourceful Reliable 4

10 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB The three ponds to the immediate west of the site are permitted for storm water retention (wet) under Environmental Resource Permit (ERP) #51852 (Willow Lakes RV Park). The twelfth pond, at distance to the southeast of the site, has no permit records in the SJRWMD system. We labelled it as a borrow pond on Sheet 4 which was assumed based on its rural setting. It s also likely that this pond could be pumped for irrigation water. 4.5 Hydrological and Hydrogeological Data Existing hydrological data was collected from NOAA and St. Johns River Water Management District (SJRWMD) data sources. Historical rainfall amounts and evapotranspiration (ET) rates were researched as water balance parameters necessary for groundwater model calibration. Other SJRWMD sources (East Central Florida Regional Groundwater Flow Model and Floridan Aquifer potentiometric maps) were reviewed to establish the groundwater flow model hydrogeological cross-section (i.e. model layers) as discussed further in Section 9.0. Historical (Years ) rainfall and ET data was collected from the Titusville NOAA weather station. The data set for the period of record was used for average yearly and monthly values. Also, a site specific rainfall data set was obtained from the SJRWMD s rainfall radar database for the period of April 14 through June 3, 2014 corresponding to the collection period of on-site monitoring well readings. The estimated runoff for each storm event was calculated using the SCS curve number method. Eleven (11) existing monitoring wells were located on the site. A layout of the monitoring well locations is presented as Sheet 5. The ground elevations at the well locations were determined by our surveyor subcontractor, Morgan & Eklund, Inc. The depths of the wells, as field measured, ranged from 26.8 to 78.0 feet bls. The wells were used for periodic groundwater level measurements during the period of April through July Groundwater quality data for eight of the existing wells was collected by Bonn Environmental Services and Technologies, Inc. on a quarterly basis from November 24, 2013 through May 4, 2014 at select monitoring well locations. The data, provided to us by Taylor Engineering, includes chloride concentration, total dissolved solids, ph, and turbidity. A summary of the data is shown in the table below. Responsive Resourceful Reliable 5

11 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Table 4.5 Quarterly Bonn Groundwater Monitoring Data Quarterly Bonn Groundwater Monitoring Data (Range of data from 11/24/13 through 5/4/14) Well ID Chloride Content (mg/l) Total Dissolved Solids (mg/l) ph Turbidity (NTU) GCTL MW-1M (1) , MW-2M (1) , MW-3M (1) 512 1,100 1,100 2, MW-4M (1) , MW-6M MW-8M MW-10M MW-12M (1) Inaccessible due to mud holes on various dates. NTU = Nephlometric Turbidity Unit GCTL = FDEP Groundwater Cleanup Target Level With respect to the chloride concentrations in the groundwater, the higher levels being greater than the GCTL of 250 mg/l were from the wells in the western and northwestern areas of the site. The wells in the middle and eastern parts showed chloride concentrations of less than 50 mg/l. 5.0 FIELD EXPLORATION PROGRAM AND METHODS The layout of the field exploration program (i.e. test hole locations) is shown in Sheet 6. Prior to our field exploration, a site survey was conducted by Morgan & Eklund to locate and stake the test locations and also provide existing ground elevations at each test hole location. Additionally, water surface elevations of the nearby lakes/ponds were surveyed on April 4, 2014 to provide hydrological data for the groundwater modeling. Ground elevations at each boring location are included in Sheet 6. Water surface elevations measured at the nearby surrounding lakes/ponds ranged from +3.5 to feet (NAVD88) as shown on Sheet 5. Descriptions of the exploratory program are provided in the following report sections. 5.1 Hand Auger Borings Three (3) hand auger borings were located on the west side of the vegetated wetland area and drilled to a maximum depth of 6 feet below the existing land surface (bls). These borings were performed in lieu of SPT borings due to difficult drill rig access caused by wet ground. The borings were drilled using hand turned auguring equipment. Samples of the soils were collected from the auger bucket, placed in plastic bags, labeled, and transported to our laboratory for visual-manual classification by a geotechnical engineer. Responsive Resourceful Reliable 6

12 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Standard Penetration Test (SPT) Borings Deeper subsurface conditions within the DMMA footprint were explored with twenty three (23) Standard Penetration Test (SPT) borings. The borings were drilled 15 feet deep in the proposed interior borrow area and 45 to 100 feet in depth below the existing land surface (bls) along the proposed perimeter dike alignment. The SPT borings were drilled with a track-mounted mini-rig employing mud-rotary procedures. Samples of the in-place materials were recovered continuously to a depth of 10 feet, and then taken at 5-foot vertical intervals to the termination depth of the borehole. The sampling involved use of a standard split-barrel driven with a 140- pound drop hammer freely falling 30 inches (the Standard Penetration Test per ASTM D 1586). SPT N-values were recorded approximately at 2-foot vertical intervals within the first 10 feet of the boring and at 5-foot vertical intervals thereafter. Samples recovered from the borings were placed in moisture-proof containers, labeled, and returned to our laboratory for visual-manual classification by a geotechnical engineer. The deep boreholes were subsequently sealed with neat cement grout and the shallow boreholes were sealed with a bentonite chips. Detailed graphical boring profiles are presented as Sheets 7 through Cone Penetration Test (CPT) Soundings Cone Penetrometer Test (CPT) soundings were advanced at nine (9) locations in lieu of SPT borings as a cost effective means to complete the field exploration. The CPT soundings were completed to depths of 45 to 70 feet along the proposed perimeter dike alignment. The CPT method provides continuous readings of soil resistance by use of a truck-mounted, mechanical cone penetrometer equipped with a friction mantle (ASTM D 3441). CPT cone bearing resistances and friction sleeve readings were recorded as the penetrometer was pushed into the ground with a hydraulic ram. Detailed graphical logs and correlative parameters are presented in Appendix A as Exhibits A-1 through A Bulk Samples Bulk samples were obtained at eighteen (18) locations from the interior borrow area. The samples were obtained from auger borings drilled to depths of 10 feet using a continuous flight auger (CFA). During the drilling, soil cuttings were raised and expelled at the surface where they were recovered, placed in large bags, labeled, and transported to our laboratory for testing. 5.5 Deep Ground Piezometer (PZ-1) One (1) location was selected for the installation of a deep piezometer to measure groundwater levels. The piezometer, denoted PZ-1 for the purposes of this report, was constructed near Boring B-310. The piezometer consisted of a 10-foot length by 2-inch diameter machine slotted PVC pipe (0.010-inch slot width) that was coupled to 65-foot of solid riser pipe of similar composition. The sand pack surrounding the well screen consisted of clean 6/20 silica sand. A Responsive Resourceful Reliable 7

13 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB layer of bentonite chips was placed above the piezometer screen and the remainder of the hole was grouted with neat cement. The screened interval for PZ-1 is approximately between 60 and 70 feet bls. 5.6 Intracoastal Waterway (ICWW) Vibracores Dredged sediment samples were recovered by our subcontractor, Athena Technologies, Inc., from the north half of Reach II of the Intracoastal Waterway (ICWW) using the Vibracore method. In general, this method consisted of vibrating a thin walled 6-inch diameter steel casing 5 feet below the ICWW mud line at multiple locations. The casing was then extracted and the sample emptied into containers. The process was repeated until approximately 5 gallons of sediment was recovered at each test location. Dredged sediment sampling was obtained at eleven (11) locations from the proposed dredge areas. The bulk samples, placed in large containers, were labeled by location with GPS coordinates and transported back to our laboratory where they were laid out for visual-manual classification by a geotechnical engineer. A layout of the Vibracore locations is shown in Sheet GENERAL SUBSURFACE CONDITIONS 6.1 Subsoil Conditions The soil samples collected from the SPT and auger borings were classified in accordance with the Unified Soil Classification System (USCS). Detailed graphical boring profiles are presented in Sheets 7 through 12. The generalized soil stratification is presented below. Table 6.1 Generalized Soil Stratification Stratum Number Material Description Unified Soil Classification System (USCS) 1 Gray to brown fine SAND, trace to slightly silty SP, SP-SM 2 Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation SP, SP-SM 3 Green to gray CLAY with traces of silt CL 4 Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell SP, SP-SM 5 Green clayey fine SAND with varying amounts of broken shell SC 6 Light gray cemented SAND with little broken shell SP 7 White LIMESTONE - Responsive Resourceful Reliable 8

14 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB In general, the borings found about 10 to 20 feet of relatively clean fine sands (SP, SP-SM; Strata 1,2) followed typically by about 25 feet of more clean fine sands with broken shell (Stratum 4). Seven of the eight deep SPT borings showed a soft clay layer (Stratum 3) beginning at depths of about 30 to 40 feet bls. The clay layer thickness varied from 2 to 17 feet. Below the clay, the shelly sands continued to depth and varied from clean to clayey (Stratum 5) in texture with a localized zone of cementation (Stratum 6). Limestone was found at the bottom (93 to 100 feet, bls) in one of the two 100-foot depth SPT borings. The SPT N-values, and CPT cone tip readings, indicate that the predominately sandy subsoils beneath the DMMA footprint are medium dense in terms of relative density. As exceptions to that characterization, the surficial sands are loose and the clay layer is soft in terms of relative consistency. 6.2 Groundwater Conditions At the time of our field exploration, groundwater was encountered in each drilled test hole. At these locations, the groundwater level was measured during drilling at elevations between about +1.5 and +16 (feet-navd). The groundwater depth ranged from 1.7 to 3.0 feet bls. Additionally, groundwater level readings were taken periodically in the existing monitoring wells and in the piezometer installed as part of this study. Well and piezometer readings were made on six days between mid-april and early-july A summary of those groundwater measurements are shown below. Table 6.2 Groundwater Monitoring Data Monitoring Well ID Existing Ground Groundwater Monitoring Data Approximate Elevation (feet-navd88) 04/14/14 04/22/14 05/05/14 05/20/14 06/03/14 07/07/14 PZ nm (1) Bottom of Well MW-1M nm nm MW-2M MW-3M MW-4M MW-5M MW-6M MW-8M MW-10M MW-11M MW-12M MW-13M (1) Monitoring well location not accessible due to standing (surface) water. nm - not measured this date (1) (1) (1) (1) Responsive Resourceful Reliable 9

15 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Similar to the trend of topographic relief across the site, the groundwater flow gradient is relatively steep from west to east dropping from about +20 to +1 in elevation (feet- NAVD). Depths to groundwater ranged from about 1 ½ to 13 ½ feet below the existing ground surface at the time of our study. 7.0 LABORATORY TESTING PROGRAM: ON-SITE SOILS Samples from the borings were reviewed by a geotechnical engineer and classified in accordance with the Unified Soil Classification System (ASTM D 2487) and appropriate geologic nomenclature. Representative samples of the subsurface strata were tested for soil properties as follows. Moisture Content (125 Tests) Organic Content (25) Fines Content (81) Gradation (38) Modified Proctor Compaction (6) Limerock Bearing Ratio (LBR) (3) Hydraulic Conductivity (8) Triaxial Shear Strength (3) Consolidation (2) Complete laboratory test results are summarized in the attached tables. 7.1 Index Properties Representative samples of the soils recovered from the borings were tested for index properties including moisture content (ASTM D 2216), organic content (ASTM D 2974), Atterberg Limits (ASTM D 4318), fines content (ASTM D 1140), and grain size distribution (ASTM D 422). A complete summary of the index properties and grain size distribution results are presented in Tables 1.1, 1.2, 2.1, 2.2, and 2.3. Grain size distribution curves are provided in Appendix B as Exhibits B-1 through B-27. Average values of the test results are summarized in the following table. Responsive Resourceful Reliable 10

16 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Table 7.1 Laboratory Testing Results - Index Properties Atterberg Stratum MC OC Amount Passing Sieve Size (%) Soil Type Limits No. (%) (%) LL PI #4 #10 #40 #60 #100 #200 1 SP, SP-SM SP, SP-SM CL SP, SP-SM SC SP LIMESTONE Notes: 1. Soil Type refers to the Unified Soil Classification System Group Symbol (ASTM D 2487). 2. MC, LL, PI, and OC indicates moisture content, Liquid Limit, Plasticity Index and Organic Content, respectively. 7.2 Modified Proctor Compaction Bulk soil samples obtained from the proposed interior borrow area at six (6) locations, from depths of 0 to 10 feet bls, were tested for their compacted moisture/dry density relationship in accordance with the Modified Proctor Compaction Test (ASTM D 1557). The optimum moisture content of the compacted soils ranged between 12.1 and 14.7 percent, and the maximum dry density ranged from to pounds per cubic foot (pcf). A summary of the test data are provided in Table Limerock Bearing Ratio (LBR) Bulk soil samples at three (3) selected locations within the interior borrow area were tested for Limerock Bearing Ratio (LBR). The optimum moisture content of the compacted soils ranged between 11.1 and 12.9 percent, and the maximum dry density ranged from 89.5 to pounds per cubic foot (pcf). The LBR values ranged from 10.3 to A summary of the test data are provided in Table Hydraulic Conductivity Two (2) undisturbed (Shelby tube) samples of the soft clay (Stratum 3) were extruded and tested for hydraulic conductivity in a triaxial flexible wall permeameter (ASTM D 5084). The hydraulic conductivity of the clay ranged from 3.93 x 10-8 to 9.75 x 10-8 cm/sec Additionally, six (6) bulk samples of near-surface soils in the proposed interior borrow area were remolded to specific moisture-dry density conditions and tested in the laboratory for hydraulic conductivity. The samples were remolded to approximately 95 percent of their maximum dry density and ±1 percent dry of their optimum moisture content as determined by the Modified Responsive Resourceful Reliable 11

17 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Proctor Compaction Test. The hydraulic conductivity of the samples was determined in a rigidwalled permeameter using the constant head method (ASTM D 2434). The hydraulic conductivity of the material obtained from the proposed interior borrow area ranged from 2.21 x 10-3 cm/sec to 4.44 x 10-3 cm/sec (6.25 to feet per day). Results of the hydraulic conductivity testing are summarized in Tables 5.1 and 5.2. Detailed test reports are provided in Appendix B as Exhibits B-28 to B Triaxial Shear Strength Consolidated undrained (CU) triaxial shear strength tests with pore pressure measurements were completed on three (3) remolded bulk samples of near-surface soils (depths of 1 to 10 feet bls) representative of those that will be a source of borrow for the dike embankment fill. The soil specimens were prepared at approximately 95 percent of their maximum dry density and ±1 percent of their optimum moisture content as determined by the Modified Proctor Compaction Test. The specimens were run at consolidation pressures of 5, 10 and 20 psi, respectively. The effective strength values for Cohesion (c) from the triaxial shear strength tests ranged from 0.08 to 0.47 kilo pounds per square foot (ksf). The effective angle of internal soil friction (φ) ranged from 33.1 to 35.5 degrees A summary of the triaxial shear strength test results are summarized in Table 6. Detailed reports of the test results are provided in Appendix B as Exhibits B-42 to B Consolidation Two (2) undisturbed (Shelby tube) samples of the soft clay (Stratum 3) were extruded and tested for one-dimensional consolidation. The tests were conducted at multiple load increments to a maximum load of 16 tons per square foot (tsf). Sample compression was measured using a ½ inch stroke dial gage. Borings B-203 and B-204 had compression index (C c ) values of 0.52 and 0.78 on a strain basis, respectively. The pre-consolidation pressure for B-203 and B-204 was 4.8 ksf and 2.0 ksf, respectively. This data, as well as the correlative CPT data, suggests that the clay is slightly over consolidated. A summary of the consolidation test results are summarized in Table 7. Detailed reports of the test results are provided in Appendix B as Exhibits B-48 to B LABORATORY TESTING PROGRAM: DREDGED MATERIALS Dredged sediment samples from the eleven (11) vibracores were reviewed by a geotechnical engineer and classified in accordance with the Unified Soil Classification System (ASTM D 2487) and appropriate geologic nomenclature. Each vibracore sample was tested for the following properties: Responsive Resourceful Reliable 12

18 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Organic Content Gradation Leachability 8.1 Index Properties Representative samples of the soils recovered from the vibracores were tested for organic content (ASTM D 2974) and grain size distribution (ASTM D 422). A summary of the index properties are presented in the following table. Grain size distribution curves are provided in Appendix C as Exhibits C-1 through C-11. Average values of the test results are summarized in the following table. Table 8.1 Vibracore Laboratory Testing Results - Index Properties ID Soil Type OC (%) Amount Passing Sieve Size (%) 1/2 " #4 #10 #20 #40 #60 #100 #200 V1 SP-SM V2 SM V3 SP V4 SP V5 SP V6 SP-SM V7 SP-SM V8 SP-SM V9 SM V10 SP-SM V11 SC Notes: 1. Soil Type refers to the Unified Soil Classification System Group Symbol (ASTM D 2487). 2. OC indicates Organic Content 8.2 Chloride Leachability Testing Representative soil samples from each of the eleven (11) vibracore locations were used for our in-house chloride leachability tests. The purpose of the laboratory testing was to simulate an operational condition of the DMMA to evaluate the leaching potential of a 2-foot thick layer (column) of dredged material when subjected to 54 inches of influent. The procedure generally consisted of a PVC pipe setup including two 3-inch diameter pipes, one at 2 feet in length to hold the soil specimen, and the second at 5 feet to hold 54 inches of water. A PVC pipe reducer and ball valve were fastened to the bottom of the pipes to allow pausing of the test. A filter stone was placed in the bottom of each pipe. Containers were placed under each ball valve to capture the leached extract. Two feet of sample was loaded into the tubes and water was subsequently Responsive Resourceful Reliable 13

19 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB added to saturate the sample. Once the samples were saturated, 54 inches of water (modeling annual rainfall) was loaded onto each sample and the ball valves were opened to begin the test. chloride and ph tests were run on the liquid extract on an incremental basis after 9 inches of water had passed through the sample. After the complete 54 inches of water had fully passed through, a final set of chloride and ph tests were run for the entire 54 inches of liquid extract. In addition to our in-house testing, other portions of the eleven (11) vibracore samples were sent to Palm Beach Environmental Labs (PBEL) to test for ph, total chloride of soil, and Toxicity Characteristic Leaching Procedure (TCLP) testing. Results of the in-house soil column leaching tests showed relatively high concentrations of chlorides in the extract liquid. For 11 column tests, the average chloride content of the first 9 inches of percolated liquid extract was 9,775 mg/l. The commercial laboratory TCLP test results, for the same 11 samples, averaged 275 mg/l. It is noted as a point of reference that seawater has a chloride concentration of 19,400 mg/l. Referencing the State s Secondary Drinking Water Standard at 250 mg/l, the test results indicate significant leaching potential particularly during first flushing of newly placed dredge materials. It is noted that the State s Secondary Drinking Water Standard and the FDEP Groundwater Cleanup Target Level are equivalent. Detailed results of the leachability testing is presented in Appendix C as Exhibits C-12 through C GROUNDWATER MODELING 9.1 Initial Model Import and Set Up Two models were set up and calibrated for numerical analysis of transient groundwater flow (MODFLOW) in the site area and transient solute transport (MT3D) under the conditions of dredged material disposal. The groundwater modeling efforts were carried out by Andreyev Engineering, Inc. (AEI) working as a professional sub-consultant to DUNKELBERGER. Based on historical channel maintenance and present shoaling patterns within the ICWW, dredging within this reach is projected to occur once every 10 years. Ponded saline water from each planned dredging operation will likely remain for four weeks, during which time the containment basin will retain an average of four feet of ponded water. Thus, the basin may impound up to four consecutive weeks during each operation every 10 years (up to the basin s projected 50-year design capacity). The adopted geologic cross-section for the modeling is shown below. Responsive Resourceful Reliable 14

20 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Conceptual Model Cross Section Constructed from a combination of site specific geotechnical data and the 2002 Taylor Engineering MODFLOW model for the project area 4-30 Ground Surface Elevations Elevation (ft NAVD88) Surficial Aquifer (sand) LAYER 1 Surficial Aquifer (sand) LAYER 2 Surficial Aquifer (sand) LAYER 3 Surficial Aquifer (clay: semi-confining) LAYER 4 Surficial Aquifer (sand & shell & clay) LAYER 5 Upper Floridan Aquifer (limestone) LAYER The initial set up involved importing MODFLOW96 data files, developed by Taylor Engineering in 2002, into a GW-Vistas MODFLOW framework followed by preliminary model runs to demonstrate that the GW-Vistas MODFLOW results were consistent with the Taylor Engineering 2002 results. An illustration of Taylor Engineering s 2002 steady-state model is provided in Figure 1 below while the GW-Vistas MODFLOW steady-state results for Layers 1, 2, 3 and 6, are shown on Figures 2 through 5, respectively. The Taylor Engineering results (2002) in Layer 1, for both steady-state and transient conditions, are similar in that heads (groundwater elevations) range from about 2 feet (NAVD 88) near the east boundary of the site to about 14 feet (NAVD 88) along the west boundary. For comparison, multi-layer groundwater elevation contours generated by the GW-Vistas MODFLOW model are provided herein. Responsive Resourceful Reliable 15

21 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Figure 1. Steady-State Model Results: Layer 1 (Taylor Engineering, 2002) Figure 2. Imported Steady-State Model Results: Layer 1 Responsive Resourceful Reliable 16

22 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Figure 3. Imported Steady-State Model Results: Layer 2 Figure 4. Imported Steady-State Model Results: Layer 3 Responsive Resourceful Reliable 17

23 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Figure 5. Imported Steady-State Model Results: Layer 6 With consistency in the steady-state model runs, a GW-Vistas transient MODFLOW model was run under a 545-day simulation using the parameters listed in Table 9.2.1a on page 22. The transient groundwater model results were compared for consistency with Taylor Engineering s previous (2002) transient model results for Layer 1 (Figure 6). The imported transient model results for Layers 1, 2, 3 and 6 are provided as Figures 7, 8, 9 and 10, respectively. Responsive Resourceful Reliable 18

24 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Figure 6. Transient Model Results: Layer 1 (Taylor Engineering, 2002) Figure 7. Imported Transient Model Results: Layer 1 Responsive Resourceful Reliable 19

25 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Figure 8. Imported Transient Model Results: Layer 2 Figure 9. Imported Transient Model Results: Layer 3 Responsive Resourceful Reliable 20

26 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Figure 10. Imported Transient Model Results: Layer 6 As presented above, the original data sets were successfully imported and integrated into the new transient GW-Vista MODFLOW model. The original model framework was retained and provided a suitable starting point for an updated calibration. The imported MODFLOW96 data files were converted to MODFLOW2000 data files in the GW- Vistas model to allow integration of the transient MT3D model. The laboratory test (leachability) results and site specific aquifer and groundwater elevation data were used to refine the model and to allow site specific calibration. A geo-referenced site base-map was developed and imported into the GW-Vistas model framework. The calibrated MODLFOW model was used as the basis to run the MT3D model. 9.2 Calibration MODFLOW The previously discussed hydrological data, both historical and site specific, were arranged in a water balance spreadsheet for calculation of net recharge to the shallow aquifer for calibration of the model. The calibration was a two-step process: (1) a long-term (10 years) average background condition: and (2) a transient site-specific condition that corresponded to the 8 to Responsive Resourceful Reliable 21

27 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB day intervals between water level measurements of the on-site monitoring wells. The stress periods used as part of the calibration process are summarized in the table below. Table 9.2.1a MODFLOW Calibration Data Points Date Time (days) Rainfall (in) ET A-soil (in) ET C/D-soil (in) Runoff A-soil (in) Runoff C/D-soil (in) Net Recharge A-soil (ft./day) Net Recharge C/D-soil (ft./day) Net Recharge Average (ft./day) 1/1/ Starting period of model calibration (i.e., time-step 0) 1/1/ /1/ /28/ /31/ /14/ /22/ /5/ /20/ /3/ The calibration data points were the on-site monitoring wells with a total of five groundwater level measurement events. The well location and groundwater elevation data were imported into the model and used as target calibration points. The locations of the target points are shown on the following site plans (screen captures from the model): Responsive Resourceful Reliable 22

28 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Shallow Monitoring Wells in Layer 1 Deep Monitoring Wells in Layers 4 and 5 The following series of target point model generated plots of groundwater elevations, from the calibrated MODFLOW model, demonstrate the degree of calibration at each target point: Responsive Resourceful Reliable 23

29 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Responsive Resourceful Reliable 24

30 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Responsive Resourceful Reliable 25

31 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Responsive Resourceful Reliable 26

32 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Responsive Resourceful Reliable 27

33 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Responsive Resourceful Reliable 28

34 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Responsive Resourceful Reliable 29

35 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB The graphs indicate that the model is relatively well calibrated. Calibration of the deep target points (MW-8 and PZ-1) required lowering of the potentiometric pressure in the Floridan aquifer by about 1.8 feet as compared to the Taylor Engineering model The calibrated model groundwater elevation contours for each of the six model layers are presented on Exhibits D-1 through D-6 in Appendix D. The original model boundaries (vertical and horizontal discretization) were retained; however, thicknesses of individual model layers were adjusted based on site-specific geotechnical data collected as part of this study. The calibrated hydraulic conductivities are listed below in a side-by-side comparison with the original model parameters: Table 9.2.1b Calibrated Hydraulic Conductivity Comparison (Models 2002 vs 2014) Layer number Layer Description Hydraulic Conductivity (feet per day) Original (2002) Updated (2014) 1,2,3 and 5 surficial sands 1 to to semi-confining layer Floridan aquifer 32,800 32, MT3D The updated MT3D model adopted the adjustments established in the calibration of the sitespecific transient MODFLOW model. Also, the original solute transport parameters were revised based on the laboratory soil column leaching tests completed for this study. Referring to the graph presented below, an equivalent MT3D model was developed to represent a laboratory leaching test (Vibracore Soil Sample V8). Calibration of the model to the laboratory results resulted in a retardation coefficient, k d, of feet and a longitudinal dispersion coefficient of 10 feet. These calibrated parameters were then used for the site-specific MT3D modeling. Responsive Resourceful Reliable 30

36 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Calibration of Representative Column MT3D Model 9.3 MT3D Model Simulation without Site Controls For this evaluation, the MT3D model simulation was set up in the same manner as described in the Taylor Engineering 2002 report. It considered a 50-year span of operation with dredging events at 10-year intervals to predict the extent of saline water migration from the DMMA into the local surficial aquifer. Ten stress periods were used to simulate the 50-year service life of the DMMA. Initially, a 28-day stress period (the average time required for a single dredging event) was applied with a General Head Boundary (GHB) condition for the containment basin in addition to the overall model boundary conditions. The basin area head was set at 4 feet above the basin bottom elevation during the first 28 days. After the 28-day stress period, the basin boundary condition was removed to allow water elevations to rise and fall with time over a 9- year and 11-month stress period leading up to the next planned dredging event. Also, after the initial stress period, the basin's bottom elevation was raised 2.6 feet to reflect the deposition of dredged material. This alternating 28-day, then 9-year and 11-month sequence was repeated five times for the 50-year span of operation. Table 9.1 lists the applied GHB elevation head and the basin bottom elevation for each simulated dredging event. Responsive Resourceful Reliable 31

37 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Table 9.3 Containment Basin GHB and Bottom Elevations for each Dredging Event Simulated Dredged Material Event General Head Boundary Elevation Head (feet NAVD88) Basin Bottom Elevation (feet NAVD88) 1 10-year Simulation year Simulation year Simulation year Simulation year Simulation To simulate the dredge material loading and resting cycles, a total of five separate MT3D models were set up to simulate each event of 28 days of loading followed by 9 years and 11 months of resting. The resulting chloride concentration from the end of a resting period was imported into the next MT3D model as a starting condition and the same sequence of dredge material loading for 28 days followed by 9 years and 11 months of resting was modeled. The following is a more detailed description of the model set up and execution: Dredged Material Event No. 1 (10 Year Simulation) The first simulated dredging event includes results from Stress Period #1 (a 28-day period) and Stress Period #2 (a 9-year and 11-month period). The initial model condition for this simulation (chloride concentration across the model domain) was assumed to be at a background condition of about 30 mg/l which was adopted for all model layers and is the same value established for the surfical and Floridan aquifers by Taylor Engineering in 2002.The first stress period was set at 28-days (the average time required for a single dredging operation) and a General Head Boundary (GHB) condition was set at 4 feet above the basin bottom elevation during this 28-day period. After the 28-day stress period, the basin boundary condition was removed to allow water elevations to rise and fall with time over a 9-year and 11-month stress period until the next planned dredging event. The chloride concentration coming out of the dredge material was set at 19,000 mg/l, which represents the maximum chloride concentration measured in the laboratory soil column leaching tests. Saline water migration begins immediately as the water from the dredged material pumped to the containment basin moves downward into the surficial aquifer through the basin bottom and then moves predominately eastward following the groundwater flow gradient. Exhibit D-7 in Appendix D shows the model results for Model Layer 1 (top 6 feet of the surficial aquifer), ten years after the first dredging event. The figure shows contours of chloride concentration super-imposed on the DMMA footprint and the property boundaries. The exhibits in Appendix D present the resulting chloride concentration contour maps for each model layer and each of the five model simulations (Years 10, 20, 30, 40 and 50). The minimum chloride Responsive Resourceful Reliable 32

38 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB concentration plotted is 50 mg/l contour. The 250 mg/l contour is also plotted and represents the FDEP GCTL. The results for the 10-year simulation (Exhibits D-7 through D-12) indicate that the chloride concentration primarily moves in the top 3 model layers to a maximum distance of about 300 to 400 feet away from the outboard toe of the DMMA dike. The 250 mg/l contour extends to those distances and passes, by about 75 feet, the north, east, and south property boundaries at some points. Within the basin area, saline water has infiltrated to a depth of approximately 60 feet into Model Layer 5. Groundwater chloride concentrations range from about 5,000 mg/l, between 5 feet and 9 feet below the basin bottom, to 250 mg/l at the 60-foot depth. The chloride concentrations are greatest near the surface of the water table and lessen with depth due to mixing with the ambient groundwater and the restriction of confining soil layers. Likewise, the horizontal spread of the chloride plume shows decreasing concentrations due to mixing with ambient groundwater. The dominant factor influencing surficial groundwater (and therefore chloride plume) movement is the steep hydraulic down-gradient to the east. Dredged Material Event No. 2 (20 Year Simulation) The second simulated event includes results from Stress Period #3 (a 28-day period) and Stress Period #4 (a 9-year and 11-month period). The initial model conditions for this simulation were imported from the end of Stress Period #2. However, the GHB was raised by 2.6 feet for a period of 28 days (Stress Period #3) as specified in Table 9.1. The chloride concentration coming out of the dredge material was again set at 19,000 mg/l. The saline water migration from the containment basin was assumed to start leaking immediately. The chloride plume from the second dredging event joins with the remnants of the plume from the first dredging event. This co-joining of plumes creates some irregularities in plume shape and contours (see Exhibits D-13 through D-17). The modeling results indicate that the groundwater chloride concentrations range from about 5,000 mg/l below the basin bottom to 500 mg/l at a depth of 60 feet. At the end of Stress Period #4, the 250 mg/l contour in the top three layers has extended about 150 feet beyond the east property boundary. At that spot, the plume is about 900 feet in width. The lateral (north and south) spread of that same contour is only slightly expanded as compared to the 10-Year simulation. The 250 mg/l contour has moved to a maximum distance of about 100 feet past the north and south property boundaries. In a localized area, the 1,000 mg/l contour has moved just beyond the north property boundary. The mounding effect of impounded water within the containment basin accounts for the transverse spreading. Dredged Material Events Nos. 3 through 5 (30, 40 and 50 Year Simulations) The remaining three dredging events (Years 30, 40 and 50 simulations) were modeled in the same manner as described above for the first two events. These simulations are represented by Stress Periods #5 through #10 consisting of three consecutive cycles with 28 days of dredge Responsive Resourceful Reliable 33

39 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB material loading followed by 9-year and 11-month periods of resting. Exhibits D-19 through D-36 present the resulting chloride concentration contour maps in each model layer for each event. The modeling results for the last three simulations show a predominately eastward movement of the plume. At Year 50, the 250 mg/l contour in the top three model layers has extended to 750 feet beyond the east property line. Concurrently, the 5,000 mg/l contour within those layers has moved just beyond the same line. The plume s lateral spread, however, has been nominal through the last three simulations. The 250 mg/l contour in Model Layers 1 through 3 remains at maximum distances of about 100 to 150 feet beyond portions of the north and south property boundaries. At its farthest extent, both north and south, the 250 mg/l contour encroaches on two of the existing potable water well locations mapped on Sheet MT3D Model Simulation with Site Controls The operational model runs without site controls indicated chloride plume concentrations in excess of 250 mg/l moving beyond the property boundaries by Year 10. Therefore, control features to be part of the project construction were considered with the specific objective to restrict the chloride plume to a concentration of less than 250 mg/l at the site boundaries (property lines) during the 50-year operational life of the DMMA. One control alternative was a perimeter ditch system while the other consisted of an under-drain system beneath the DMMA basin bottom. The two control alternatives were modeled separately under the same simulations as the baseline model (50-year operational run without site controls). Identical to the 50-year baseline simulation, the DMMA with site control alternatives was modeled using five consecutive loaded cycles consisting of a 28-day dredge loading period, followed by a 9-year 337-day recovery period. The dredge material was assumed to be saturated with a chloride concentration of 19,000 mg/l. The bottom elevation of the basin was increased after each loading cycle, as illustrated in the table below, to correspond to a progressive buildup of dredge material. Ambient chloride levels in all layers and at all boundaries were modeled as a uniform 30 mg/l. Table 9.4 General Conditions for 50-Year Simulation Simulation Period Description General Head Boundary for Dredge Material (NAVD) Basin Elevation (NAVD) 0-10 years Saturated dredge material having a chloride years concentration of 19,000 mg/l is added to the site years for a period of 28-days, followed by 9-years, years days of recovery years The ditch system is the preferred option form a cost standpoint. Its initial construction cost will be significantly less than the under-drain system and will also be easier to maintain over a 50- year operational life of the DMMA. A perimeter ditch is already programmed for the DMMA Responsive Resourceful Reliable 34

40 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB design for drainage purposes and will require certain adaptations to further serve to restrict chloride plume movement in the groundwater Ditch Control The first control alternative evaluated was the installation of a perimeter ditch, located approximately 20 feet from the toe of the outboard slope of the containment dike. A range of ditch control elevations were evaluated until a satisfactory reduction in chloride concentrations was achieved for the entire 50-year simulation period. The final ditch configuration is as follows: o Modeled Ditch Control Elevation (water level): +3 ft. NAVD o Proposed Ditch Construction Bottom Elevation: 0 (east) to +3 (west) ft. NAVD o Ditch Bottom Width: 5 ft. The simulation results for the perimeter ditch solution are summarized in Exhibits E-1 through E-23. Similar to the presentation of the baseline (without site controls) results, the exhibits illustrate model results for the end of each 10-year simulation period and for each model layer. A typical cross-section of the perimeter ditch solution is provided below. NTS The model results indicate that the proposed perimeter ditch configuration maintains an adequate hydraulic barrier and contains all significant chloride migration to within the limits of the property. At Year 50, the 250 mg/l contour remains about 200 feet away from the closest property line. The effectiveness of the ditch as a hydraulic barrier is aided by the presence of a low permeability clay (i.e. semi-confining) layer at a depth of about -25 feet NAVD. Ditch outflow during the model simulation, using the MODFLOW Drain module, ranged from over 180 gallons/minute (gpm) to approximately 75 gpm during the simulation period. Total outflow was calculated as the sum of individual cell discharges. The higher ditch outflow corresponds to the 28-day loading period, while the lower flow corresponds to the end of each recovery period. Importantly, MODFLOW and MT3D provide only an approximation of actual Responsive Resourceful Reliable 35

41 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB conditions, and address average recharge and groundwater conditions. Actual ditch flow will vary with seasonal variability in rainfall and recharge Drain Control The second control alternative modelled was an under-drain solution in which a network of drains was installed directly below the DMMA basin bottom. A range of drain configurations were evaluated using the calibrated model to determine an appropriate design that effectively eliminated off-site migration of chlorides. The final drain configuration is as follows: o Number of parallel runs, west-east: 7 o Modeled Control Elevation : +2.5 ft. NAVD o Proposed Construction Drain Pipe Invert Elevation.: +1 ft. NAVD o Gravel Trench Bottom Elevation: 0 ft. NAVD A plan illustration and a typical cross-section of the under-drain solution are provided below. Responsive Resourceful Reliable 36

42 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB NTS The simulation results for the under-drain solution are summarized in Exhibits F-1 through F-25. The exhibits present results for the end of each 10-year simulation period and for each model layer. The model results indicate that the proposed under-drain maintains system contains all significant chloride migration to within the limits of the DMMA footprint. At Year 50, only the 50 mg/l contour has moved outside a portion of the DMMA footprint but is well within the property boundary. Under-drain outflow during the model simulation averaged 50 gpm based on the MODFLOW Drain module and by summing the individual cell drain discharges. As with the perimeter ditch simulation, drain discharge will vary with seasonal variability in rainfall and recharge. As well, MODFLOW and MT3D do not explicitly model perforated pipes, embedded in fabric wrapped gravel; rather, the model interprets this boundary as a control elevation, roughly equivalent to the drain invert elevation. As such, actual underdrain flow will vary. Responsive Resourceful Reliable 37

43 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB Approximate Location of Under-Drains Operational Controls The ditch and drain control systems will produce discharge flow rates up to 180 gpm and therefore will require hydraulic connection to the DMMA outfall pipe. The ditch system will need other operational features to increase its efficiency. The primary feature will be control structures to allow for a range of ditch water levels. A control structure at the low (east) end of the system should be positioned and designed to adjust ditch water levels within an operational range of +1.5 to +4 feet NAVD. Accordingly, ditch bottom elevations should range from about +0 (east end) to + 3 feet NAVD at the west end. A ditch section is not necessary along the west side of the DMMA for operational (chloride plume) control but will be constructed as a stormwater drainage feature for the perimeter access road. We anticipate that the drainage control in that ditch segment will be comparatively high in elevation, close to the ambient groundwater elevation at the west end of the DMMA, and will connect to the balance of the ditch system via an overflow structure. The ability to adjust the ditch water level up or down by about 2 ½ feet will increase the efficiency of chloride plume capture during seasonal changes in groundwater elevations around the DMMA footprint. The ditch water level will be adjusted upward to as high as +4 feet NAVD during wet (rainy) periods to reduce unnecessary inflow of groundwater into the system. Conversely, the ditch water level should be dropped during the dry season to maintain a preferential flow path of impounded water towards the ditch. 9.5 Groundwater Monitoring System A network of monitoring wells is recommended as part of the DMMA construction for two purposes: (1) measure chloride concentrations in the groundwater at strategic locations and Responsive Resourceful Reliable 38

44 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB depths beyond the perimeter of the DMMA; and (2) measure groundwater elevations at the same locations and depths to guide operational adjustments to the ditch water level. The monitoring wells will be positioned around the immediate perimeter of the DMMA and also along the property lines. An additional line of monitoring wells will be placed at intermediate positions between the DMMA footprint and the site boundaries. A proposed location plan for the monitoring well network is shown on Sheet 14. Each location is to consist of a nest of three monitoring wells installed to different depths generally described as shallow, intermediate, and deep. The planned monitoring well depth and construction details are provided below. Referring to the Conceptual Model Cross-Section, the shallow and intermediate depth monitoring wells will be screened within Layers 1, 2 and 3 above the clay, semi-confining layer (Layer 4) while the screen of the deep well will be set just below the clay layer. The monitoring well network should be installed as part of the DMMA construction to allow collection of background groundwater level and quality data prior to the initial loading (dredged material disposal) event. Some or all of the existing monitoring wells may be incorporated into the network if their construction details can be verified. Responsive Resourceful Reliable 39

45 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB SUMMARY AND RECOMMENDATIONS With the significant topographic relief across the site, the planned dike construction will involve shallow to moderate height cuts and fills at the west side while the east side will require fill heights up to about 22 feet. The proposed DMMA footprint area is underlain by a thick (100 feet +/-) deposit of mostly granular soils consisting of relatively clean to slightly silty sands containing broken shell and grading to clayey at deeper depths. The sands are generally firm (medium dense) in terms of relative density. A soft clay layer was found in thicknesses of 2 to 17 feet beginning at depths of about 30 feet below the existing ground surface. One of the 100-foot deep SPT borings showed hard limestone in its bottom 7 feet. For preliminary design purposes, the shallow to moderate depth sand deposits are relatively strong, minimally compressible, and therefore will provide suitable foundation support for embankment fill heights up to 22 feet. Borrow excavations, as presently planned to depths of about 15 feet, should produce a blend of relatively clean to slightly silty fine sands that would be suitable for general embankment fill at a side slope inclination of 3:1 (horizontal: vertical) as presently planned. In a compacted condition, these sands show moderate permeability values in the range of 6.25 to feet per day. The clay layer is only slightly over-consolidated, moderately compressible, and will result in maximum settlements of approximately 6 inches beneath the easterly perimeter dike. The groundwater flow gradient mimics the topographic decline from west to east across the site. Depths to groundwater measured in on-site monitoring wells during the study period (i.e. early part of the rainy season) ranged from 1 1/2 to 13 1/2 feet below the existing ground surface. Groundwater control (dewatering) will likely be needed to accomplish fill placement at lower elevations and borrow excavations in the dry. Groundwater quality data (2013 through 2014, by Bonn Environmental) for on-site monitoring wells shows chloride concentrations ranging from 20 to 1,100 mg/l. Samples of sediments collected from the target dredge area indicated relatively high leaching potential of chlorides based on laboratory test results. A MT3D contaminate transport model was updated, based on site specific parameters, and calibrated using the laboratory soil column leaching test results. The calibrated MT3D model was run to simulate a series of operational events during a 50-year Responsive Resourceful Reliable 40

46 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB service life. The simulations were of dredging events occurring at 10-year intervals and consisting of 28-day loading periods followed by 9 years and 11 months of resting. At the end of the final (Year 50), the model results indicated that the chloride plume carried a concentration of 500 mg/l to a depth of about 60 feet beneath the DMMA footprint. The horizontal spread of the plume was predominately eastward following the steep hydraulic down-gradient in that direction towards the ICWW. At Year 50, the 250 mg/l contour of the chloride plume in the upper part of the aquifer extended 750 feet beyond the east property boundary. The transverse (north and south) spread of the plume was shown to be much less as compared to the eastward movement and at the final simulation the 250 mg/l contour was at a maximum distance of about 100 to 150 feet beyond portions of the north and south property boundaries. Control features were subsequently considered in the modeling with the specific objective to restrict the chloride plume to a concentration of less than 250 mg/l at the site boundaries (property lines) during the 50-year operational life of the DMMA. One control alternative was a perimeter ditch system while the other consisted of an under-drain system beneath the DMMA basin bottom. The modeling results indicated that both features were effective in restricting chloride plume movement. At Year 50, the ditch and under-drain systems each maintained the 250 mg/l chloride contour well within the property boundaries. The ditch system is the preferred option from a cost standpoint. Its initial construction cost will be significantly less than the under-drain system and will also be easier to maintain over a 50- year operational life of the DMMA GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered Responsive Resourceful Reliable 41

47 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida December 8, 2014 DUNKELBERGER Project No. HB valid unless DUNKELBERGER reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 42

48 NORTH BV-4B SITE SOURCE: GOOGLE EARTH PRO 0 1 MI 2 MI 4 MI JJ BL DSD SEE SCALE BAR VICINITY MAP BV-4B ST. LUCIE COUNTY, FLORIDA HB

49 SCALE 1 : CONTOUR INTERVAL 5 FEET NATIONAL GEODETIC VERTICAL DATUM OF 1929 N JENSEN BEACH, FLORIDA 1949; PHOTO REVISED MINUTE SERIES (TOPOGRAPHIC) Project Mngr: Drawn By: Checked By: Approved By: DSD BML BML DSD Project No. Scale: File No. Date: HB AS SHOWN NW COMMODITY COVE PORT ST. LUCIE, FL PH. (772) FAX. (772) Indian River County TOPOGRAPHIC VICINITY MAP GEOTECHNICAL SITE EXPLORATION TAYLOR ENGINEERING, INC. BV-4B Florida SHEET 2

50 SCALE 1 : SOIL LEGEND BRADENTON FINE SAND, LIMESTONE SUBSTRATUM COPELAND-BRADENTON-WABASSO COMPLEX, LIMESTONE SUBSTRATUM RIVIERA SAND IMMOKALEE SAND MYAKKA SAND PAOLA FINE SAND, 0 TO 5 PERCENT SLOPES POMPANO SAND SITE BOUNDARY DMMA FOOTPRINT BOUNDARY N U.S.D.A. SOIL SURVEY FOR INDIAN RIVER COUNTY, FLORIDA ISSUED: JANUARY 1987 Project Mngr: Drawn By: Checked By: Approved By: DSD BML BML DSD Project No. Scale: File No. Date: HB AS SHOWN - 7/3/ NW COMMODITY COVE PORT ST. LUCIE, FL PH. (772) FAX. (772) Indian River County SOILS MAP GEOTECHNICAL SITE EXPLORATION TAYLOR ENGINEERING, INC. BV-4B Florida SHEET 3

51 SOURCE: GOOGLE EARTH PRO LEGEND WELL POND (BORROW) SEPTIC TANK POND (RETENTION) Locations are approximate. BV-4B 0' 500' 1000' 2000' JJ BL DSD SEE SCALE BAR HYDROGEOLOGIC INVENTORY MAP BV-4B BREVARD COUNTY, FLORIDA HB NORTH

52 SOURCE: MORGAN & EKLUND, INC. 0' 250' 500' 1000' MW-1M +18.6' +19.3' MW-2M +31.9' MW-3M +22.9' MW-4M MW-5M +21.3' MW-13M +6.2' PZ ' MW-8M +10.0' +9.0' MW-6M MW-1M LEGEND MONITORING WELL LOCATION, NUMBER, & GROUND ELEVATION (FEET-NAVD88) PIEZOMETER (MONITORING WELL) INSTALLED BY DUNKELBERGER PZ-1 (FEET-NAVD88) Locations are approximate. +3.9' MW-10M MW-11M +4.0' MW-12M +3.5' JJ BL DSD SEE SCALE BAR MONITORING WELL LOCATION PLAN BV-4B BREVARD COUNTY, FLORIDA HB NORTH

53 SOURCE: MORGAN & EKLUND, INC. 0' 100' 200' 400' LEGEND B-101 STANDARD PENETRATION TEST BORING LOCATION AND NUMBER CPT-102 CONE PENETRATION TEST BORING LOCATION AND NUMBER HB-301 HAND AUGER BORING LOCATION AND NUMBER Locations are approximate. Top of boring elevations indicated at the boring locations referenced to NAVD JJ BL DSD SEE SCALE BAR BORING LOCATION PLAN BV-4B BREVARD COUNTY, FLORIDA HB NORTH

54 BORING NO. ELEVATION: B ' B ' B-102 continued MC=9.5 OC= =2.5 ELEVATION IN FEET (NAVD) MC= =2.3 MC= =7.4 LL=28.5 PI=8.3 MC=19.9 OC=1.6 MC= =7.0 MC= =7.2 MC= =16.9 ELEVATION IN FEET (NGVD) Borehole Grouted 0-100' MC= =48.5 MC= =5.9 ELEVATION IN FEET (NAVD) MC= =19.2 LL=33.0 PI=12.6 MC= =38.8 SP Borehole Grouted 0-100' LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE Unified Soil Classification System Group Symbol (ASTM D 2487) LL PI MC OC -200 N Standard Penetration Test (SPT) B-101 boring and number 50/6 Liquid Limit (%) Plasticity Index (%) Moisture Content (%) Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Indicates fifty SPT hammer blows were required to drive the sampler 6 inches Groundwater not recorded Elevation of groundwater (feet-navd) & date measured JJ BL DSD 1" = 10' (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using a track mounted BR-2500 drilling rig. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

55 BORING NO. ELEVATION: B ' B ' B ' MC=21.5 OC= =3.6 MC=18.9 OC= =5.3 MC=18.0 OC= =6.4 MC= =4.9 MC= =7.2 ELEVATION IN FEET (NAVD) MC= =18.7 MC= =12.9 MC= = =98.3 LL=49.3 PI=30.8 SHELBY TUBE MC= =7.9 MC= =52.7 LL=44.0 PI=27.3 SHELBY TUBE MC= =7.6 ELEVATION IN FEET (NAVD) Borehole Grouted 0-70' LL=48.5 PI=28.2 Borehole Grouted 0-75' MC= =47.0 Borehole Grouted 0-70' -200=61.7 LL=45.6 PI=29.9 MC OC Moisture Content (%) Organic Content (%) LL PI Liquid Limit (%) Plasticity Index (%) -200 Amount Finer Than The U.S. Standard No. 200 Sieve (%) SP LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE Unified Soil Classification System Group Symbol (ASTM D 2487) N Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Standard Penetration Test (SPT) B-201 boring and number Elevation of groundwater (feet-navd) & date measured JJ BL DSD 1" = 10' (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using a track mounted BR-2500 drilling rig. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

56 BORING NO. ELEVATION: B ' B ' B ' MC= =3.3 MC=16.8 OC= =4.5 MC= =7.0 MC= =6.1 MC= =4.9 ELEVATION IN FEET (NAVD) MC= =75.1 LL=56.0 PI=38.0 MC= =50.2 SHELBY TUBE MC= =14.8 Borehole Grouted 0-45' -200=98.7 LL=51.3 PI=33.3 MC= =98.9 Borehole Grouted 0-50' MC= =7.2 ELEVATION IN FEET (NAVD) MC= =29.3 Borehole Grouted 0-70' LL PI MC OC -200 Liquid Limit (%) Plasticity Index (%) Moisture Content (%) Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) SP LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE Unified Soil Classification System Group Symbol (ASTM D 2487) N Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Standard Penetration Test (SPT) B-204 boring and number Elevation of groundwater (feet-navd) & date measured JJ BL DSD 1" = 10' (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using a track mounted BR-2500 drilling rig. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

57 ELEVATION IN FEET (NAVD) BORING NO. HB-301 B-302 B-303 B-304 B-305 B-306 ELEVATION: +9.6' +9.0' +8.3' +7.9' +7.0' +5.3' MC=28.9 OC= =5.5 MC= =17.1 MC=28.4 OC= =7.7 MC= =10.0 MC=17.5 OC= =5.1 MC= =7.6 MC= =4.7 MC= =8.0 MC= =11.0 MC= =4.6 MC= =5.7 MC= =3.4 LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE MC OC -200 SP N HB-301 Moisture Content (%) Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Unified Soil Classification System Group Symbol (ASTM D 2487) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Hand auger boring and number Standard Penetration Test (SPT) B-302 boring and number Elevation of groundwater (feet-navd) & date measured NOTES (1) Borings were drilled from April 7 to 22, 2014 using either a track mounted BR-2500 drilling rig or hand turned augering equipment. (2) Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. (3) Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. JJ BL DSD 1" = 5' SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB ELEVATION IN FEET (NAVD)

58 ELEVATION IN FEET (NAVD) BORING NO. HB-307 B-308 B-309 B-310 B-311 B-312 ELEVATION: +10.1' +10.2' +8.7' +7.9' +7.1' +5.2' MC=27.7 OC=4.0 MC= =2.6 MC= =6.6 MC= =15.2 MC= =17.5 MC= =3.6 MC= =2.3 MC= =19.2 MC=27.2 OC= =4.9 MC= =7.4 MC= =10.9 MC= =3.2 MC= =3.8 LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE MC OC -200 SP N HB-307 Moisture Content (%) Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Unified Soil Classification System Group Symbol (ASTM D 2487) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Hand auger boring and number Standard Penetration Test (SPT) B-308 boring and number Elevation of groundwater (feet-navd) & date measured NOTES (1) Borings were drilled from April 7 to 22, 2014 using either a track mounted BR-2500 drilling rig or hand turned augering equipment. (2) Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. (3) Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. JJ BL DSD 1" = 5' SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB ELEVATION IN FEET (NAVD)

59 ELEVATION IN FEET (NAVD) BORING NO. HB-313 B-314 B-315 B-316 B-317 B-318 ELEVATION: +12.0' +11.0' +8.9' +6.3' +6.4' +5.7' MC=36.1 OC= =9.6 MC= =4.4 MC=30.2 OC=6.5 MC= =9.9 MC=20.9 OC= =4.4 MC= =4.3 MC= =3.6 MC= =11.9 MC= =5.4 MC= =4.4 MC= =4.9 LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE MC OC -200 SP N HB-313 Moisture Content (%) Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Unified Soil Classification System Group Symbol (ASTM D 2487) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Hand auger boring and number Standard Penetration Test (SPT) B-314 boring and number Elevation of groundwater (feet-navd) & date measured NOTES (1) Borings were drilled from April 7 to 22, 2014 using either a track mounted BR-2500 drilling rig or hand turned augering equipment. (2) Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. (3) Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. JJ BL DSD 1" = 5' SUBSURFACE PROFILES BV-4B HB ELEVATION IN FEET (NAVD)

60 SOURCE: GOOGLE EARTH PRO V-1 V-2 V-3 V-4 V-5 V-6 V-7 V-8 V-9 V-10 V-11 NORTH GPS COORDINATES VIBRACORE NO. LATITUDE LONGITUDE V V V V V V V V V V V LEGEND V-1 VIBRACORE LOCATION AND NUMBER Locations are approximate. 0' 0.5 MI 1 MI 2 MI JJ VIBRACORE LOCATION PLAN BL BV-4B DSD SEE SCALE BAR ST. LUCIE COUNTY, FLORIDA HB

61 MW-A MW-B MW-D MW-C SOURCE: MORGAN & EKLUND, INC. 0' 100' 200' 400' Each nest to include 3 monitoring wells installed to shallow, intermediate, and deep depths. Locations are approximate HB SEE SCALE BAR MONITORING WELL NEST LOCATION BML BV-4B DMMA MW-A AND NUMBER. DSD BREVARD COUNTY, FLORIDA LEGEND BML PROPOSED MONITORING WELL PLAN MW-P MW-J MW-V MW-N MW-H MW-G MW-M MW-S MW-Q MW-U MW-R MW-F MW-L MW-I MW-O NORTH MW-E MW-K MW-T

62 Table 1.1 Summary of Site Soil Index Properties BV-4B DMMA, Brevard County, Florida Sample Location Sample Depth (ft) Moisture Content (%) Amount Passing No. 200 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Organic Content (%) B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B

63 Table 1.2 Summary of Site Soil Index Properties BV-4B DMMA, Brevard County, Florida Sample Location Sample Depth (ft) Moisture Content (%) Amount Passing No. 200 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Organic Content (%) HB B B B B B B B B B B B HB HB B B B B B B B B B B B HB B B B B B B B B B B

64 Table 2.1 Summary of Sieve Analysis BV-4B DMMA, Brevard County, Florida SPT Samples Sample Sample Amount Passing Sieve Size (%) USCS Location Number 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 B SP B SC B SP-SM B SC B SP-SM B SP-SM B SP-SM B SP-SM B SP-SM B SP-SM B SP-SM B SP B SP-SM B SP B SP B SP B SP B SP HB SP

65 Table 2.2 Summary of Hydrometer Analysis BV-4B DMMA, Brevard County, Florida SPT Samples Sample Sample Percent Finer by Weight USCS Location Depth (ft) B CL B CL Table 2.3 Summary of Sieve Analysis BV-4B DMMA, Brevard County, Florida Interior Borrow Fill Sample Sample Amount Passing Sieve Size (%) USCS Location Depth (ft) 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 Area SP-SM Area SP-SM Area SP Area SP-SM Area SP Area SP Note: Interior borrow fill area was divided into 6 areas where bulk samples were recovered

66 Table 3 Proctor Compaction Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Location Sample Depth (ft) USCS Fines Content (%) Moisture Content (%) Dry Unit Weight (pcf) Area SP-SM Area SP-SM Area SP Area SP-SM Area SP Area SP-SM Note: Interior area of the proposed dike was divided into 6 areas where bulk samples were recovered Table 4 Limerock Bearing Ratio (LBR) Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Location B-303 and B-304 (Composite) B-313 B-317 and B-318 (Composite) Sample Depth Fines Content Moisture Dry Unit USCS (ft) (%) Content (%) Weight (pcf) LBR SP-SM SP-SM SP-SM

67 Sample Location Initial Conditions Moisture Dry Unit Content Weight (%) (pcf) cm/sec ft/day Area SP-SM Remolded E Area SP-SM Remolded E Area SP Remolded E Area SP-SM Remolded E Area SP Remolded E Area SP Remolded E Note: Interior area of the proposed dike was divided into 6 areas where bulk samples were recovered Sample Location Sample Depth (ft) Sample Depth (ft) USCS USCS Table 5.1 Summary of Hydraulic Conductivity Test Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Type Table 5.2 Summary of Hydraulic Conductivity Test Results BV-4B DMMA, Brevard County, Florida Fine Grained Samples Sample Type Fines Content (%) Fines Content (%) Initial Conditions Moisture Dry Unit Content Weight (%) (pcf) Confining Stress (psi) Confining Stress (psi) Hydraulic Conductivity Hydraulic Conductivity cm/sec ft/day B CL Undisturbed E B CL/CH Undisturbed E

68 Table 6 Summary Consolidated-Undrained (CU) Triaxial Shear Test Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Location Sample Depth (ft) USCS Total Strength Parameters Cohesion (C, ksf) Internal Friction Angle (, deg) Effective Strength Parameters Cohesion (C, ksf) Internal Friction Angle (, deg) Area SP-SM Area SP Area SP-SM Note: Interior area of the proposed dike was divided into 6 areas where bulk samples were recovered

69 Table 7 Summary Consolidation Test Results BV-4B DMMA, Brevard County, Florida Undisturbed Samples Sample Location Sample Depth (ft) USCS Moisture Content (%) Dry Unit Weight (pcf) Fines Content (%) Vertical Strain (%) 1 tsf 2 tsf 4 tsf 8 tsf 16 tsf B CL B CL/CH

70 APPENDIX A CONE PENETROMETER TEST (CPT) LOGS

71 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 70.9 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-102 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-1 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

72 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 71.9 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-103 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 >> Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-2 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

73 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 71.3 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-104 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/16/2014 Rig: 835 >> Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-3 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

74 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 71.2 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-106 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-4 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

75 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.3 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-201 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-5 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

76 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.2 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-202 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-6 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

77 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.2 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-203 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-7 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

78 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.5 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-204 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/16/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-8 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

79 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.3 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-205 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) >> 607 NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/16/2014 Rig: 835 >> Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-9 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

80 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 70.9 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-102 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-102 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-10 >> Material Description Normalized CPT Soil Behavior Type Depth (ft)

81 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 71.9 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-103 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-103 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-11 Material Description Normalized CPT Soil Behavior Type Depth (ft)

82 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 71.3 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-104 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-104 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/16/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-12 Material Description Normalized CPT Soil Behavior Type Depth (ft)

83 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 71.2 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-106 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-106 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-13 Material Description Normalized CPT Soil Behavior Type Depth (ft)

84 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.3 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-201 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-201 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-14 Material Description Normalized CPT Soil Behavior Type Depth (ft)

85 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.2 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-202 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-202 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-15 Material Description Normalized CPT Soil Behavior Type Depth (ft)

86 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.2 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-203 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-203 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-16 Material Description Normalized CPT Soil Behavior Type Depth (ft)

87 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.5 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-204 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-204 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/16/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-17 Material Description Normalized CPT Soil Behavior Type Depth (ft)

88 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.3 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-205 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-205 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/16/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-18 Material Description Normalized CPT Soil Behavior Type Depth (ft)

89 CPT GENERAL NOTES DESCRIPTION OF MEASUREMENTS AND CALIBRATIONS To be reported per ASTM D5778: Uncorrected Tip Resistance, q c Measured force acting on the cone divided by the cone's projected area Corrected Tip Resistance, q t Cone resistance corrected for porewater and net area ratio effects q t = q c + U2(1 - a) Where a is the net area ratio, a lab calibration of the cone typically between 0.70 and 0.85 Pore Pressure, U1/U2 Pore pressure generated during penetration U1 - sensor on the face of the cone U2 - sensor on the shoulder (more common) Sleeve Friction, fs Frictional force acting on the sleeve divided by its surface area Normalized Friction Ratio, FR The ratio as a percentage of fs to q t, accounting for overburden pressure To be reported per ASTM D7400, if collected: Shear Wave Velocity, Vs Measured in a Seismic CPT and provides direct measure of soil stiffness Permeability, k Sand DESCRIPTION OF GEOTECHNICAL CORRELATIONS Normalized Tip Resistance, Q t Q t = (q t - V0)/ ' V0 Over Consolidation Ratio, OCR OCR (1) = 0.25(Q t ) 1.25 OCR (2) = 0.33(Q t ) Undrained Shear Strength, Su Su = Q t x ' V0 /N kt N kt is a geographical factor (shown on Su plot) Sensitivy, St St = (q t - V0/N kt ) x (1/fs) Effective Friction Angle, ' ' (1) = tan -1 (0.373[log(q t / ' V0 ) ]) ' (2) = [log(Q t )] Unit Weight UW = (0.27[log(FR)]+0.36[log(q t /atm)]+1.236) x UW water V0 is taken as the incremental sum of the unit weights Small Strain Shear Modulus, G 0 G 0 (1) = Vs 2 G 0 (2) = x 10 (0.55Ic ) (q t - V0) REPORTED PARAMETERS CPT logs as provided, at a minimum, report the data as required by ASTM D5778 and ASTM D7400 (if applicable). This minimum data include tip resistance, sleeve resistance, and porewater pressure. Other correlated parameters may also be provided. These other correlated parameters are interpretations of the measured data based upon published and reliable references, but they do not necessarily represent the actual values that would be derived from direct testing to determine the various parameters. The following chart illustrates estimates of reliability associated with correlated parameters based upon the literature referenced below. RELATIVE RELIABILITY OF CPT CORRELATIONS Clay and Silt Soil Behavior Type Index, Ic Ic = [( log(q t ) 2 + (log(fr) ) 2 ] 0.5 SPT N 60 ( Ic) N 60 = (q t /atm) / 10 Elastic Modulus, Es (assumes q/q ultimate ~ 0.3, i.e. FS = 3) Es (1) = 2.6 G 0 where = logQ t,clean sand Es (2) = G 0 Es (3) = x 10 (0.55Ic ) (q t - V0) Es (4) = 2.5q t Constrained Modulus, M M = M(q t - V0) For Ic > 2.2 (fine-grained soils) M = Q t with maximum of 14 For Ic < 2.2 (coarse-grained soils) (0.55Ic ) M = x 10 Hydraulic Conductivity, k ( Ic) For 1.0 < Ic < 3.27 k = 10 ( Ic) For 3.27 < Ic < 4.0 k = 10 Relative Density, Dr Dr = (Q t / 350) 0.5 x 100 Constrained Modulus, M Effective Friction Angle, ' Relative Density, Dr CONE PENETRATION SOIL BEHAVIOR TYPE REFERENCES Unit Weight Sensitivity, St Undrained Shear Strength, Su Over Consolidation Ratio, OCR Small Strain Modulus, G 0 * and Elastic Modulus, Es* WATER LEVEL Sand Low Reliability Clay and Silt Clay and Silt Sand Clay and Silt Sand NORMALIZED CONE RESISTANCE, q t / atm 1000 Sand 100 Clay and Silt * improves with seismic Vs measurements Reliability of CPT-predicted N 60 values as commonly measured by the Standard Penetration Test (SPT) is not provided due to the inherent inaccuracy associated with the SPT test procedure. High Reliability The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the normalized soil behavior type classification and correlated soil parameters. The water level may either be "measured" or "estimated:" Measured - Depth to water directly measured in the field Estimated - Depth to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditions While groundwater levels displayed as "measured" more accurately represent site conditions at the time of testing than those "estimated," in either case the groundwater should be further defined prior to construction as groundwater level variations will occur over time. The estimated stratigraphic profiles included in the CPT logs are based on relationships between corrected tip resistance (q t ), friction resistance (fs), and porewater pressure (U2). The normalized friction ratio (FR) is used to classify the soil behavior type. Sand Sand Clay and Silt Clay and Silt Clay and Silt 7 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay Typically, silts and clays have high FR values and 5 Sand mixtures - silty sand to sandy silt generate large excess penetration porewater 5 pressures; sands have lower FRs and do not 6 Sands - clean sand to silty sand generate excess penetration porewater pressures Gravelly sand to dense sand Negative pore pressure measurements are indicative of fissured fine-grained material. The adjacent graph 3 8 Very stiff sand to clayey sand (Robertson et al.) presents the soil behavior type correlation used for the logs. This normalized SBT 9 Very stiff fine grained chart, generally considered the most reliable, does 1 not use pore pressure to determine SBT due to its 2 atm = atmospheric pressure = 101 kpa = 1.05 tsf lack of repeatability in onshore CPTs NORMALIZED FRICTION RATIO, FR Kulhawy, F.H., Mayne, P.W., (1997). "Manual on Estimating Soil Properties for Foundation Design," Electric Power Research Institute, Palo Alto, CA. Mayne, P.W., (2013). "Geotechnical Site Exploration in the Year 2013," Georgia Institue of Technology, Atlanta, GA. Robertson, P.K., Cabal, K.L. (2012). "Guide to Cone Penetration Testing for Geotechnical Engineering," Signal Hill, CA. Schmertmann, J.H., (1970). "Static Cone to Compute Static Settlement over Sand," Journal of the Soil Mechanics and Foundations Division, 96(SM3), Exhibit C-1

90 APPENDIX B LABORATORY TESTING

91 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-101 LAB ID No. : S7 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-1

92 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-101 LAB ID No. : S22 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green clayey fine SAND with broken shell SC Exhibit B-2

93 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-202 LAB ID No. : S15 Sample Date : 4/9/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray slightly silty fine SAND, trace broken shell SP-SM Exhibit B-3

94 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-304 LAB ID No. : S1 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slightly silty fine SAND SP-SM Exhibit B-4

95 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-317 LAB ID No. : S8 Sample Date : 4/10/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray fine SAND with broken shell, trace of silt SP Exhibit B-5

96 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-204 LAB ID No. : S3 Sample Date : 4/10/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Orange to light brown slighlty silty fine SAND SP-SM Exhibit B-6

97 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-102 LAB ID No. : S9 Sample Date : 4/7/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray slightly silty fine SAND with broken shell SP-SM Exhibit B-7

98 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-102 LAB ID No. : S14 Sample Date : 4/7/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray clayey fine SAND with broken shell SC Exhibit B-8

99 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-305 LAB ID No. : S7 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray fine SAND with traces of broken shell SP Exhibit B-9

100 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-206 LAB ID No. : S3 Sample Date : 4/15/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slightly silty fine SAND SP-SM Exhibit B-10

101 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-207 LAB ID No. : S14 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray slightly silty fine SAND with some broken shell SP-SM Exhibit B-11

102 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-302 LAB ID No. : S4 Sample Date : 4/14/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slightly silty fine SAND SP-SM Exhibit B-12

103 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-306 LAB ID No. : S4 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Orange to light brown slightly silty fine SAND SP-SM Exhibit B-13

104 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-309 LAB ID No. : S7 Sample Date : 4/14/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray fine SAND with broken shell, trace silt SP Exhibit B-14

105 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-310 LAB ID No. : S3 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Orange to light brown fine SAND, trace silt SP Exhibit B-15

106 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-312 LAB ID No. : S3 Sample Date : 4/10/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-16

107 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-315 LAB ID No. : S4 Sample Date : 4/14/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-17

108 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : HB-307 LAB ID No. : S1 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-18

109 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-203 LAB ID No. : S1 Sample Date : 4/9/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slighlty silty fine SAND SP-SM Exhibit B-19

110 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B306 & B-312 LAB ID No. : Sample 1 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP-SM Exhibit B-20

111 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B311 & B-305 LAB ID No. : Sample 2 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP, SP-SM Exhibit B-21

112 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B310 & B-316 LAB ID No. : Sample 3 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP Exhibit B-22

113 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B309 & B-315 LAB ID No. : Sample 4 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP-SM Exhibit B-23

114 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B310 & B-316 LAB ID No. : Sample 5 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP Exhibit B-24

115 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B301 & B-307 LAB ID No. : Sample 6 Sample Date : 4/23/14 Soil Description Gray to brown fine SAND, traces of silt Soil Class D60 D30 D10 C u C c K (cm/sec) Permability SP Exhibit B-25

116 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINER BY WEIGHT GRAIN SIZE in millimeters SIEVE NUMBERS AND SIZES Sieve Analysis Series6 Project Name : BV-4B DMMA Project No. : HB Sample Location : B-101 LAB ID No. : S13 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permeability Green to gray CLAY CL Exhibit B-26

117 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINER BY WEIGHT GRAIN SIZE in millimeters SIEVE NUMBERS AND SIZES Sieve Analysis Series6 Project Name : BV-4B DMMA Project No. : HB Sample Location : B-102 LAB ID No. : S12 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permeability Exhibit B-27

118 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (1) B-306, B-312, B-318 Date of Report: 5/1/2014 Description: Light brown slightly silty fine SAND. (SP-SM) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 139 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 97.0 pcf Moisture Content 11.4 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E (Run 1-9) Average 2.2 E-03 Exhibit B-28

119 BV-4B Sand Sample (Area 1) B-306, B-312, B-318 Constant Head Permeability Test Project Number HB E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E Hydraulic Gradient Exhibit B-29

120 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (2) B-305, B-311, B-317 Date of Report: 5/5/2014 Description: Light brown slightly silty fine SAND. (SP-SM) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 139 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: pcf Moisture Content 13.5 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E E E E E-03 (Run 1-3) Average 2.4 E-03 Exhibit B-30

121 BV-4B Sand Sample (Area 2) B-305, B-311, B-317 Constant Head Permeability Test Project Number HB E E E-03 Hydraulic Velocity (cm/sec) 6.0 E E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E E Hydraulic Gradient Exhibit B-31

122 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (3) B-304, B-310, B-315 Date of Report: 5/5/2014 Description: Light brown fine SAND with traces of silt. (SP) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 126 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 97.2 pcf Moisture Content 13.5 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E-03 (Run 1-8) Average 2.4 E-03 Exhibit B-32

123 BV-4B Sand Sample (Area 3) B-304, B-310, B-315 Constant Head Permeability Test Project Number HB E E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E Hydraulic Gradient Exhibit B-33

124 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (4) B-303, B-309, B-315 Date of Report: 5/8/2014 Description: Light brown slightly silty fine SAND. (SP-SM) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 145 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 97.6 pcf Moisture Content 13.4 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E-03 (Run 1-6) Average 3.5 E-03 Exhibit B-34

125 BV-4B Sand Sample # (Area 4) B-303, B-309, B-315 Constant Head Permeability Test Project Number HB E E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 0.0 E Hydraulic Gradient Exhibit B-35

126 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (5) B-302, B-308, B-314 Date of Report: 5/13/2014 Description: Light brown fine SAND with traces of silt. (SP) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 105 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 99.1 pcf Moisture Content 12.2 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E-03 (Run 1-4) Average 4.4 E-03 Exhibit B-36

127 BV-4B Sand Sample # (Area 5) B-302, B-308, B-314 Constant Head Permeability Test Project Number HB E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E Hydraulic Gradient Exhibit B-37

128 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (6) HB-301, HB-307, HB-313 Date of Report: 5/14/2014 Description: Light brown fine SAND with traces of silt. (SP) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 146 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 98.0 pcf Moisture Content 14.1 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E-03 (Run 1-2) Average 3.3 E-03 Exhibit B-38

129 BV-4B Sand Sample # (Area 6) HB-301, HB-307, HB-313 Constant Head Permeability Test Project Number HB E E-03 Hydraulic Velocity (cm/sec) 4.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 1.0 E E Hydraulic Gradient Exhibit B-39

130 HYDRAULIC CONDUCTIVITY TEST RESULTS (ASTM D Method A) PROJECT NAME: BV-4B SAMPLE ID: B-203 (35-37 feet) Average Hydraulic Conductivity for Last Four Tests = 9.75E-08 cm/sec 1.40E E E-07 Hydraulic Conductivity (cm/s) 8.00E E E E E Test No. Test Results Cumulative Mean 75% of Cumulative Mean 125% of Cumulative Mean Exhibit B-40

131 HYDRAULIC CONDUCTIVITY TEST RESULTS (ASTM D Method C) PROJECT NAME: BV-4B SAMPLE ID: B-204 (40-42 feet) Average Hydraulic Conductivity for Last Four Tests = 3.93E-08 cm/sec 6.00E E E-08 Hydraulic Conductivity (cm/s) 3.00E E E E Test No. Test Results Cumulative Mean 75% of Cumulative Mean 125% of Cumulative Mean Exhibit B-41

132

133

134

135

136

137

138 CONSOLIDATION TEST REPORT Void Ratio Applied Pressure (tsf) C V (in²/day) Applied Pressure (tsf) Boring Sample Depth (feet) Material Description USCS B to 37 Dark gray to green clay with traces of sand and shell fragments CL LL PI SG (Assume) Dry Density (pcf) Moisture Content (%) Void Ratio P C -200 C C C R Initial Final Initial Final Initial Final (ksf) (%) Project BV-4B DMMA Brevard County, Florida Project Number HB Client Taylor Engineering Exhibit B-48

139 CONSOLIDATION TEST REPORT Void Ratio Applied Pressure (tsf) C V (in²/day) Applied Pressure (tsf) Boring Sample Depth (feet) Material Description USCS B to 42 Dark gray to green clay with traces of sand and shell fragments CL/CH LL PI SG (Assume) Dry Density (pcf) Moisture Content (%) Void Ratio P C -200 C C C R Initial Final Initial Final Initial Final (ksf) (%) Project BV-4B DMMA Brevard County, Florida Project Number HB Client Taylor Engineering Exhibit B-49

140 APPENDIX C DREDGED MATERIAL ANALYSIS

141 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V1 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Brown, Gray slightly silty fine SAND with shell fragments SP-SM Exhibit C-1

142 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V2 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dk brn silty medium to fine SAND with shell fragments, trace organics SM Exhibit C-2

143 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V3 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray medium to fine SAND with shell fragsments SP Exhibit C-3

144 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V4 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray medium to fine SAND with shell fragments SP Exhibit C-4

145 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V5 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray medium to fine SAND with shell fragments, traces of silt, organics SP Exhibit C-5

146 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V6 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown slightly silty fine SAND with shell fragments, organics SP-SM Exhibit C-6

147 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V7 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dk gray slightly silty med. to fine SAND with shell fragments, organics SP-SM Exhibit C-7

148 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V8 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gry slighlty silty med. to fine SAND with shell fragments, organic seams SP-SM Exhibit C-8

149 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V9 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dark gray silty organic medium to fine SAND with shell fragments SM Exhibit C-9

150 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V10 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dk gray slighly silty organic medium to fine SAND with shell fragments SP-SM Exhibit C-10

151 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V11 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light gray clayey SAND, mostly shell SC Exhibit C-11

152 Influent Parameters: Chloride Content: 88.8 ppm ph: 8.6 Sample ID V1 Sample ID V2 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 7.0 PBEL Results: ph = 7.1 TCLP = 240 mg/l TCLP = 310 mg/l Total Chl = 4290 mg/kg Total Chl = 6470 mg/kg Sample ID V5 Sample ID V6 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp 4080 PBEL Results: ph = 6.6 PBEL Results: ph = 6.5 TCLP = 280 mg/l TCLP = 170 mg/l Total Chl = 5220 mg/kg Total Chl = 4110 mg/kg Sample ID V9 Sample ID V10 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 6.5 PBEL Results: ph = 6.6 TCLP = 360 mg/l TCLP = 450 mg/l Total Chl = 9160 mg/kg Total Chl = 9880 mg/kg Exhibit C-12

153 Influent Parameters: Chloride Content: 88.8 ppm ph: 8.6 Sample ID V3 Sample ID V4 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 6.5 PBEL Results: ph = 6.4 TCLP = 220 mg/l TCLP = 240 mg/l Total Chl = 4620 mg/kg Total Chl = 4610 mg/kg Sample ID V7 Sample ID V8 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 6.4 PBEL Results: ph = 7.0 TCLP = 250 mg/l TCLP = 200 mg/l Total Chl = 5560 mg/kg Total Chl = 5380 mg/kg Sample ID V11 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Comp PBEL Results: ph = 6.5 TCLP = 300 mg/l Total Chl = 6420 mg/kg Exhibit C-13

154 Chloride Concentration of Sample Extract (ppm) V1 V2 V3 V4 V5 V6 V7 V8 V9 V10 V Water Passed Through Soil Sample (inches)

155 Chloride Concentration of Sample Extract (ppm) V1 V2 V3 V4 V5 V6 V7 V8 V9 V10 V Elapsed Time Since Introduction of Water (min)

156 V1 V2 ph of Sample Extract Typical Rainwater ph = 5.6 V3 V4 V5 V6 V7 V8 V9 3 V10 V11 2 Rainwater Water Passed Through Soil Sample (inches)

157 Chloride Concentration of Sample Extract (ppm) Typical Rainwater ph = 5.6 V1 V2 V3 V4 V5 V6 V7 V8 V9 V10 V11 Rainwater Elapsed Time Since Introduction of Water (min)

158 APPENDIX D GROUNDWATER MODELING CALIBRATION AND OPERATIONAL RUNS

159 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY GROUNDWATER ELEVATION CONTOUR IN FEET (NAVD 88) (LAYER 1) JJ JJ DSD SEE SCALE BAR MODFLOW MODEL CALIBRATION - LAYER 1 BV-4B DMMA BREVARD COUNTY, FLORIDA Locations are approximate HB D-1

160 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY GROUNDWATER ELEVATION CONTOUR IN FEET (NAVD 88) (LAYER 2) JJ JJ DSD SEE SCALE BAR MODFLOW MODEL CALIBRATION - LAYER 2 BV-4B DMMA BREVARD COUNTY, FLORIDA Locations are approximate HB D-2

161 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY GROUNDWATER ELEVATION CONTOUR IN FEET (NAVD 88) (LAYER 3) JJ JJ DSD SEE SCALE BAR MODFLOW MODEL CALIBRATION - LAYER 3 BV-4B DMMA BREVARD COUNTY, FLORIDA Locations are approximate HB D-3

162 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY GROUNDWATER ELEVATION CONTOUR IN FEET (NAVD 88) (LAYER 4) JJ JJ DSD SEE SCALE BAR MODFLOW MODEL CALIBRATION - LAYER 4 BV-4B DMMA BREVARD COUNTY, FLORIDA Locations are approximate HB D-4

163 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY GROUNDWATER ELEVATION CONTOUR IN FEET (NAVD 88) (LAYER 5) JJ JJ DSD SEE SCALE BAR MODFLOW MODEL CALIBRATION - LAYER 5 BV-4B DMMA BREVARD COUNTY, FLORIDA Locations are approximate HB D-5

164 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY GROUNDWATER ELEVATION CONTOUR IN FEET (NAVD 88) (LAYER 6) JJ JJ DSD SEE SCALE BAR MODFLOW MODEL CALIBRATION - LAYER 6 BV-4B DMMA BREVARD COUNTY, FLORIDA Locations are approximate HB D-6

165 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (10 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-7

166 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (10 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-8

167 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (10 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-9

168 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (10 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-10

169 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (20 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-11

170 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (20 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-12

171 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (20 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-13

172 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (20 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-14

173 500 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (20 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-15

174 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (30 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-16

175 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (30 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-17

176 250 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (30 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-18

177 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (30 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-19

178 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (30 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-20

179 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (40 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-21

180 5000 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (40 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-22

181 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (40 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-23

182 5000 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (40 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-24

183 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (40 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-25

184 500 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (50 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-26

185 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (50 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-27

186 1000 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (50 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-28

187 2500 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (50 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-29

188 250 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (50 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-30

189 NORTH 50 SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 6-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 6 (50 YEARS) WITHOUT CONTROLS BV-4B DMMA BREVARD COUNTY, FLORIDA HB D-31

190 APPENDIX E GROUNDWATER MODELING WITH DITCH CONTROLS

191 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (10 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-1

192 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (10 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-2

193 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (10 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-3

194 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (10 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-4

195 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (20 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-5

196 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (20 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-6

197 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (20 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-7

198 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (20 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-8

199 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (30 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-9

200 1000 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (30 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-10

201 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (30 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-11

202 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (30 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-12

203 NORTH 50 SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (30 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-13

204 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (40 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-14

205 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (40 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-15

206 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (40 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-16

207 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (40 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-17

208 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (40 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-18

209 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (50 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-19

210 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (50 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-20

211 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (50 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-21

212 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (50 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-22

213 NORTH 50 SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (50 YEARS) WITH DITCH CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB E-23

214 APPENDIX F GROUNDWATER MODELING WITH DRAIN CONTROLS

215 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (10 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-1

216 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (10 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-2

217 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (10 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-3

218 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (10 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-4

219 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-10 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (10 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-5

220 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (20 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-6

221 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (20 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-7

222 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (20 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-8

223 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (20 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-9

224 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-20 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (20 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-10

225 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (30 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-11

226 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (30 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-12

227 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (30 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-13

228 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (30 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-14

229 NORTH 50 SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-30 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (30 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-15

230 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (40 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-16

231 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (40 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-17

232 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (40 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-18

233 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (40 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-19

234 NORTH 50 SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-40 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (40 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-20

235 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 1-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 1 (50 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-21

236 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 2-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 2 (50 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-22

237 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 3-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 3 (50 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-23

238 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 4-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 4 (50 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-24

239 NORTH 50 SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 400' 800' 1600' LEGEND APPROXIMATE SUBJECT PROPERTY BOUNDARY CHLORIDE CONCENTRATION (mg/l), LAYER 5-50 YEARS Locations are approximate. JJ JJ DSD SEE SCALE BAR MT3D MODEL OPERATIONAL RUNS - LAYER 5 (50 YEARS) WITH DRAIN CONTROL BV-4B DMMA BREVARD COUNTY, FLORIDA HB F-25

240 Report Addendum Phases I and II BV-4B Dredged Material Management Area (DMMA) Additional Groundwater Modeling Brevard County, Florida March 7, 2016 Terracon Project No. HB Prepared for: Taylor Engineering, Inc. Jacksonville, Florida Prepared by: Dunkelberger Engineering & Testing, A Terracon Company Port St. Lucie, Florida

241 March 7, 2016 Taylor Engineering, Inc Deerwood Park Blvd. Jacksonville, Florida Attn: Jonathan Armbruster, P.E. via Vice President Re: Report Addendum (Phases I and II) Additional Groundwater Modeling BV-4B Dredged Material Management Area (DMMA) Brevard County, Florida Dunkelberger Project Number: HB Dear Mr. Armbruster: Dunkelberger Engineering and Testing, A Terracon Company (DUNKELBERGER) has completed additional groundwater modeling services for the above referenced project. This study was carried out in general accordance with Task 2 of Amendment 2 of our subcontract agreement (Taylor Engineering Contract No. C ) dated March 25, This report addendum presents the findings of the additional modeling and provides related recommendations for design of the DMMA dike system and its outfall structure. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, please contact us. Sincerely, Dunkelberger Engineering and Testing, Inc. A Terracon Company Brent M. Langlois, E.I. Project Geotechnical Engineer Douglas S. Dunkelberger, P.E. Principal FL Registration No Terracon Consultants, Inc. 607 N.W. Commodity Cove Port St. Lucie, Florida P [772] F [772] terracon.com

242 Report Addendum (Phases I/II) BV-4B DMMA Additional Groundwater Modeling Brevard County, Florida March 7, 2016 DUNKELBERGER Project No. HB Page 1.0 PURPOSE SCOPE OF WORK METHODOLOGY RESULTS SUMMARY GENERAL COMMENTS... 5 ATTACHMENTS Sheet 1 Sheet 2 Sheet 3 Recommended Ditch Control (Invert) Elevations Wetland and Lake Drawdown - Wet Season Wetland and Lake Drawdown - Dry Season APPENDIX A MODFLOW RESULTS (GROUNDWATER CONTOURS) Exhibit A-1 Layer 1 - Year 10 - End of Dredging Exhibit A-2 Layer 1 - Year 10 - End of Resting Exhibit A-3 Layer 1 - Year 20 - End of Dredging Exhibit A-4 Layer 1 - Year 20 - End of Resting Exhibit A-5 Layer 1 - Year 30 - End of Dredging Exhibit A-6 Layer 1 - Year 30 - End of Resting Exhibit A-7 Layer 1 - Year 40 - End of Dredging Exhibit A-8 Layer 1 - Year 40 - End of Resting Exhibit A-9 Layer 1 - Year 50 - End of Dredging Exhibit A-10 Layer 1 - Year 50 - End of Resting APPENDIX B MODFLOW RESULTS (CHLORIDE CONCENTRATION CONTOURS) Exhibit B-1 Layer 1 - Year 10 - End of Dredging Exhibit B-2 Layer 1 - Year 10 - End of Resting Exhibit B-3 Layer 1 - Year 20 - End of Dredging Exhibit B-4 Layer 1 - Year 20 - End of Resting Exhibit B-5 Layer 1 - Year 30 - End of Dredging Exhibit B-6 Layer 1 - Year 30 - End of Resting Exhibit B-7 Layer 1 - Year 40 - End of Dredging Exhibit B-8 Layer 1 - Year 40 - End of Resting Exhibit B-9 Layer 1 - Year 50 - End of Dredging Exhibit B-10 Layer 1 - Year 50 - End of Resting Exhibit B-11 Layer 6 - Year 50 - End of Dredging Exhibit B-12 Layer 6 - Year 50 - End of Resting Responsive Resourceful Reliable i

243 Report Addendum (Phases I/II) BV-4B DMMA Additional Groundwater Modeling Brevard County, Florida March 7, 2016 DUNKELBERGER Project No. HB APPENDIX C SEEP/W RESULTS (CHIMNEY DRAIN FLOW) Exhibit C-1 Station (East) Exhibit C-2 Station (North) Exhibit C-3 Station (North) Exhibit C-4 Station (South) Exhibit C-5 Station 8+00 (South) Responsive Resourceful Reliable ii

244 REPORT ADDENDUM (PHASES I AND II) ADDITIONAL GROUNDWATER MODELING BV-4B DREDGED MATERIAL MANAGEMENT AREA (DMMA) BREVARD COUNTY, FLORIDA DUNKELBERGER Project No. HB March 7, PURPOSE Initial groundwater modeling results in our Preliminary Geotechnical Engineering Report (Phase I/II), dated December 8, 2014, indicated limited (i.e. acceptable) chloride plume movement in the groundwater, for the 50-year operational life of the DMMA, with a perimeter ditch control set uniformly at +3 feet (NAVD). However, that uniform ditch control elevation applied to the steep west-to-east down slope of the existing site surface caused a large inflow volume of fresh groundwater into the perimeter ditch causing significant drawdown within the wetlands in the western part of the site and in off-site lakes farther west. The magnitude of the drawdown in the off-site lakes would be approximately 2 feet which is not acceptable. Additional groundwater flow (MODFLOW) modeling was necessary to consider a variable (sloping) ditch control to more closely mimic topographic relief and reduce groundwater drawdowns. Upward adjustment of the ditch control from east to west also required companion solute transport (MT3D) modeling to confirm that chloride plume movement was still in check. Draft Grading Plans Sheets C-1 through C-11, dated June 10, 2015, were provided by Taylor Engineering, Inc. (Taylor Engineering) to incorporate current dike cross-sections into the model runs. For the additional modeling, the geometry of a blanket (chimney) drain feature, considered in previous geotechnical analyses (seepage and stability), was adjusted to conform to the updated dike sections. 2.0 SCOPE OF WORK Existing three-dimensional models (MODFLOW and MT3D) were modified to analyze groundwater drawdown and chloride plume movement, respectively, for a variable perimeter ditch control elevation (i.e. sloping ditch scenario). Similar to the initial (Phase I/II) modeling, five dredged material events (Years 10, 20, 30, 40 and 50) were simulated. Each event involved 28 days of dredged material loading followed by 9 years and 11 months of resting. Responsive Resourceful Reliable 1

245 Report Addendum (Phases I/II) BV-4B DMMA Additional Groundwater Modeling Brevard County, Florida March 7, 2016 DUNKELBERGER Project No. HB Following completion of the three-dimensional model runs, a two-dimensional model (SEEP/W) was used to predict the volume of chimney drain flow reaching the perimeter ditch. The SEEP/W model runs simulated the five dredged material events. The additional volume of groundwater flow into the ditch was predicted by MODFLOW. The volume and rate of groundwater flow was tabulated for Taylor Engineering s consideration in the sizing of the perimeter ditch and its outfall structure. 3.0 METHODOLOGY Initially, the uniform control elevation of the perimeter ditch was adjusted in trial MODFLOW runs to determine the elevation at which no drawdown impact was observed within the on-site wetlands and off-site lakes. However, the 250 mg/l concentration contour of the chloride plume could not be contained within the property boundaries for the zero drawdown scenario. Therefore, multiple iterations of the companion MODFLOW-M3TD models were run to find the optimal ditch control elevations which produced minimal off-site groundwater drawdown while maintaining the 250 mg/l chloride concentration contour within the property boundaries. The final iteration simulated five dredged material events (Years 10, 20, 30, 40 and 50) with each event involving 28 days of dredged material loading followed by 9 years and 11 months of resting. During dredging events, the operational water levels within the DMMA basin were set as general (constant) heads as listed below: Simulated Dredged Material Event General Head Boundary Elevation (feet, NAVD 1988) 1:Year :Year :Year :Year :Year The two-dimensional (SEEP/W) model was run at five dike cross-sections, specifically Stations 8+00, 25+00, 37+00, and per the current grading plans. The cross-sections were modified, from plan, to incorporate a dike chimney drain as well as revised (optimal) perimeter ditch elevations as indicated by the three-dimensional modeling. At each station, the model was run for the five dredged material events under two different operating heads: (1) maximum ( end of dredging ) heads as shown in the table above; and (2) average ( end of resting ) heads as reflected by groundwater elevations in corresponding MODFLOW runs. Responsive Resourceful Reliable 2

246 Report Addendum (Phases I/II) BV-4B DMMA Additional Groundwater Modeling Brevard County, Florida March 7, 2016 DUNKELBERGER Project No. HB RESULTS The iterative, three-dimensional modeling found an optimal, variable (sloping) perimeter ditch bottom elevation that minimized off-site groundwater drawdown while adequately restricting chloride plume movement in the aquifer. The recommended ditch control (invert) elevations are shown on the attached Sheet 1. The corresponding MODFLOW run indicated less than 0.5 feet of drawdown within the on-site wetlands. The drawdown in the off-site lakes to the west was 0.25 feet during the wet season and essentially nil during the dry season as shown on Sheets 2 and 3, respectively. The three-dimensional model results were prepared as graphical output of groundwater elevation (MODFLOW) and chloride concentration (M3TD) contours for each of the five dredged material events. Furthermore, contours were developed for end of dredging and end of resting periods for each event. Given that the models adopted a six-layer geologic cross-section (Reference: Page 15 of the Phase I/II report), the contour plots presented in this report were reduced to only Layer 1 (uppermost portion of the surficial aquifer) and Layer 6 (Floridan aquifer) for clarity. The Layer 1 contours represent the occurrence of the highest groundwater elevations and chloride concentrations while the Layer 6 chloride contours, or lack thereof, demonstrate no impact to the Floridan aquifer. The groundwater and chloride concentration contours are presented in Appendices A and B, respectively. The total inflow rates of groundwater to the perimeter ditch were extracted from the MODFLOW model for the five dredged material events at both the end of dredging and end of resting periods. For the same events and periods, SEEP/W runs predicted chimney drain flows to the perimeter ditch at five stations (two north and two south ditches; one in the east ditch). The model cross-sections are shown in Appendix C. The unit (i.e. per lineal foot) flows at each station segment were totaled by applying a multiplier of ditch length. The west dike, with its low height in comparison to the ditch bottom elevation, does not, in our opinion, require an internal drain feature. The groundwater and chimney drain flows are tabulated separately below. Groundwater to Ditch Flow Summary 0-10 year year year year year End of Dredge* (cfd) 10, , , , , End of Resting** (cfd) 5, , , , , End of Dredge (cfs) End of Resting (cfs) Responsive Resourceful Reliable 3

247 Report Addendum (Phases I/II) BV-4B DMMA Additional Groundwater Modeling Brevard County, Florida March 7, 2016 DUNKELBERGER Project No. HB Chimney Drain to Ditch Flow Summary 0-10 year year year year year End of Dredge*** (cfd) , , , , End of Resting*** (cfd) 2, , , , , End of Dredge (cfs) End of Resting (cfs) *average total flow in cfd during 28-day dredging period **average total flow in cfd for last year of 9 year/11 month resting period ***average daily total flow in cfd during dredging and resting periods As indicated, the maximum grand total flow, combining groundwater and chimney drain contributions, occurs at the Year 50 event, at the end of dredging, and amounts to approximately 100,000 cubic feet per day (cfd). The end of resting grand total flow for the same event is about 10,000 cfd. 5.0 SUMMARY The additional groundwater modeling results indicate that a variable (sloping) perimeter ditch control elevation will meet the objectives of minimizing off-site groundwater drawdown impacts while restricting chloride plume movement in the aquifer to the criterion of 250 mg/l contained within the property boundaries. The variable control is represented by ditch inverts ranging from a high of +18 feet (NAVD) on the west side of the DMMA to a low of +1.5 feet (NAVD) at the outfall structure location on the east side. The recommended invert elevations in this report may be adjusted slightly (6 inches +/-) to increase gravity flow in flat sections (east and west sides) of the ditch. A somewhat larger adjustment may be required, and is acceptable, over a short span of the ditch at about Station to accommodate the access road crossing. Maximum combined flow of groundwater and chimney drain outfall to the ditch were predicted by the three-dimensional and two-dimensional models, respectively, at about 29,000 cfd and 63,000 cfd, totaling close to 100,000 cfd during the Year 50 dredging event when the operational level of the DMMA will be at its maximum elevation. The combined flow during resting periods for all five events was found to be fairly constant at about 10,000 cfd. Runoff volume, for the design storm water event, should be added to the ditch inflow reported herein. The volumes indicated above represent the perimeter ditch contribution to the off-site discharge with the outfall structure control set at +1.5 feet (NAVD). We recommend that the outfall control Responsive Resourceful Reliable 4

248 Report Addendum (Phases I/II) BV-4B DMMA Additional Groundwater Modeling Brevard County, Florida March 7, 2016 DUNKELBERGER Project No. HB be designed to allow for an adjustment up to +4 feet (NAVD) to reduce groundwater inflow to the ditch system, and ultimate off-site discharge, during wet (rainy) seasons of the year. The intent of the variable control elevation at the outfall structure is to maintain positive groundwater flow to the perimeter ditch while also accounting for 2 ½ feet of differential in wet and dry season groundwater levels. This would require a monitoring well system to provide groundwater level data as the basis for adjusting the weir outfall to about 1 foot below the seasonal groundwater position. 6.0 GENERAL COMMENTS This report has been prepared for the exclusive use of Taylor Engineering, Inc. for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless DUNKELBERGER reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 5

249 5' 40' 12' 16' 20' 38' SOURCE: TAYLOR ENGINEERING BV-4B DESIGN SET, DATED JUNE 10, 2015 GRADING PLAN, SHEETS C-1 AND C-2 NOTES 1) Ditch invert elevations indicated above reference the North American Vertical Datum of 1988 (NAVD88) 0' 100' 200' 400' NORTH BL DD DD SEE SCALE BAR 2/19/16 RECOMMENDED SLOPING DITCH INVERT ELEVATIONS BV-4B BREVARD COUNTY, FLORIDA HB

250 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 500' 1000' 2000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER DRAWDOWN CONTOUR (FEET) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO NORMAL DRY SEASON DRAWDOWN BV-4B DMMA BREVARD COUNTY, FLORIDA 1/4/15 HB

251 NORTH 0 SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 500' 1000' 2000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER DRAWDOWN CONTOUR (FEET) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO NORMAL WET SEASON DRAWDOWN BV-4B DMMA BREVARD COUNTY, FLORIDA 1/4/15 HB

252 APPENDIX A GROUNDWATER ELEVATION CONTOURS

253 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 10 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-1

254 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 10 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-2

255 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 20 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-3

256 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 20 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-4

257 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 30 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-5

258 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 30 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-6

259 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 40 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-7

260 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 40 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-8

261 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 50 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-9

262 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY GROUNDWATER ELEVATION CONTOUR (FEET - NAVD88) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 50 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB A-10

263 APPENDIX B CHLORIDE CONCENTRATION CONTOURS

264 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 10 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-1

265 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 10 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-2

266 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 20 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-3

267 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 20 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-4

268 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 30 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-5

269 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 30 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-6

270 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 40 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-7

271 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 40 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-8

272 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 50 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-9

273 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 1 / YEAR 50 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 12/29/15 HB B-10

274 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 6 / YEAR 50 / END OF DREDGING BV-4B DMMA BREVARD COUNTY, FLORIDA 1/5/15 HB B-11

275 NORTH SOURCE: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, and the GIS User Community DATE: ' 250' 500' 1000' LEGEND APPROXIMATE SITE BOUNDARY CHLORIDE CONCENTRATION (mg/l) Locations are approximate. BL DD DD SEE SCALE BAR MODFLOW: SLOPING DITCH SCENARIO LAYER 6 / YEAR 50 / END OF RESTING BV-4B DMMA BREVARD COUNTY, FLORIDA 1/5/15 HB B-12

276 APPENDIX C SEEPAGE (SEEP/W) CROSS-SECTIONS

277 MATERIAL HYDRAULIC CONDUCTIVITY (FT/DAY) FILL 6 SAND 5 SHELLY SAND 10 CLAY 0.01 YEAR 50 (DIKE POOL = FT) YEAR 40 (DIKE POOL = FT) YEAR 30 (DIKE POOL = FT) YEAR 20 (DIKE POOL = FT) YEAR 10 (DIKE POOL = +9.5 FT) SECTION: EAST STATION: DITCH INVERT ELEVATION: +1.5 FT Drain BL DD DD AS SHOWN SEEPAGE ANALYSIS CHIMNEY DRAIN FLOW RATES BV-4B BREVARD COUNTY, FLORIDA 12/28/15 HB C-1

278 MATERIAL FILL SAND SHELLY SAND CLAY Drain HYDRAULIC CONDUCTIVITY (FT/DAY) SECTION: NORTH STATION: DITCH INVERT ELEVATION: +3.5 FT BL DD DD AS SHOWN YEAR 50 (DIKE POOL = FT) YEAR 40 (DIKE POOL = FT) YEAR 30 (DIKE POOL = FT) YEAR 20 (DIKE POOL = FT) YEAR 10 (DIKE POOL = +9.5 FT) SEEPAGE ANALYSIS CHIMNEY DRAIN FLOW RATES BV-4B BREVARD COUNTY, FLORIDA 12/28/15 HB C-2

279 MATERIAL FILL SAND SHELLY SAND CLAY Drain HYDRAULIC CONDUCTIVITY (FT/DAY) SECTION: NORTH STATION: DITCH INVERT ELEVATION: +8.0 FT BL DD DD AS SHOWN YEAR 50 (DIKE POOL = FT) YEAR 40 (DIKE POOL = FT) YEAR 30 (DIKE POOL = FT) YEAR 20 (DIKE POOL = FT) YEAR 10 (DIKE POOL = +9.5 FT) SEEPAGE ANALYSIS CHIMNEY DRAIN FLOW RATES BV-4B BREVARD COUNTY, FLORIDA 12/28/15 HB C-3

280 MATERIAL FILL SAND SHELLY SAND CLAY Drain HYDRAULIC CONDUCTIVITY (FT/DAY) SECTION: SOUTH STATION: DITCH INVERT ELEVATION: +3.5 FT BL DD DD AS SHOWN YEAR 50 (DIKE POOL = FT) YEAR 40 (DIKE POOL = FT) YEAR 30 (DIKE POOL = FT) YEAR 20 (DIKE POOL = FT) YEAR 10 (DIKE POOL = +9.5 FT) SEEPAGE ANALYSIS CHIMNEY DRAIN FLOW RATES BV-4B BREVARD COUNTY, FLORIDA 12/28/15 HB C-4

281 MATERIAL FILL SAND SHELLY SAND CLAY Drain HYDRAULIC CONDUCTIVITY (FT/DAY) SECTION: SOUTH STATION: 8+00 DITCH INVERT ELEVATION: +6.0 FT BL DD DD AS SHOWN YEAR 50 (DIKE POOL = FT) YEAR 40 (DIKE POOL = FT) SEEPAGE ANALYSIS CHIMNEY DRAIN FLOW RATES BV-4B BREVARD COUNTY, FLORIDA 12/28/15 HB C-5 YEAR 30 (DIKE POOL = FT) YEAR 20 (DIKE POOL = FT) YEAR 10 (DIKE POOL = +9.5 FT)

282 Geotechnical Engineering Report Phase III BV-4B Dredged Material Management Area (DMMA) Brevard County, Florida March 18, 2015 Terracon Project No. HB Prepared for: Taylor Engineering, Inc. Jacksonville, Florida Prepared by: Dunkelberger Engineering & Testing, A Terracon Company Port St. Lucie, Florida

283 March 18, 2015 Taylor Engineering, Inc Deerwood Park Blvd. Jacksonville, Florida Attn: Lori Brownell, P.E. via Re: Draft Geotechnical Engineering Report BV-4B Dredged Material Management Area (DMMA) Brevard County, Florida Dunkelberger Project Number: HB Dear Ms. Brownell: Dunkelberger Engineering and Testing, A Terracon Company (DUNKELBERGER) has substantially completed the Geotechnical Analysis (Phase III services) for the above referenced project. This study was carried out in general accordance with our subcontract agreement (Taylor Engineering Contract No. C ) dated March 25, The findings from the geotechnical analysis are presented in the following report. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, please contact us. Sincerely, Dunkelberger Engineering and Testing, Inc. A Terracon Company Brent M. Langlois, E.I. Project Geotechnical Engineer Douglas S. Dunkelberger, P.E. Principal FL Registration No Terracon Consultants, Inc. 607 N.W. Commodity Cove Port St. Lucie, Florida P [772] F [772] terracon.com

284 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Page 1.0 PROJECT & SITE DESCRIPTION PROPOSED CONSTRUCTION SCOPE OF WORK REVIEW OF AVAILABLE DATA USGS Topographic Map Brevard County Soil Conservation Survey Historical Aerial Review FIELD EXPLORATION PROGRAM AND METHODS Hand Auger Borings Standard Penetration Test (SPT) Borings Cone Penetration Test (CPT) Soundings Bulk Samples Deep Ground Piezometer (PZ-1) Intracoastal Waterway (ICWW) Vibracores GENERAL SUBSURFACE CONDITIONS Subsoil Conditions Groundwater Conditions LABORATORY TESTING PROGRAM: On-site Soils Index Properties Modified Proctor Compaction Limerock Bearing Ratio (LBR) Hydraulic Conductivity Triaxial Shear Strength Consolidation LABORATORY TESTING PROGRAM: DREDGED MATERIALS Index Properties Chloride Leachability Testing ENGINEERING ANALYSIS Design Sections Common Features East Section Middle Section West Section Dike Settlement Analysis Settlement Analysis Design Assumptions Initial Settlement Consolidation Settlement Time Rate of Settlement Dike Seepage and Stability Analysis Analysis Methodology Slope Stability Analysis Geotechnical Design Parameters Responsive Resourceful Reliable i

285 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Dike Stability Analysis Results Ditch Stability Analysis Cut Slope Stability Analysis Dike Seepage Analysis Seepage Analysis Soil Properties Boundary Conditions Seepage Flow Rates Seepage Exit Gradients Weir Structure Foundations CONSTRUCTION RECOMMENDATIONS Dikes Foundation Preparation Wick Drain Installation Settlement Monitoring Fill Placement Seepage Toe Drains Site Saline Controls Groundwater Control Structures Weir Discharge Pipe SUMMARY AND RECOMMENDATIONS GENERAL COMMENTS Responsive Resourceful Reliable ii

286 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Sheet 1 Sheet 2 Sheet 3 Sheet 4 Sheet 5 Sheets 6 to 11 Sheet 12 Sheet 13 Tables 1.1 to 1.2 Tables 2.1 to 2.3 Table 3 Table 4 Tables 5.1 to 5.2 Table 6 Table 7 Site Vicinity Map Topographic Vicinity Map U.S.D.A Soils Map Existing Monitoring Well Location Plan Boring Location Plan Subsurface Profiles Vibracore Location Plan Proposed Monitoring Well Plan Summary of Index Property Results Summary of Gradation Results Summary of Modified Proctor Compaction Results Summary of Limerock Bearing Ratio (LBR) Results Summary of Hydraulic Conductivity Results Summary of Triaxial Shear Strength Results Summary of Consolidation Results APPENDIX A CONE PENETROMETER TEST (CPT) LOGS Exhibits A-1 to A-9 CPT Sounding Logs Exhibits A-10 to A-18 CPT Correlative Parameter Logs APPENDIX B LABORATORY TESTING REPORTS Exhibits B-1 to B-25 Sieve Analysis Exhibits B-26 to B-27 Hydrometer Analysis Exhibits B-28 to B-41 Hydraulic Conductivity Exhibits B-42 to B-47 Triaxial Shear Strength Exhibits B-48 to B-49 Consolidation APPENDIX C DREDGED MATERIAL LABORATORY RESULTS Exhibits C-1 to C-11 Sieve Analysis Exhibits C-12 to C-17 Leach Test Results APPENDIX D CROSS SECTIONS Exhibit D-1 East Cross-Section Exhibit D-2 Middle Cross-Section Exhibit D-3 West Cross-Section APPENDIX E SLOPE STABILITY ANALYSIS RESULTS Dike Analysis Exhibit E-1 East Cross-Section End-of-Construction Exhibit E-2 East Cross-Section Steady State Exhibit E-3 Middle Cross-Section End-of-Construction Exhibit E-4 Middle Cross-Section Steady State Exhibit E-5 West Cross-Section End-of-Construction Responsive Resourceful Reliable iii

287 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Exhibit E-6 Ditch Analysis Exhibit E-7 Exhibit E-8 Exhibit E-9 Exhibit E-10 Exhibit E-11 Exhibit E-12 Exhibit E-13 Exhibit E-14 Exhibit E-15 Exhibit E-16 Exhibit E-17 Exhibit E-18 Exhibit E-19 Exhibit E-20 Exhibit E-21 Exhibit E-22 West Cross-Section Steady State East Cross-Section End-of-Construction, Inside Ditch East Cross-Section End-of-Construction, Outside Ditch East Cross-Section Steady State, Inside Ditch East Cross-Section Steady State, Outside Ditch East Cross-Section Rapid Drawdown, Inside Ditch East Cross-Section Rapid Drawdown, Outside Ditch Middle Cross-Section End-of-Construction, Inside Ditch Middle Cross-Section End-of-Construction, Outside Ditch Middle Cross-Section Steady State, Inside Ditch Middle Cross-Section Steady State, Outside Ditch Middle Cross-Section Rapid Drawdown, Inside Ditch Middle Cross-Section Rapid Drawdown, Outside Ditch West Cross-Section End-of-Construction, Inside Ditch West Cross-Section End-of-Construction, Outside Ditch West Cross-Section Steady State, Inside Ditch West Cross-Section Steady State, Outside Ditch APPENDIX F SEEPAGE ANALYSIS RESULTS Exhibit F-1 East Cross-Section End-of-Construction Exhibit F-2 East Cross-Section Steady State Exhibit F-3 Middle Cross-Section End-of-Construction Exhibit F-4 Middle Cross-Section Steady State Exhibit F-5 West Cross-Section End-of-Construction Exhibit F-6 West Cross-Section End-of-Construction Cut Slope Exhibit F-7 West Cross-Section Steady State Exhibit F-8 West Cross-Section Steady State Cut Slope APPENDIX G FB-Deep Pile Capacity Curves Exhibit G-1 Weir Structure Foundation 14-inch Pile Exhibit G-2 Weir Structure Foundation 18-inch Pile Responsive Resourceful Reliable iv

288 DRAFT GEOTECHNICAL ENGINEERING REPORT BV-4B DREDGED MATERIAL MANAGEMENT AREA (DMMA) BREVARD COUNTY, FLORIDA DUNKELBERGER Project No. HB March 18, PROJECT & SITE DESCRIPTION The proposed BV-4B Dredged Material Management Area (DMMA) is located southeast of Mims, Florida in Brevard County. The BV-4B DMMA is one of two sites selected to provide longterm dredged material containment capacity for the Intracoastal Waterway (ICWW). It is intended to serve the northern half of Reach II located between Mims and NASA Parkway. The site is situated about ½ mile west of the ICWW. A Site Vicinity Map is provided as Sheet 1. The overall site boundaries surround approximately 101 acres of generally cleared land that was formerly used as citrus grove. A band of vegetated wetlands are aligned north to south near the west end of the site. A narrow ditch extends from the wetlands to the east site boundary along an irregular alignment. A large rural residential area lies to the south and a motor home park is located just west of the site. 2.0 PROPOSED CONSTRUCTION Background information concerning the design, construction and operation of the DMMA was provided by Taylor Engineering within the following three documents: 1) BV-4B Management Plan (1992)- summary of preliminary design, site preparation, and site management features 2) BV-4B Engineering Narrative (1992)- abbreviated summary of the site s key proposed engineering parameters 3) BV-4B Groundwater Assessment Report (2002)- description of groundwater assessment, model development, and preliminary evaluation of potential engineering controls to limit potential off-site saline contamination From the document review, we understand that the proposed DMMA footprint is expected to cover 48 acres of the site with a design capacity of approximately 771,031 cubic yards of dredged materials. To provide that storage capacity perimeter earthen dikes will be constructed to a final crest elevation of feet (15 feet above the existing mean site grade) with respect to the National Geodetic Vertical Datum of 1929 (NGVD). Preliminary design of the dikes indicates 3:1 (horizontal: vertical) side slopes with a 12-foot wide crest. The interior area of the containment embankment will be excavated as a borrow source. The excavation will generally be about 3 to 5 feet deep but will extend to as much as 10 feet deep towards the western side of Responsive Resourceful Reliable 1

289 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB the site where a high sand ridge exists. The majority of the borrow fill, an estimated 194,070 cubic yards, will be used to construct the dike and access ramps. Additional fill will be obtained from the proposed perimeter ditches. We recently learned in correspondence that the DMMA will include a triple steel box weir structure at its northeast corner. The weirs will be supported on a concrete slab foundation with a maximum bearing pressure of about 1,000 pounds per square foot (psf). A timber walkway structure with pile supports will span from the dike crest to the top of the weirs. A 24-inch diameter high density polyethylene (HDPE) discharge pipe will run from the base of the weirs through the bottom of the dike to outfall in the perimeter ditch. 3.0 SCOPE OF WORK The overall geotechnical work scope for the project consists of: (1) geotechnical field investigation and laboratory analysis; (2) engineering analyses, recommendations, and design; (3) summary report and recommendations; and (4) construction drawings and specifications. That scope was divided into four separate phases (Phases I through IV). A preliminary geotechnical engineering report was issued on December 8, 2014 encompassing the results of services under Phases I and II. The initial phase involved collection of field and laboratory data as required input to detailed geotechnical engineering analyses and groundwater models. The groundwater modeling, representing the Phase II services, evaluated groundwater impacts (i.e. elevated chloride concentrations) from operation of the DMMA both with and without saline control features (ditches, under drains and wells). The first four report sections below (Sections 4.0 through 8.0) are a re-cap of the Phase I/II data relevant to the Phase III services. The latter sections of this report (Sections 9.0 and 10.0) present the results of the detailed geotechnical engineering analyses pertaining to the design and the construction of the DMMA dike and its associated features. 4.0 REVIEW OF AVAILABLE DATA 4.1 USGS Topographic Map A copy of the USGS Topographic Map is provided as Sheet 2 of this report. Reference to the map shows the site area with a west to east downward slope ranging in elevation from approximately +30 feet to +5 feet with respect to the National Geodetic Vertical Datum of 1929 (NGVD 29). The elevation at the central area of the site is about +10 (ft.-ngvd). Based on a topographic survey at the locations of the borings completed for this study, the average site elevation is + 9 feet NAVD. Responsive Resourceful Reliable 2

290 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Brevard County Soil Conservation Survey The Soil Survey of Brevard County, Florida as prepared by the United States Department of Agriculture (USDA), Soil Conservation Service (SCS; later renamed the Natural Resource Conservation Service NRCS) identifies the soil types in the proposed DMMA footprint area of the site as Bradenton Fine Sand (Map Unit 8), Copeland-Bradenton-Wabasso Complex, Limestone Stratum (Map Unit 16), Riviera Sand (Map Unit 19), Myakka Sand (Map Unit 36), and Pompano Sand (Map Unit 51). The above listed soil types are generally sandy and devoid of organic (muck) soils at shallow depths. More detailed descriptions of the primary soil classifications are provided below. Bradenton Fine Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically slightly acidic fine sands from 0 to 12 inches followed by moderately alkaline sand clay loam soil from 12 to 34 inches. Below this there is unweathered bedrock from 34 to 38 inches. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 12 to 18 inches of the surface. Copeland-Bradenton-Wabasso Complex, Limestone Stratum is typically described as 0 to 2 percent slope, very poorly drained sandy soils that are typically slightly to moderately alkaline loamy fine sands to sandy clay loam from 0 to 22 inches followed by moderately alkaline silt loam, marl from 22 to 30 inches. Below this there is unweathered bedrock from 30 to 34 inches. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 0 to 6 inches of the surface. Riviera Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically slightly acidic sands from 0 to 30 inches followed by slightly alkaline sandy loam soil. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 0 to 12 inches of the surface. Myakka Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically strongly to very strongly acidic sand soils from 0 to 63 inches. Under natural (predevelopment) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 6 to 18 inches of the surface. Pompano Sand is typically described as 0 to 2 percent slope, poorly drained sandy soils that are typically slightly acidic sand soils from 0 to 80 inches. Under natural (pre-development) conditions, the Seasonal High Groundwater Table (SHGWT) is reported to exist within 0 to 12 inches of the surface. The Soil Survey is not intended as a substitute for site-specific geotechnical exploration; rather it is a useful tool in planning a project scope in that it provides information on soil types likely to be Responsive Resourceful Reliable 3

291 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB encountered. Boundaries between adjacent soils types on the Soil Survey maps are approximate. The Soil Survey is included as Sheet Historical Aerial Review Historical aerial photographs from Years 1943, 1951, 1979, 1994, 1999, 2002, 2005, 2009, 2010, 2012, and 2014 were reviewed for features of geotechnical significance. The noted items are listed below in chronological order. 1943: the site is vacant, wooded (vegetated) land 1994: the site is a citrus grove 2002: the site is grown over with vegetation (citrus grove abandoned) 2010: the site interior is cleared of vegetation and a narrow ditch runs through the site 2012: a vegetated wetland type area appears near the west end of the site 2014: the site appears similar to its current condition 5.0 FIELD EXPLORATION PROGRAM AND METHODS The layout of the field exploration program (i.e. test hole locations) is shown in Sheet 5. Prior to our field exploration, a site survey was conducted by Morgan & Eklund to locate and stake the test locations and also provide existing ground elevations at each test hole location. Additionally, water surface elevations of the nearby lakes/ponds were surveyed on April 4, 2014 to provide hydrological data for the groundwater modeling. Ground elevations at each boring location are included in Sheet 5. Water surface elevations measured at the nearby surrounding lakes/ponds ranged from +3.5 to feet (NAVD88) as shown on Sheet 4. Descriptions of the exploratory program are provided in the following report sections. 5.1 Hand Auger Borings Three (3) hand auger borings were located on the west side of the vegetated wetland area and drilled to a maximum depth of 6 feet below the existing land surface (bls). These borings were performed in lieu of SPT borings due to difficult drill rig access caused by wet ground. The borings were drilled using hand turned auguring equipment. Samples of the soils were collected from the auger bucket, placed in plastic bags, labeled, and transported to our laboratory for visual-manual classification by a geotechnical engineer. Responsive Resourceful Reliable 4

292 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Standard Penetration Test (SPT) Borings Deeper subsurface conditions within the DMMA footprint were explored with twenty three (23) Standard Penetration Test (SPT) borings. The borings were drilled 15 feet deep in the proposed interior borrow area and 45 to 100 feet in depth below the existing land surface (bls) along the proposed perimeter dike alignment. The SPT borings were drilled with a track-mounted mini-rig employing mud-rotary procedures. Samples of the in-place materials were recovered continuously to a depth of 10 feet, and then taken at 5-foot vertical intervals to the termination depth of the borehole. The sampling involved use of a standard split-barrel driven with a 140- pound drop hammer freely falling 30 inches (the Standard Penetration Test per ASTM D 1586). SPT N-values were recorded approximately at 2-foot vertical intervals within the first 10 feet of the boring and at 5-foot vertical intervals thereafter. Samples recovered from the borings were placed in moisture-proof containers, labeled, and returned to our laboratory for visual-manual classification by a geotechnical engineer. The deep boreholes were subsequently sealed with neat cement grout and the shallow boreholes were sealed with bentonite chips. Detailed graphical boring profiles are presented as Sheets 6 through Cone Penetration Test (CPT) Soundings Cone Penetrometer Test (CPT) soundings were advanced at nine (9) locations in lieu of SPT borings as a cost effective means to complete the field exploration. The CPT soundings were completed to depths of 45 to 70 feet along the proposed perimeter dike alignment. The CPT method provides continuous readings of soil resistance by use of a truck-mounted, mechanical cone penetrometer equipped with a friction mantle (ASTM D 3441). CPT cone bearing resistances and friction sleeve readings were recorded as the penetrometer was pushed into the ground with a hydraulic ram. Detailed graphical logs and correlative parameters are presented in Appendix A as Exhibits A-1 through A Bulk Samples Bulk samples were obtained at eighteen (18) locations from the interior borrow area. The samples were obtained from auger borings drilled to depths of 10 feet using a continuous flight auger (CFA). During the drilling, soil cuttings were raised and expelled at the surface where they were recovered, placed in large bags, labeled, and transported to our laboratory for testing. 5.5 Deep Ground Piezometer (PZ-1) One (1) location was selected for the installation of a deep piezometer to measure groundwater levels. The piezometer, denoted PZ-1 for the purposes of this report, was constructed near Boring B-310. The piezometer consisted of a 10-foot length by 2-inch diameter machine slotted PVC pipe (0.010-inch slot width) that was coupled to 65 feet of solid riser pipe of similar composition. The sand pack surrounding the well screen consisted of clean 6/20 silica sand. A Responsive Resourceful Reliable 5

293 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB layer of bentonite chips was placed above the piezometer screen and the remainder of the hole was grouted with neat cement. The screened interval for PZ-1 is approximately between 60 and 70 feet bls. 5.6 Intracoastal Waterway (ICWW) Vibracores Dredged sediment samples were recovered by our subcontractor, Athena Technologies, Inc., from the north half of Reach II of the Intracoastal Waterway (ICWW) using the Vibracore method. In general, this method consisted of vibrating a thin walled 6-inch diameter steel casing 5 feet below the ICWW mud line at multiple locations. The casing was then extracted and the sample emptied into containers. The process was repeated until approximately 5 gallons of sediment was recovered at each test location. Dredged sediment sampling was obtained at eleven (11) locations from the proposed dredge areas. The bulk samples, placed in large containers, were labeled by location with GPS coordinates and transported back to our laboratory where they were laid out for visual-manual classification by a geotechnical engineer. A layout of the Vibracore locations is shown on Sheet GENERAL SUBSURFACE CONDITIONS 6.1 Subsoil Conditions The soil samples collected from the SPT and auger borings were classified in accordance with the Unified Soil Classification System (USCS). Detailed graphical boring profiles are presented in Sheets 7 through 12. The generalized soil stratification is presented below. Table 6.1 Generalized Soil Stratification Stratum Number Material Description Unified Soil Classification System (USCS) 1 Gray to brown fine SAND, trace to slightly silty SP, SP-SM 2 Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation SP, SP-SM 3 Green to gray CLAY with traces of silt CL 4 Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell SP, SP-SM 5 Green clayey fine SAND with varying amounts of broken shell SC 6 Light gray cemented SAND with little broken shell SP 7 White LIMESTONE - Responsive Resourceful Reliable 6

294 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB In general, the borings found about 10 to 20 feet of relatively clean fine sands (SP, SP-SM; Strata 1,2) followed typically by about 25 feet of more clean fine sands with broken shell (Stratum 4). Seven of the eight deep SPT borings showed soft clay layers (Stratum 3) beginning at depths of about 30 to 40 feet bls. The clay occurs in two to three discrete layers between elevations of about -26 feet and -69 feet NAVD. Maximum aggregate clay layer thicknesses are 11 feet, 14 feet, and 23 ½ feet beneath the west, middle and east sections, respectively, of the DMMA. Below the clay, the shelly sands continued to depth and varied from clean to clayey (Stratum 5) in texture with a localized zone of cementation (Stratum 6). Limestone was found at the bottom (93 to 100 feet, bls) in one of the two 100-foot depth SPT borings. The SPT N-values, and CPT cone tip readings, indicate that the predominately sandy subsoils beneath the DMMA footprint are medium dense in terms of relative density. As exceptions to that characterization, the surficial sands are loose and the clay layer is soft in terms of relative consistency. 6.2 Groundwater Conditions At the time of our field exploration, groundwater was encountered in each drilled test hole. At these locations, the groundwater level was measured during drilling at elevations between about +1.5 and +16 (feet-navd). Additionally, groundwater level readings were taken periodically in the existing monitoring wells and in the piezometer installed as part of this study. Well and piezometer readings were made on six days between mid-april and early-july A summary of those groundwater measurements are shown on the following table Table 6.2 Groundwater Monitoring Data Monitoring Well ID Existing Ground Groundwater Monitoring Data Approximate Elevation (feet-navd88) 04/14/14 04/22/14 05/05/14 05/20/14 06/03/14 07/07/14 PZ nm (1) Bottom of Well MW-1M nm nm MW-2M MW-3M MW-4M MW-5M MW-6M MW-8M MW-10M MW-11M (1) (1) Responsive Resourceful Reliable 7

295 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB MW-12M MW-13M (1) Monitoring well location not accessible due to standing (surface) water. nm - not measured this date (1) (1) Similar to the trend of topographic relief across the site, the groundwater flow gradient is relatively steep from west to east dropping from about +20 to +1 in elevation (feet- NAVD). Depths to groundwater ranged from about 1 ½ to 13 ½ feet below the existing ground surface at the time of our study. 7.0 LABORATORY TESTING PROGRAM: ON-SITE SOILS Samples from the borings were reviewed by a geotechnical engineer and classified in accordance with the Unified Soil Classification System (ASTM D 2487) and appropriate geologic nomenclature. Representative samples of the subsurface strata were tested for soil properties as follows. Moisture Content (125 Tests) Organic Content (25) Fines Content (81) Gradation (38) Modified Proctor Compaction (6) Limerock Bearing Ratio (LBR) (3) Hydraulic Conductivity (8) Triaxial Shear Strength (3) Consolidation (2) Complete laboratory test results are summarized in the attached tables. 7.1 Index Properties Representative samples of the soils recovered from the borings were tested for index properties including moisture content (ASTM D 2216), organic content (ASTM D 2974), Atterberg Limits (ASTM D 4318), fines content (ASTM D 1140), and grain size distribution (ASTM D 422). A complete summary of the index properties and grain size distribution results are presented in Tables 1.1, 1.2, 2.1, 2.2, and 2.3. Grain size distribution curves are provided in Appendix B as Exhibits B-1 through B-27. Average values of the test results are summarized in the following table. Responsive Resourceful Reliable 8

296 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Table 7.1 Laboratory Testing Results - Index Properties Atterberg Stratum MC OC Amount Passing Sieve Size (%) Soil Type Limits No. (%) (%) LL PI #4 #10 #40 #60 #100 #200 1 SP, SP-SM SP, SP-SM CL SP, SP-SM SC SP LIMESTONE Notes: 1. Soil Type refers to the Unified Soil Classification System Group Symbol (ASTM D 2487). 2. MC, LL, PI, and OC indicates moisture content, Liquid Limit, Plasticity Index and Organic Content, respectively. 7.2 Modified Proctor Compaction Bulk soil samples obtained from the proposed interior borrow area at six (6) locations, from depths of 0 to 10 feet bls, were tested for their compacted moisture/dry density relationship in accordance with the Modified Proctor Compaction Test (ASTM D 1557). The optimum moisture content of the compacted soils ranged between 12.1 and 14.7 percent, and the maximum dry density ranged from to pounds per cubic foot (pcf). A summary of the test data are provided in Table Limerock Bearing Ratio (LBR) Bulk soil samples at three (3) selected locations within the interior borrow area were tested for Limerock Bearing Ratio (LBR). The optimum moisture content of the compacted soils ranged between 11.1 and 12.9 percent, and the maximum dry density ranged from 89.5 to pounds per cubic foot (pcf). The LBR values ranged from 10.3 to A summary of the test data are provided in Table Hydraulic Conductivity Two (2) undisturbed (Shelby tube) samples of the soft clay (Stratum 3) were extruded and tested for hydraulic conductivity in a triaxial flexible wall permeameter (ASTM D 5084). The hydraulic conductivity of the clay ranged from 3.93 x 10-8 to 9.75 x 10-8 cm/sec. Additionally, six (6) bulk samples of near-surface soils in the proposed interior borrow area were remolded to specific moisture-dry density conditions and tested in the laboratory for hydraulic conductivity. The samples were remolded to approximately 95 percent of their maximum dry density and ±1 percent dry of their optimum moisture content as determined by the Modified Responsive Resourceful Reliable 9

297 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Proctor Compaction Test. The hydraulic conductivity of the samples was determined in a rigidwalled permeameter using the constant head method (ASTM D 2434). The hydraulic conductivity of the material obtained from the proposed interior borrow area ranged from 2.21 x 10-3 cm/sec to 4.44 x 10-3 cm/sec (6.25 to feet per day). Results of the hydraulic conductivity testing are summarized in Tables 5.1 and 5.2. Detailed test reports are provided in Appendix B as Exhibits B-28 to B Triaxial Shear Strength Consolidated undrained (CU) triaxial shear strength tests with pore pressure measurements were completed on three (3) remolded bulk samples of near-surface soils (depths of 1 to 10 feet bls) representative of those that will be a source of borrow for the dike embankment fill. The soil specimens were prepared at approximately 95 percent of their maximum dry density and ±1 percent of their optimum moisture content as determined by the Modified Proctor Compaction Test. The specimens were run at consolidation pressures of 5, 10 and 20 psi, respectively. The effective strength values for cohesion (c) from the triaxial shear strength tests ranged from 0.08 to 0.47 kilo pounds per square foot (ksf). The effective angle of internal soil friction (φ) ranged from 33.1 to 35.5 degrees A summary of the triaxial shear strength test results are summarized in Table 6. Detailed reports of the test results are provided in Appendix B as Exhibits B-42 to B Consolidation Two (2) undisturbed (Shelby tube) samples of the soft clay (Stratum 3) were extruded and tested for one-dimensional consolidation. The tests were conducted at multiple load increments to a maximum load of 16 tons per square foot (tsf). Sample compression was measured using a ½ inch stroke dial gage. Borings B-203 and B-204 had compression index (C c ) values of 0.52 and 0.78, respectively. The pre-consolidation pressure for B-203 and B-204 was 4.8 ksf and 2.0 ksf, respectively. This data, as well as the correlative CPT data, suggests that the clay is normally consolidated to slightly over consolidated. A summary of the consolidation test results are summarized in Table 7. Detailed reports of the test results are provided in Appendix B as Exhibits B-48 to B LABORATORY TESTING PROGRAM: DREDGED MATERIALS Dredged sediment samples from the eleven (11) vibracores were reviewed by a geotechnical engineer and classified in accordance with the Unified Soil Classification System (ASTM D 2487) and appropriate geologic nomenclature. Each vibracore sample was tested for the following properties: Responsive Resourceful Reliable 10

298 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Organic Content Gradation Leachability 8.1 Index Properties Representative samples of the soils recovered from the vibracores were tested for organic content (ASTM D 2974) and grain size distribution (ASTM D 422). A summary of the index properties are presented in the following table. Grain size distribution curves are provided in Appendix C as Exhibits C-1 through C-11. Average values of the test results are summarized in the following table. Table 8.1 Vibracore Laboratory Testing Results - Index Properties ID Soil Type OC (%) Amount Passing Sieve Size (%) 1/2 " #4 #10 #20 #40 #60 #100 #200 V1 SP-SM V2 SM V3 SP V4 SP V5 SP V6 SP-SM V7 SP-SM V8 SP-SM V9 SM V10 SP-SM V11 SC Notes: 1. Soil Type refers to the Unified Soil Classification System Group Symbol (ASTM D 2487). 2. OC indicates Organic Content 8.2 Chloride Leachability Testing Representative soil samples from each of the eleven (11) vibracore locations were used for our in-house chloride leachability tests. The purpose of the laboratory testing was to simulate an operational condition of the DMMA to evaluate the leaching potential of a 2-foot thick layer (column) of dredged material when subjected to 54 inches of influent. The procedure generally consisted of a PVC pipe setup including two 3-inch diameter pipes, one at 2 feet in length to hold the soil specimen, and the second at 5 feet to hold 54 inches of water. A PVC pipe reducer and ball valve were fastened to the bottom of the pipes to allow pausing of the test. A filter stone was placed in the bottom of each pipe. Containers were placed under each ball valve to capture the leached extract. Two feet of sample was loaded into the tubes and water was subsequently Responsive Resourceful Reliable 11

299 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB added to saturate the sample. Once the samples were saturated, 54 inches of water (modeling annual rainfall) was loaded onto each sample and the ball valves were opened to begin the test. chloride and ph tests were run on the liquid extract on an incremental basis after 9 inches of water had passed through the sample. After the complete 54 inches of water had fully passed through, a final set of chloride and ph tests were run for the entire 54 inches of liquid extract. In addition to our in-house testing, other portions of the eleven (11) vibracore samples were sent to Palm Beach Environmental Labs (PBEL) to test for ph, total chloride of soil, and Toxicity Characteristic Leaching Procedure (TCLP) testing. Results of the in-house soil column leaching tests showed relatively high concentrations of chlorides in the extract liquid. For 11 column tests, the average chloride content of the first 9 inches of percolated liquid extract was 9,775 mg/l. The commercial laboratory TCLP test results, for the same 11 samples, averaged 275 mg/l. It is noted as a point of reference that seawater has a chloride concentration of 19,400 mg/l. Referencing the State s Secondary Drinking Water Standard at 250 mg/l, the test results indicate significant leaching potential particularly during first flushing of newly placed dredge materials. It is noted that the State s Secondary Drinking Water Standard and the FDEP Groundwater Cleanup Target Level are equivalent. Detailed results of the leachability testing is presented in Appendix C as Exhibits C-12 through C ENGINEERING ANALYSIS 9.1 Design Sections Three typical dike sections were each analyzed for stability, settlement, and seepage. The sections represent low, medium and high embankment heights for the west, middle, and east parts, respectively, of the dike. The following text provides details regarding the existing topography, foundation soil stratigraphy, and typical dike features followed by discussion of the results of the analyses Common Features We have assumed that the following design features, typical of previous DMMA projects, will be incorporated into the dike and are included on the design cross-sections used in our analyses. Responsive Resourceful Reliable 12

300 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Crest The final design elevation of the dike crest is to be at feet NAVD. The dike will have a 12- foot wide crest for ease of construction and to provide suitable access for post-construction vehicle traffic. Dike Slopes The dike cross sections will have inside (upstream) slopes and outside (downstream) slopes of 3 horizontal to 1 vertical (3H:1V). Perimeter Ditch The dike cross sections each have an outside perimeter ditch for the collection of storm water runoff and seepage from the impoundment. The ditch bottom width is 5 feet and at elevations ranging from about +7.5 feet NAVD to +0 feet NAVD. The side slopes of the perimeter ditch are 3H:1V. Toe Drain Each design cross-section includes a blanket-toe drain feature beneath the outboard slope. The drain will outfall to the perimeter ditch. Weir Structure The outlet structure will be located at the east end of the dike and will consist of three weircontrolled drop inlets with 24-inch diameter high density polyethylene (HDPE) discharge pipes penetrating through the dike to outfall in the perimeter ditch. The steel weir box structure will be supported on a concrete foundation slab and a timber walkway will span from the top of the structure to the dike crest. The elevated walkway will be supported by timber piling driven through the inboard slope of the dike East Section The design Cross-Section : East represents a high embankment fill reaching about 21 feet above the topographical low area of the site. This typical section is shown below. Responsive Resourceful Reliable 13

301 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB The stratigraphy beneath the east section is represented by the conditions found in SPT Borings B-102 and B-203 as well as CPT soundings CPT-104 and CPT-203. In general, the subsurface profile consists of loose to medium dense fine sands and slightly silty fine sands (SP, SP-SM) that extend to elevations ranging from -25 to -30 feet NAVD. These sands are followed by about 3 to 7 feet of soft clay (CL). The clay layer is underlain by very loose to medium dense fine sands and slightly silty fine sands (SP, SP-SM) that extend to the top of a hard limestone layer at an elevation of about -90 feet NAVD. Boring CPT-104 encountered a second layer of soft clay (CL) from an elevation of about -63 to - 66 feet NAVD. Boring B-203 encountered a second and third layer of soft clay (CL) between elevations of about -38 to -48 feet NAVD and -59 to -65 feet NAVD, respectively. The typical foundation soil profile, including engineering properties, adopted for analysis of the east section is presented below. Responsive Resourceful Reliable 14

302 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Middle Section The design Cross-Section: Middle represents medium embankment fill heights for the north and south sides of the dike. With existing ground surface elevations at about +9 feet NAVD in the central part of the site, a maximum fill height of about 17 ½ feet was used for the middle section. This typical section is shown below. Responsive Resourceful Reliable 15

303 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB The stratigraphy beneath middle section is represented by the conditions found in SPT Borings B-202 and B-204 as well as CPT soundings CPT-102, CPT-106, CPT-202, and CPT-205. In general, the subsurface profile consists of loose to medium dense fine sands and slightly silty fine sands (SP, SP-SM) that extend to elevations ranging from -26 to -30 feet NAVD. The upper sands are followed by about 2 to 7 feet of soft clay (CL) and then more very loose to medium dense fine sands and slightly silty fine sands (SP, SP-SM) to the maximum borehole depth at about Elevation -68 feet NAVD. Boring B-202 found two layers of soft clay (CL) at elevations of about -27 to -32 feet NAVD and -61 to -68 feet NAVD. The typical foundation soil profile, including engineering properties, adopted for analysis of the middle section is presented below. Responsive Resourceful Reliable 16

304 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB West Section The high ground in the area of the west dike could involve grading options ranging from minimal cut, only to form a shallow drainage ditch, to a deep cut on the outboard slope to set its toe at the same elevation as the East and Middle dike design sections. The design Cross-Section: West represents the latter option as a worst case scenario involving a deep cut section in the topographically high western part of the site. Fill heights are minimal being a maximum of about 5 1/2 feet. This typical section is shown below. Responsive Resourceful Reliable 17

305 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB The stratigraphy beneath west section is represented by the conditions found in SPT Borings B- 101, B-201, and B-207. In general, the subsurface profile consists of loose to very dense fine sands and slightly silty fine sands (SP, SP-SM) that extend to the maximum borehole termination elevation of -81 feet NAVD, with a few intermittent layers of clay (CL). Two of the three borings showed clays of soft consistency ranging in thickness from about 3 to 9 feet and between elevations of about -23 and -42 feet NAVD. No clay was found in Boring B-201. The typical foundation soil profile, including engineering properties, adopted for analysis of the west section is presented below. Responsive Resourceful Reliable 18

306 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Dike Settlement Analysis Settlement Analysis Design Assumptions The immediate (elastic) and long-term (consolidation) settlement was evaluated at thirteen different locations distributed along the three dike design sections. Each design section was represented by a trapezoidal stress diagram with a top (crest) width of 12 feet and a base width equal to that of each typical section. Each diagram was tapered from the crest to the base on a 3H:1V slope. Design Section East was modeled with a 160-foot base width having a pressure of 1,350 psf/foot of dike. Design Section Middle was modeled with a 150-foot base width having a pressure of 1,040 psf/foot of dike. Design Section West was modeled with a 55-foot base width having a pressure of 360 psf/foot of dike. The differences in load geometry and intensity are due to the variable embankment fill heights from west (low embankment) to east (high embankment) across the site. Responsive Resourceful Reliable 19

307 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Initial Settlement Settlement within the sand layers (identified as Strata Numbers 1, 2, 4, 5, and 6 on the subsurface profiles provided in Appendix A) is expected to occur almost immediately as the weight of the embankment fill is applied (i.e. during construction). The elastic settlement of these soils under dike loading was estimated using the Schmertmann analysis procedures and calculation spreadsheets (Coduto 2001). The elastic modulus was calculated from empirical equations based on SPT blow counts (N-values) and CPT cone tip resistance values. Settlement within soils at depths greater than 100 feet below the base of the embankment was assumed to be negligible. A summary of the estimated immediate settlement for each design section is summarized in the table below. Table Estimated Immediate Settlement Design Section Estimated Range of Sand Settlement (inches) Estimated Average Sand Settlement (inches) East ½ to 2 ½ 2 Middle ½ to 2 ½ 1 ½ West ½ to 1 1 These settlements are expected to occur during placement of the dike fill and post-construction settlement associated with the sand layers should be minimal Consolidation Settlement The consolidation settlement within the clay soils (identified as Stratum Number 3 on the Subsurface Profiles provided in Appendix A) was calculated based upon the following design parameters: Table Clay Soil Index Properties U.S.C.S. Classification Void Ratio (e 0 ) C c strain CL CL/CH The compressibility parameters for the clay soils were derived from laboratory consolidation tests (refer to Section 7.6 of this report). The clays were assumed to be normally consolidated within the range of anticipated embankment loads based on those test results. We calculated the approximate increase in vertical effective stress (Δσ' v ) below the center of the embankment section based on U.S. Army Corps of Engineers (USACE) methodology. Responsive Resourceful Reliable 20

308 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB A summary of consolidation settlement estimates for each of the three dike sections is provided in the table below. Table Estimated Consolidation Settlement Design Section Estimated Range of Consolidation Settlement (inches) Estimated Average Consolidation Settlement (inches) East 4 ½ to 14 9 Middle 2 ½ to 5 ½ 4 West ½ to 2 1 ½ The values reflect settlements beneath the dike crest due to consolidation of the clay layers. Consolidation settlement occurs over the long-term, in contrast to the immediate settlement of the sand layers, and therefore will continue after dike construction is complete as described in the following section. If it is critical to maintain the design crest elevation of the dike, it should be over-built with a camber to account for the estimated magnitude of consolidation settlement Time Rate of Settlement The time rate of consolidation settlement will vary across the site due to differences in both clay layer and embankment fill thicknesses. The estimated time to reach various percentages of consolidation are summarized in the following table. The coefficient of compressibility (C v ) was based on the laboratory consolidation tests and calculated increases in vertical effective stress in the clay layer due to embankment fill loads. Cross Section Table Estimated Rate of Consolidation Coefficient of Compressibility (C v ) (ft 2 /day) East to Middle to West Consolidation (%) Time 30 6 months 80 4 years 90 6 years 30 6 months 80 4 years 90 5 ½ years 30 4 months 80 2 ½ years /2 years Responsive Resourceful Reliable 21

309 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB The time required for 90% consolidation is estimated to be approximately 6 years for the middle and east dikes where the clay layer is the thickest. The clay is much thinner in the west section and therefore 90% consolidation in that area will be reached in about 3 1/2 years. The time rate of consolidation could be accelerated by placement of wick drains beneath the dike. The table below indicates the estimated time required for 30, 80 and 90% consolidation at the east, middle, and west dike sections. The calculations are based on a wick spacing of five feet on center. Cross Section Consolidation (%) Time (days) Time (months) Time (years) East Middle West Barron Hansbo Method Only horizontal/radial drainage (no vertical) 5-foot spacing Square spacing pattern k v /k h = 1 d w = 0.2 feet (well diameter) , As indicated, the time required for 90% consolidation beneath all dike sections is reduced by the wick drains to less than three years. The area-specific reduction is 42, 45 and 80% for the middle, west and east dike sections. The wick drains exhibit the most benefit to the east dike section. If wick drains are used for the east dike, we recommend that they be extended westward beneath the middle dike section a minimum distance of 600 feet. The drain spacing should be increased to 10 feet on center for the last 200 feet of the westward extension. That will allow for a gradual transition to the dike section without wick drains and reduce the potential for abrupt differential embankment settlement. The actual magnitude and time rate of settlement of the dike should be monitored during construction through the use of settlement plates and pore water pressure transducers as discussed in Section 10 of this report. If actual settlements vary significantly from our estimated settlements, then the dike overbuild should be adjusted accordingly. Responsive Resourceful Reliable 22

310 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Dike Seepage and Stability Analysis Analysis Methodology Field and laboratory test data were utilized to assign engineering properties for each of the subsoil layers in the east, west, and middle typical sections. Geotechnical computer software was then used to determine the slope stability factors of safety at each cross-section location under four different operational scenarios: End-of-Construction, Steady State Seepage, Transient Seepage, and Rapid Draw Down (of ditch water). The pore water pressure in the soil layers must be defined within the computer software for each slope stability analysis. A steady-state seepage analysis was used to determine the pore water pressure for the end-of-construction and steady state scenarios. The phreatic surface was manually defined for the rapid draw down scenario. The transient seepage analysis incorporates the time required for the pool (impounded water) to rise and recede in calculating the phreatic surface and pore water pressures. The seepage and stability analyses were run using the computer programs SEEP/W and SLOPE/W, respectively. These programs are part of the GeoStudio two-dimensional finite element software suite developed by GEO-SLOPE International Ltd. SEEP/W uses a hydrogeologic model to determine seepage paths, seepage flow rates, phreatic surfaces, pore water pressures and exit gradients for steady state and transient seepage problems. SLOPE/W runs limit-equilibrium slope stability analyses using a method-of-slices search routine to determine a safety factor for multiple potential failure surfaces. SLOPE/W can use pore water pressures calculated from a phreatic surface that is manually defined by the user or it can use pore water pressures generated by SEEP/W. The seepage exit gradients obtained from SEEP/W were compared with the exit gradients considered to be safe for major impoundments. For sandy soils, the factor of safety against piping (i.e. seepage induced soil erosion) is simply expressed as the reciprocal of the exit gradient. The recommended factor of safety for piping is considered to be a minimum of 3.0 as indicated in the U.S. Army Corps of Engineers (USACE) Engineering Manual EM Seepage Analysis and Control for Dams. For the stability analyses, the circular failure surface search routine using Morgenstern-Price s Method of Slices was used to find the minimum factor of safety failure surface. The Engineering Manual for Slope Stability published by the USACE, EM , Table 3-1 indicates that the required minimum factor of safety is 1.5 for slopes under long-term conditions with steadystate seepage and 1.3 for upstream slopes during rapid drawdown from the Maximum Storage Pool. The embankment stability analysis results were compared to these minimum factors of safety. Responsive Resourceful Reliable 23

311 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Slope Stability Analysis Geotechnical Design Parameters The slope stability geotechnical design parameters utilized in the evaluation included moist and saturated unit weights, angles of internal friction and cohesion. The soil unit weight and strength parameters were based on standard correlations with SPT N-values. The strength parameters (cohesion and friction angle) were based on correlations with SPT and CPT data and generally less than (i.e. more conservative) than values reflected by the laboratory triaxial tests. The ranges of the soil parameters used for the three design sections are provided in the following table. Material Description Table Geotechnical Design Parameters Saturated Unit Weight (pcf) Angle of Internal Friction (degrees) Cohesion (psf) Permeability (k h ) (feet/day) Dredged Material Embankment Sand Shelly Sand Clay Notes: 1. k h /k v was assumed to be 1 for all soil types. The following sections of the report summarize the results of the long-term seepage and slope stability analyses for the three design cross-sections (east, middle, and west). The results are also shown graphically on the attached Exhibits E-1 through E-22 and F-1 through F-8 in Appendices E and F. For each cross-section separate figures are provided to show each of the seepage and stability scenarios: end-of-construction, steady-state seepage, transient seepage and rapid drawdown scenarios. The failure planes and corresponding factors of safety for the stability analyses presented herein represent the worst case scenario for each condition and section. Deeper failure planes from the dike crest to the ditch toe were also analyzed but are not shown because they do not represent the worst case scenario (i.e. lowest factor of safety) Dike Stability Analysis Results The results of the slope stability analyses of the three dike design cross-sections are summarized in the following table. Responsive Resourceful Reliable 24

312 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Cross Section Table Dike Slope Stability Analysis Results Analysis Condition Minimum Factor of Safety, F.S. (USACE) Calculated Factor of Safety, F.S. Upstream Slope Downstream Slope East End-of-Construction Steady State Transient to Middle End-of-Construction Steady State Transient to West End-of-Construction Steady State Transient The calculated safety factors are all above the USACE minimum values Ditch Stability Analysis The results of the slope stability analyses for the three perimeter ditch cross-sections are summarized in the table below. Cross Section Table Ditch Slope Stability Analysis Results Analysis Condition Minimum Factor of Safety, F.S. (USACE) Inside (Sand) Calculated Factor of Safety, F.S. Outside (Sand) Inside (rip-rap) Outside (rip-rap) East End-of-Construction Steady State Rapid Draw Down Middle End-of-Construction Steady State Rapid Draw Down West End-of-Construction Steady State Rapid Draw Down The calculated factors of safety fell slightly below the USACE minimum values in all three design cross-sections under either steady-state seepage (Year 40 maximum impoundment operating level) or rapid draw down conditions as indicated above. Responsive Resourceful Reliable 25

313 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Ditch slope stability is significantly less critical than dike stability and may warrant a risk-based approach by dealing with ditch slope issues, should they occur, through routine postconstruction inspection and maintenance. However, the inside slopes are of greater importance since they support the outfall piping from the weir and toe drain. The stability analyses were re-run with a rip-rap lining on the slopes. The height of the rip-rap section in our analyses was 6 feet, 4 ½ feet, and 1 ½ feet for the east, middle, and west sections, respectively. Those heights correspond to top of rip-rap elevations of +6 feet for the east and middle ditch sections and +9 feet for the west section. The assumed rip-rap section was an 18-inch thick layer of limestone boulders over 6 inches of gravel bedding material. As indicate in Table the rip-rap increased the factors of safety above the minimum required values Cut Slope Stability Analysis Site grading along the west side of the dike will be largely in cut. Current (pre-construction) groundwater elevations are relatively high in this area. The planned perimeter ditch will draw seepage from both the impoundment and the higher ground to the west. Cut slopes at 3H:1V will be stable (F.S.>1.5) under dry conditions. However, seepage exiting the face of the backside cut above its toe could cause a slope stability issue. Similar to the dike downstream slope, installation of a drain feature may be necessary to keep the slope face dry. 9.5 Dike Seepage Analysis Seepage Analysis Soil Properties The principal soil property required for seepage analysis is hydraulic conductivity. Hydraulic conductivity values for the various soil layers were estimated using the laboratory permeability test results and our experience with similar soil types. The hydraulic conductivity values used in the seepage analyses are provided in Table in Section Boundary Conditions All seepage analyses used constant head boundary conditions to represent the inside pool (impounded water) and outside water features (i.e. perimeter ditch). Exit-face boundary conditions were used on all outside slopes to allow the SEEP/W model to identify locations where the phreatic surface would exit the slope. Responsive Resourceful Reliable 26

314 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Constant head and no-flow boundary conditions were utilized on the vertical faces at the inside and outside limits of the model. The horizontal distances ranged from approximately 150 to 240 feet between the dike and the inside vertical face for the three design sections. The horizontal distances from the ditch to the outside limits of our model ranged from approximately 21 to 50 feet for the east and middle design sections and 195 feet for the west design section due to the specific cut slope stability evaluation needed in this area. The constant head boundary conditions for the water features in each design section are summarized in the following tables: Analyses Table East Cross-Section Boundary Conditions Pool Elevation (feet-navd) Toe Drain Elevation (feet-navd) Ditch Water Elevation (feet-navd) Groundwater Elevation (feet-navd) End-of-Construction Steady State Rapid Draw Down to Analyses Table Middle Cross-Section Boundary Conditions Pool Elevation (feet-navd) Toe Drain Elevation (feet-navd) Ditch Water Elevation (feet-navd) Groundwater Elevation (feet-navd) End-of-Construction Steady State Rapid Draw Down to Analyses Table West Cross-Section Boundary Conditions Pool Elevation (feet-navd) Toe Drain Elevation (feet-navd) Ditch Water Elevation (feet-navd) Groundwater Elevation (feet-navd) End-of-Construction Steady State Rapid Draw Down N/A N/A N/A N/A Seepage Flow Rates Responsive Resourceful Reliable 27

315 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB The seepage analysis indicated that the dike s downstream slope will be wet at its toe under steady-state seepage conditions. To avoid a wet toe, we recommend that a toe drain be installed beneath the entire length of the dike s downstream slope. The toe drain was modeled by inserting a node into the finite element mesh with a sink type boundary condition (i.e. the pressure equals 0 at the drain). The node (i.e. drain) was set at two feet below the downstream slope toe. The following table presents the seepage flow rates into the drain under steady-state seepage conditions for the three cross-sections. Cross Section Table Seepage Flow Rate Into Toe-Drain Seepage Flow Rates per foot of dike (ft³/day) Seepage Flow Rates per foot of dike (gpm) East Middle West The water flowing to the drain will need to be routed to the perimeter ditch via an outfall pipe with positive gravity flow. The following table presents the total seepage flow rate into the perimeter ditch under steady-state seepage conditions for the three cross-sections. Cross Section Table Seepage Flow Rate Into Perimeter Ditch Seepage Flow Rates per foot of dike (ft³/day) Seepage Flow Rates per foot of dike (gpm) East Middle West Seepage Exit Gradients The quantitative results of the seepage analyses for the end-of-construction and steady-state seepage scenarios are provided on Exhibits F-1 through F-8 in Appendix F. The seepage results indicate that most seepage lost from the DMMA will flow through the dike and within the upper sands above the clay strata. The SEEP/W results also show that the phreatic surface does not exit on the face of the downstream slope, but instead passes through the toe drain. The exit gradients into the perimeter ditch under steady-state seepage conditions were determined for each design section. The phreatic surface exit gradient into the perimeter ditch for each dike section is presented in the following table. Table Seepage Exit Gradients Responsive Resourceful Reliable 28

316 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Cross Section Perimeter Ditch Surface Exit Gradient Corresponding Piping Safety Factor East Middle West West (outside ditch slope) 9.6 Weir Structure Foundations The weir structure base slab will require deep foundation support due to excessive settlements from consolidation of the underlying clay layers caused by the weight of the adjacent dike. Driven pre-stressed concrete (PSC) piles may be used for support of the weir structure. Our evaluation considered 14-inch and 18-inch square PSC piles driven through the three clay layers found in Boring B-203. Deeper soil data from B-102 was used to evaluate the capacity below these layers. Additionally, excessive down drag on the pile from placement of the embankment fill should be avoided by pre-drilling to 70 feet below existing grade. The upper 70 feet of soil is neglected from the capacity estimate. Axial compressive capacities for the piles were calculated using the FB Deep. The program uses a methodology based on empirical correlations between Cone Penetrometer Tests and Standard Penetration Tests for typical Florida soils. The capacity curves for the piles are presented on Exhibits G-1 and G-2 in Appendix G. The elevated walkway will be supported by driven timber piles. Driven timber piles will derive their compressive capacity through a combination of end bearing and side friction. Axial compressive capacities for the piles were calculated using the Nordlund (1963) design method as laid out in the FHWA Manual: Design and Construction of Driven Pile Foundations (FHWA- HA ). The Nordlund method uses a semi-empirical approach considering the pile type and the soil-pile interaction. The calculated pile capacity is a function of the subsurface soil properties, friction angle at the soil-pile interface, taper of the pile, pile length, and soil volume displaced. Soil properties used in our calculations were based on correlations from SPT N- values and laboratory testing. The lumber type assumed for our analyses was Southern Pine. Timber piles are subject to decay, insect attack, and fire, depending on the environment. To avoid these potential problems, we recommend that all timber piling be pressure treated with an environmentally acceptable preserving chemical. The analyses were performed for a 14-inch butt diameter and 10-inch tip diameter timber pile driven (embedded) to 20 feet bls for the subsurface profile conditions at the locations of Borings B-203. Side shear capacity developed in the dike fill was neglected from the pile capacity Responsive Resourceful Reliable 29

317 Boring Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB estimate. Additionally, due to the light loads associated with the weir access walkway, end bearing capacity was neglected from the pile capacity estimate. Therefore, the allowable pile compressive capacity is equal to the pile s ultimate side friction, minus the shaft resistance from the dike fill, divided by a factor of safety of 2. The results of the analysis for the piles are presented in the table below. Boring Pile Butt Diameter (inches) Table Weir Pile Capacity Pile Butt Diameter (inches) (1) Embedment Depth (bls) (2) Pile Capacity (kips) Ultimate Allowable B (1) Pile capacity estimate based on pile driven 20 feet below existing grade. (2) Pile capacity estimates neglect end bearing resistance and shaft resistance developed in the dike fill. The results of the SPT borings and laboratory test data were used to estimate geotechnical parameters applicable to the lateral analysis of both the PSC piles used for support of the weir structure and timber piles used for support of the elevated walkway. A summary of the geotechnical design parameters for the generalized subsurface profile condition is presented in the following table. Soil Type Table Geotechnical Soil Parameters for Lateral Analysis Depth (feet) Range of SPT N- Values Soil Unit Weight (pcf) Moist Saturated Angle of Internal Friction (degrees) Effective Cohesion (psf) Lateral Earth Pressure Coefficients Ka (Active) Kp (Passive) Fill Sand 0 to 5 5 to Shelly Sand 5 to 30 6 to Clay 30 to B-203 Shelly Sand 37 to Clay 43 to 53 5 to Shelly Sand 53 to to Clay 63 to 70 2 to Responsive Resourceful Reliable 30

318 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB With an embedment depth of 20 feet, the pile tips will bear above the clay layers and therefore will experience total settlements comparable to the consolidation settlements of the east dike. Piles near the crest could settle up to about 14 inches over a period of 6 years while piles at the toe of the dike should experience about 7 inches of settlement. If that magnitude of differential settlement is not acceptable for the weir access walkway, then its construction should be delayed. Should the construction need to commence sooner, consolidation settlement may be accelerated by placement of wick drains beneath the dike at the location of the weir structure. Deeper embedment of the timber piles to reduce settlement was considered impractical due to the excessive pile lengths required to bypass the clay strata and overcome down drag forces of the overburden soils CONSTRUCTION RECOMMENDATIONS 10.1 Dikes Foundation Preparation Earthwork operations should begin with the stripping of any surficial organic soil (topsoil) from the planned limits of the DMMA. The stripped topsoil should be removed from the construction areas. Wet or dry material should either be removed or moisture conditioned and re-compacted. After stripping, the exposed surface should be proof-rolled to aid in locating loose or soft areas. Proof-rolling should be performed with a vibratory roller with a minimum static weight of 20,000 pounds. The roller should make a minimum of eight overlapping passes over all areas of the site, the latter four passes at right angles to previous passes. The soils should be compacted sufficiently to obtain a minimum compaction of 95 percent of the maximum density at moisture content within 2 percent of the optimum moisture content as determined by ASTM D 1557 to a minimum depth of 12 inches prior to fill placement Wick Drain Installation Procurement and installation of the wick drains and their associated monitoring equipment should be in accordance with applicable sections of the Florida Department of Transportation (FDOT) Technical Special Provision for Wick Drains, Geotechnical Monitoring Equipment, and Installation. The wick drains should consist of a band-shaped plastic core enclosed in an appropriate geotextile. The wick drains should be placed in a square grid pattern at 5-foot spacing within the dike embankment footprint. A spacing of 10 feet should be used for the 200- foot long transitions to embankment sections without drains. Wick drains should be installed from the prepared foundation grade to the bottom of the deepest clay layer (approximately Elevation -70 feet NAVD). Responsive Resourceful Reliable 31

319 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Settlement Monitoring Settlement platforms and vibrating wire pore pressure piezometer transducers should be installed prior to fill placement. We recommend placing settlement platforms along the east dike centerline at a 300-foot maximum spacing. The settlement platforms should be installed at the ground surface after it has been cleared, grubbed, and proof-rolled prior to dike fill placement. We also recommend the installation of four direct push vibrating wire pressure transducers along the dike centerline on the east side of the project. These transducers should be placed in the center of the soft clay layer (Stratum No. 3) as determined from SPT borings sampled at 2.5-foot intervals Fill Placement The fill borrow soil is anticipated to be near-surface clean sand to slightly silty sand (SP and SP- SM). Silty to clayey sand (SM to SC) with fines contents up to 25 percent may be used on the inside portion (not within 5 feet measured normal to the slope face) of the dike section. The fill should be free of roots, vegetation, and other deleterious materials. It should have an organic content no greater than 2 percent by weight. Fill should be placed parallel to centerline of the dikes. Each lift of fill should extend across the entire dike section. The compacted surface of each lift should be scarified by light disking, or by any other approved method, before the succeeding layer is placed. After dumping the succeeding lift, materials should be spread by bulldozers or other approved means in approximately horizontal layers over the entire fill area. The fill should be placed in maximum 12-inch thick loose lifts. The gradation and distribution of materials throughout the compacted earth fill section of the dike shall be such that the dike will be free from lenses, pockets, streaks, and layers of material differing substantially in texture or gradation from surrounding material. The fill should be disked or harrowed to blend. The materials in each layer of the fill should be within ±2 percent of the soil s optimum moisture content, as determined by ASTM D The moisture content after compaction should be as uniform as practical throughout any one layer. Harrowing, disking, or other approved methods will be required to work the moisture into the material until a uniform distribution of moisture is obtained. The materials in each layer of the fill should be compacted as required to obtain a minimum of 95 percent of the soil s maximum dry density determined by ASTM D Responsive Resourceful Reliable 32

320 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Seepage Toe Drains The seepage toe drain should be constructed with an invert elevation at a minimum of two feet below the toe of the outboard dike slope. The drain should outfall to the perimeter ditch via gravity flow through an outlet pipe. The toe drain should consist of a perforated, corrugated high density polyethylene (HDPE) pipe embedded in inert fine gravel and wrapped with a non-woven polypropylene geotextile. Given the estimated magnitude of dike settlement and associated potential for embankment cracking, we recommend extending the horizontal geotextile-wrapped gravel layer upward on a 3H:1V incline as a blanket (i.e. sloping chimney type) drain beneath the outboard slope Site Saline Controls Based on the groundwater modeling results, presented in our Preliminary Geotechnical Report dated December 8, 2014, a perimeter ditch system will be used to control the lateral movement of seepage from the impoundment. Water impounded during dredging events will be high in chloride content and seep into the subsurface. The seepage will flow predominately in the shallow sand strata, above the first layer of clay, with strong influence from a west to east hydraulic down gradient in the shallow aquifer. The perimeter ditch along the north, south and east sides of the dikes will be deepened, and widened, as compared to the typical DMMA drainage ditch. The ditch bottom will be extended to elevations between +3 and 0 feet NAVD to allow control of ditch water between elevations of +4.5 and +1.5 feet NAVD. The target operational control of the ditch is +3 feet NAVD, but that level may need to adjusted up or down during wet (high groundwater) and dry (low groundwater) seasons, respectively, to increase seepage capture. The ditch water should flow to a permanent closed outfall with ultimate discharge into the ICWW. The west ditch will be the typical drainage type and flow through box structures necessary for the vertical transfer of water into the deeper north and south ditch sections Groundwater Control Where groundwater is expected to be encountered during excavation, a dewatering system should be installed to prevent softening and disturbance of subgrade below foundations and fill material, to allow foundations and fill material to be placed in the dry, and to maintain stable excavation side slopes. Groundwater should be maintained at least 3 feet below the bottom of any excavation. Responsive Resourceful Reliable 33

321 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Dewatering systems for structures should be kept in operation until the dead load of the structure exceeds possible buoyant uplift force on structure. Dewatering systems should be shut off at such a rate as to prevent a quick upsurge of water that might weaken the subgrade, or cause instability in excavation side slopes Structures Subgrade to receive fill or backfill should be free of organic material, roots, stumps or other undesirable material. It should be scarified to a depth of 6 inches and compacted to a minimum of 95 percent of the soil s maximum dry density as determined by ASTM D Fill and backfill adjacent to structures should be placed in 12-inch maximum loose lifts and compacted as necessary to obtain a minimum of 95 percent of the soil s maximum dry density determined by ASTM D Fill material should be compacted with equipment of proper type and size to obtain the density specified. Hand-operated equipment should be used for filling and backfilling within 3 feet of walls and retaining walls. When hand-held equipment is used, fill should be placed in 6-inch maximum loose lifts. Fill or backfill material should not be placed when the air temperature is less than 40 degrees Fahrenheit and when the subgrade to receive the material is wet, loose, or soft. Backfill should not be placed around any part of concrete structures until each part has reached its specified 28-day compressive strength. Backfilling should not commence until stripping of concrete forms, trash removal from excavations, concrete finishing, damp-proofing and waterproofing have been completed. Fill should not be placed against walls until slabs at the top, bottom and intermediate levels of walls are in place and have reached 28-day required compressive strength to prevent wall movement. Fill and backfill should be brought up uniformly around the structures and individual walls, piers, or columns Weir Discharge Pipe Significant consolidation settlement is anticipated beneath the dike in the vicinity of the weir s discharge pipe. To reduce post-construction settlement of the pipe, we recommend constructing the full dike section in this area early in the construction schedule. When consolidation settlement is nearly complete, a portion of the dike would then be removed to expose a minimum 15-foot wide work area along the pipe alignment. After the pipe is installed, the dike fill should be replaced. The excavation slopes should be no steeper than 4H:1V, and each lift of the new fill should be bench-cut into the existing fill a minimum horizontal distance of 2 feet. Responsive Resourceful Reliable 34

322 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Seepage control should be placed along the pipe where it penetrates the dike to avoid the potential for piping of soils along the outside of the pipe. The seepage control would involve: installing a pipe cradle consisting of flowable fill or low strength concrete around the lower half of the pipe; and placing a minimum 1-foot thick envelope of permeable sand around the pipe and cradle passing beneath the downstream slope of the dike SUMMARY AND RECOMMENDATIONS The proposed DMMA footprint area is underlain by a thick (100 feet +/-) deposit of mostly granular soils consisting of relatively clean to slightly silty sands containing broken shell and grading to clayey at deeper depths. The sands are generally firm (medium dense) in terms of relative density. A soft clay was found in individual layer thicknesses of 2 to 10 feet beginning at depths of about 30 feet below the existing ground surface. One of the 100-foot deep SPT borings showed hard limestone in its bottom 7 feet. The clay occurs in two to three discrete layers between elevations of about -26 feet and -69 feet NAVD. Maximum aggregate clay layer thicknesses are 11 feet, 14 feet, and 23 ½ feet beneath the west, middle and east sections, respectively, of the DMMA. The presence of the clay layer is beneficial with respect to management of seepage from the impoundment. Seepage of impounded waters will predominately move laterally in the shallow sand layers above the clay and allow for effective capture in a perimeter ditch system. Conversely, the clay is soft and locally thick which will cause significant dike and weir structure settlement at the east end of the DMMA. Three design dike sections (west, middle, and east) were used for engineering analysis to account for the variability in both topography and subsoil conditions from west to east across the site. Maximum dike (embankment fill) heights of 5 ½ feet, 17 ½ feet, and 21 feet were considered for the west, middle, and east design sections, respectively. Slope stability analyses indicated sufficient stability in the dike sections, based on USACE criteria, for end-of-construction, steady-state seepage, and transient seepage conditions. Placement of a toe drain beneath the dike s downstream (outboard) slope is required to maintain sufficient stability under steady-state seepage conditions. Given the magnitude of estimated dike settlement, we recommend that the toe drain be extended upward as a chimney drain. The perimeter ditch stability, in the middle and east sections, fell below UASCE required minimum factors of safety for steady-state seepage and rapid draw down conditions. Those ditch sections became marginal at the time of the third dredging event (Year 20 of DMMA operation). Placement of rip-rap lining on the interior ditch slope would maintain sufficient stability throughout the 50-year life span of the DMMA. Responsive Resourceful Reliable 35

323 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Estimated dike settlements from elastic compression of the sand strata added to consolidation of the clay layers are summarized in the following table. Design Section Table 11 Summary of Settlement Estimates Estimated Range of Sand Settlement (inches) Estimated Range of Consolidation Settlement (inches) Total Estimated Range of Settlement (inches) East ½ to 2 ½ 4 ½ to 14 5 to 16 ½ Middle ½ to 2 ½ 2 ½ to 5 ½ 3 to 8 West ½ to 1 ½ to 2 1 to 3 The estimated combined settlement values should be considered for earthwork volume estimates and to establish crest over-build elevations. The sand settlement will be immediate occurring simultaneously with placement of the dike fill. Clay consolidation could take up to six years following the end of dike construction but could be reduce to less than three years by installation of wick drains. The magnitude and duration of clay consolidation will impact both design and construction of the weir structure. The weir foundation slab will need to be supported on deep, driven, pre-cast concrete piles to limit total structure settlement to less than 1 inch. The walkway part of the structure, which typically includes short (20 feet +/-) timber piles for nominal vertical and lateral support, could experience total and differential settlements of up to 14 inches. The most practical option to reduce that settlement would be insertion of wick drains to accelerate clay consolidation prior to placement of the structure. The perimeter ditch along the north, south and east sides of the dikes will be deepened, and widened, as compared to the typical DMMA drainage ditch for seepage (saline plume) management. The ditch bottom will be extended to elevations between +3 and 0 feet NAVD to allow control of ditch water between elevations of +4.5 and +1.5 feet NAVD. The target operational control of the ditch is +3 feet NAVD, but that level may need to adjusted up or down during wet (high groundwater) and dry (low groundwater) seasons, respectively, to increase seepage capture. Seepage analyses estimated a maximum flow to the toe drain of about 25 cubic feet per day per lineal foot (cfd/lf) of dike under stead-state conditions. Steady-state seepage generates an additional 60 cfd/lf of flow directly into the perimeter ditch while operating with a control elevation of + 3 feet NAVD. The groundwater flow gradient mimics the topographic decline from west to east across the site. Responsive Resourceful Reliable 36

324 Geotechnical Engineering Report BV-4B DMMA Brevard County, Florida March 18, 2015 DUNKELBERGER Project No. HB Depths to groundwater measured in on-site monitoring wells during the study period (i.e. early part of the rainy season) ranged from 1 1/2 to 13 1/2 feet below the existing ground surface. Groundwater control (dewatering) will likely be needed to accomplish fill placement at lower elevations and borrow excavation in the dry. Borrow excavations up to 10 feet bls should produce a blend of relatively clean to slightly silty fine sands that would meet the engineering properties adopted for analysis and therefore be suitable for general embankment fill GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless DUNKELBERGER reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 37

325 NORTH BV-4B SITE SOURCE: GOOGLE EARTH PRO 0 1 MI 2 MI 4 MI JJ BL DSD SEE SCALE BAR VICINITY MAP BV-4B ST. LUCIE COUNTY, FLORIDA HB

326 SCALE 1 : CONTOUR INTERVAL 5 FEET NATIONAL GEODETIC VERTICAL DATUM OF 1929 N JENSEN BEACH, FLORIDA 1949; PHOTO REVISED MINUTE SERIES (TOPOGRAPHIC) Project Mngr: Drawn By: Checked By: Approved By: DSD BML BML DSD Project No. Scale: File No. Date: HB AS SHOWN NW COMMODITY COVE PORT ST. LUCIE, FL PH. (772) FAX. (772) Indian River County TOPOGRAPHIC VICINITY MAP GEOTECHNICAL SITE EXPLORATION TAYLOR ENGINEERING, INC. BV-4B Florida SHEET 2

327 SCALE 1 : SOIL LEGEND BRADENTON FINE SAND, LIMESTONE SUBSTRATUM COPELAND-BRADENTON-WABASSO COMPLEX, LIMESTONE SUBSTRATUM RIVIERA SAND IMMOKALEE SAND MYAKKA SAND PAOLA FINE SAND, 0 TO 5 PERCENT SLOPES POMPANO SAND SITE BOUNDARY DMMA FOOTPRINT BOUNDARY N U.S.D.A. SOIL SURVEY FOR INDIAN RIVER COUNTY, FLORIDA ISSUED: JANUARY 1987 Project Mngr: Drawn By: Checked By: Approved By: DSD BML BML DSD Project No. Scale: File No. Date: HB AS SHOWN - 7/3/ NW COMMODITY COVE PORT ST. LUCIE, FL PH. (772) FAX. (772) Indian River County SOILS MAP GEOTECHNICAL SITE EXPLORATION TAYLOR ENGINEERING, INC. BV-4B Florida SHEET 3

328 NORTH MW-1M +18.6' MW-13M +6.2' +19.3' MW-2M PZ ' +7.9' MW-3M +22.9' MW-4M MW-8M +10.0' +9.0' MW-6M +3.9' MW-10M MW-12M +3.5' MW-5M +21.3' MW-11M +4.0' SOURCE: MORGAN & EKLUND, INC. 0' 250' 500' 1000' MW-1M PZ-1 LEGEND MONITORING WELL LOCATION, NUMBER, & GROUND ELEVATION (FEET-NAVD88) PIEZOMETER (MONITORING WELL) INSTALLED BY DUNKELBERGER (FEET-NAVD88) JJ BL DSD SEE SCALE BAR MONITORING WELL LOCATION PLAN BV-4B BREVARD COUNTY, FLORIDA Locations are approximate HB

329 NORTH SOURCE: MORGAN & EKLUND, INC. LEGEND JJ BORING LOCATION PLAN 0' 100' 200' 400' B-101 HB-301 STANDARD PENETRATION TEST BORING LOCATION AND NUMBER HAND AUGER BORING LOCATION AND NUMBER CPT-102 CONE PENETRATION TEST BORING LOCATION AND NUMBER BL DSD SEE SCALE BAR BV-4B BREVARD COUNTY, FLORIDA Locations are approximate HB

330 BORING NO. ELEVATION: B ' B ' B-102 continued MC=9.5 OC= =2.5 ELEVATION IN FEET (NAVD) MC= =2.3 MC= =7.4 LL=28.5 PI=8.3 MC=19.9 OC=1.6 MC= =7.0 MC= =7.2 MC= =16.9 ELEVATION IN FEET (NGVD) Borehole Grouted 0-100' MC= =48.5 MC= =5.9 ELEVATION IN FEET (NAVD) MC= =19.2 LL=33.0 PI=12.6 MC= =38.8 SP Borehole Grouted 0-100' LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE Unified Soil Classification System Group Symbol (ASTM D 2487) LL PI MC OC -200 N Standard Penetration Test (SPT) B-101 boring and number 50/6 Liquid Limit (%) Plasticity Index (%) Moisture Content (%) Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Indicates fifty SPT hammer blows were required to drive the sampler 6 inches Groundwater not recorded Elevation of groundwater (feet-navd) & date measured JJ BL DSD 1" = 10' (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using a track mounted BR-2500 drilling rig. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

331 BORING NO. ELEVATION: B ' B ' B ' MC=21.5 OC= =3.6 MC=18.9 OC= =5.3 MC=18.0 OC= =6.4 MC= =4.9 MC= =7.2 ELEVATION IN FEET (NAVD) MC= =18.7 MC= =12.9 MC= = =98.3 LL=49.3 PI=30.8 SHELBY TUBE MC= =7.9 MC= =52.7 LL=44.0 PI=27.3 SHELBY TUBE MC= =7.6 ELEVATION IN FEET (NAVD) Borehole Grouted 0-70' LL=48.5 PI=28.2 Borehole Grouted 0-75' MC= =47.0 Borehole Grouted 0-70' -200=61.7 LL=45.6 PI=29.9 MC OC Moisture Content (%) Organic Content (%) LL PI Liquid Limit (%) Plasticity Index (%) -200 Amount Finer Than The U.S. Standard No. 200 Sieve (%) SP LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE Unified Soil Classification System Group Symbol (ASTM D 2487) N Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Standard Penetration Test (SPT) B-201 boring and number Elevation of groundwater (feet-navd) & date measured JJ BL DSD 1" = 10' (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using a track mounted BR-2500 drilling rig. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

332 BORING NO. ELEVATION: B ' B ' B ' MC= =3.3 MC=16.8 OC= =4.5 MC= =7.0 MC= =6.1 MC= =4.9 ELEVATION IN FEET (NAVD) MC= =75.1 LL=56.0 PI=38.0 MC= =50.2 SHELBY TUBE MC= =14.8 Borehole Grouted 0-45' -200=98.7 LL=51.3 PI=33.3 MC= =98.9 Borehole Grouted 0-50' MC= =7.2 ELEVATION IN FEET (NAVD) MC= =29.3 Borehole Grouted 0-70' LL PI MC OC -200 Liquid Limit (%) Plasticity Index (%) Moisture Content (%) Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) SP LEGEND Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE Unified Soil Classification System Group Symbol (ASTM D 2487) N Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Standard Penetration Test (SPT) B-204 boring and number Elevation of groundwater (feet-navd) & date measured JJ BL DSD 1" = 10' (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using a track mounted BR-2500 drilling rig. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

333 BORING NO. HB-301 B-302 B-303 B-304 B-305 B-306 ELEVATION: +9.6' +9.0' +8.3' +7.9' +7.0' +5.3' MC=28.9 OC= =5.5 MC= =17.1 MC=28.4 OC= =7.7 MC= =10.0 MC=17.5 OC= =5.1 ELEVATION IN FEET (NAVD) MC= =7.6 MC= =5.7 MC= =4.7 MC= =8.0 MC= =3.4 MC= =11.0 MC= =4.6 ELEVATION IN FEET (NAVD) LEGEND MC Moisture Content (%) Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE OC -200 SP N HB-301 Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Unified Soil Classification System Group Symbol (ASTM D 2487) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Hand auger boring and number Standard Penetration Test (SPT) B-302 boring and number Elevation of groundwater (feet-navd) & date measured (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using either a track mounted BR-2500 drilling rig or hand turned augering equipment. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. JJ BL DSD 1" = 5' SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

334 BORING NO. HB-307 B-308 B-309 B-310 B-311 B-312 ELEVATION: +10.1' +10.2' +8.7' +7.9' +7.1' +5.2' MC=27.7 OC=4.0 ELEVATION IN FEET (NAVD) MC= =2.6 MC= =6.6 MC= =15.2 MC= =17.5 MC= =3.8 MC= =3.6 MC= =2.3 MC= =7.4 MC= =19.2 MC= =10.9 MC=27.2 OC= =4.9 MC= =3.2 ELEVATION IN FEET (NAVD) LEGEND MC Moisture Content (%) Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE OC -200 SP N HB-307 Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Unified Soil Classification System Group Symbol (ASTM D 2487) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Hand auger boring and number Standard Penetration Test (SPT) B-308 boring and number Elevation of groundwater (feet-navd) & date measured (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using either a track mounted BR-2500 drilling rig or hand turned augering equipment. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. JJ BL DSD 1" = 5' SUBSURFACE PROFILES BV-4B BREVARD COUNTY, FLORIDA HB

335 BORING NO. HB-313 B-314 B-315 B-316 B-317 B-318 ELEVATION: +12.0' +11.0' +8.9' +6.3' +6.4' +5.7' MC=36.1 OC= =9.6 MC= =4.4 MC=30.2 OC=6.5 MC= =9.9 MC=20.9 OC= =4.4 ELEVATION IN FEET (NAVD) MC= =4.3 MC= =5.4 MC= =3.6 MC= =4.4 MC= =11.9 MC= =4.9 ELEVATION IN FEET (NAVD) LEGEND MC Moisture Content (%) Gray to brown fine SAND, trace to slightly silty (SP, SP-SM) Orange to light brown fine SAND, trace to slightly silty, with varying amounts of cementation (SP, SP-SM) Green to gray CLAY with traces of silt (CL) Green to gray fine SAND, trace to slightly silty, with varying amounts of broken shell (SP, SP-SM) Green clayey fine SAND with varying amounts of broken shell (SC) Light gray cemented SAND with little broken shell (SP) White LIMESTONE OC -200 SP N HB-313 Organic Content (%) Amount Finer Than The U.S. Standard No. 200 Sieve (%) Unified Soil Classification System Group Symbol (ASTM D 2487) Indicates the number of blows of a 140 pound hammer, freely falling a distance of 30 inches, required to drive a 2-inch diameter sampler 12 inches (ASTM D 1586) Hand auger boring and number Standard Penetration Test (SPT) B-314 boring and number Elevation of groundwater (feet-navd) & date measured (1) (2) (3) NOTES Borings were drilled from April 7 to 22, 2014 using either a track mounted BR-2500 drilling rig or hand turned augering equipment. Strata boundaries are approximate and represent soil strata at each test hole location only. Soil transitions may be more gradual than implied. Groundwater elevations shown on the subsurface profiles represent groundwater surfaces on the dates shown. Groundwater level fluctuations should be anticipated throughout the year. JJ BL DSD 1" = 5' SUBSURFACE PROFILES BV-4B HB

336 V-1 NORTH V-2 GPS COORDINATES V-3 VIBRACORE NO. LATITUDE LONGITUDE V-4 V-5 V-6 V V V V V V V V V V V V-7 V-1 LEGEND VIBRACORE LOCATION AND NUMBER V-8 Locations are approximate. V-9 0' 0.5 MI 1 MI 2 MI V-10 JJ BL DSD SEE SCALE BAR VIBRACORE LOCATION PLAN BV-4B ST. LUCIE COUNTY, FLORIDA SOURCE: GOOGLE EARTH PRO V HB

337 MW-A MW-E MW-I MW-K MW-O MW-T NORTH MW-F MW-L MW-R MW-B MW-D MW-Q MW-U MW-S MW-G MW-M MW-C MW-H MW-J MW-N MW-P MW-V SOURCE: MORGAN & EKLUND, INC. LEGEND BML PROPOSED MONITORING WELL PLAN 0' 100' 200' 400' MW-A MONITORING WELL NEST LOCATION AND NUMBER. Each nest to include 3 monitoring wells installed to shallow, intermediate, and deep depths. Locations are approximate. BML DSD SEE SCALE BAR BV-4B DMMA BREVARD COUNTY, FLORIDA HB

338 Table 1.1 Summary of Site Soil Index Properties BV-4B DMMA, Brevard County, Florida Sample Location Sample Depth (ft) Moisture Content (%) Amount Passing No. 200 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Organic Content (%) B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B B

339 Table 1.2 Summary of Site Soil Index Properties BV-4B DMMA, Brevard County, Florida Sample Location Sample Depth (ft) Moisture Content (%) Amount Passing No. 200 Sieve (%) Liquid Limit Plastic Limit Plasticity Index Organic Content (%) HB B B B B B B B B B B B HB HB B B B B B B B B B B B HB B B B B B B B B B B

340 Table 2.1 Summary of Sieve Analysis BV-4B DMMA, Brevard County, Florida SPT Samples Sample Sample Amount Passing Sieve Size (%) USCS Location Number 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 B SP B SC B SP-SM B SC B SP-SM B SP-SM B SP-SM B SP-SM B SP-SM B SP-SM B SP-SM B SP B SP-SM B SP B SP B SP B SP B SP HB SP

341 Table 2.2 Summary of Hydrometer Analysis BV-4B DMMA, Brevard County, Florida SPT Samples Sample Sample Percent Finer by Weight USCS Location Depth (ft) B CL B CL Table 2.3 Summary of Sieve Analysis BV-4B DMMA, Brevard County, Florida Interior Borrow Fill Sample Sample Amount Passing Sieve Size (%) USCS Location Depth (ft) 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 Area SP-SM Area SP-SM Area SP Area SP-SM Area SP Area SP Note: Interior borrow fill area was divided into 6 areas where bulk samples were recovered

342 Table 3 Proctor Compaction Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Location Sample Depth (ft) USCS Fines Content (%) Moisture Content (%) Dry Unit Weight (pcf) Area SP-SM Area SP-SM Area SP Area SP-SM Area SP Area SP-SM Note: Interior area of the proposed dike was divided into 6 areas where bulk samples were recovered Table 4 Limerock Bearing Ratio (LBR) Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Location B-303 and B-304 (Composite) B-313 B-317 and B-318 (Composite) Sample Depth Fines Content Moisture Dry Unit USCS (ft) (%) Content (%) Weight (pcf) LBR SP-SM SP-SM SP-SM

343 Sample Location Initial Conditions Moisture Dry Unit Content Weight (%) (pcf) cm/sec ft/day Area SP-SM Remolded E Area SP-SM Remolded E Area SP Remolded E Area SP-SM Remolded E Area SP Remolded E Area SP Remolded E Note: Interior area of the proposed dike was divided into 6 areas where bulk samples were recovered Sample Location Sample Depth (ft) Sample Depth (ft) USCS USCS Table 5.1 Summary of Hydraulic Conductivity Test Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Type Table 5.2 Summary of Hydraulic Conductivity Test Results BV-4B DMMA, Brevard County, Florida Fine Grained Samples Sample Type Fines Content (%) Fines Content (%) Initial Conditions Moisture Dry Unit Content Weight (%) (pcf) Confining Stress (psi) Confining Stress (psi) Hydraulic Conductivity Hydraulic Conductivity cm/sec ft/day B CL Undisturbed E B CL/CH Undisturbed E

344 Table 6 Summary Consolidated-Undrained (CU) Triaxial Shear Test Results BV-4B DMMA, Brevard County, Florida Bulk Samples Sample Location Sample Depth (ft) USCS Total Strength Parameters Cohesion (C, ksf) Internal Friction Angle (, deg) Effective Strength Parameters Cohesion (C, ksf) Internal Friction Angle (, deg) Area SP-SM Area SP Area SP-SM Note: Interior area of the proposed dike was divided into 6 areas where bulk samples were recovered

345 Table 7 Summary Consolidation Test Results BV-4B DMMA, Brevard County, Florida Undisturbed Samples Sample Location Sample Depth (ft) USCS Moisture Content (%) Dry Unit Weight (pcf) Fines Content (%) Vertical Strain (%) 1 tsf 2 tsf 4 tsf 8 tsf 16 tsf B CL B CL/CH

346 APPENDIX A CONE PENETROMETER TEST (CPT) LOGS

347 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 70.9 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-102 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-1 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

348 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 71.9 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-103 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 >> Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-2 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

349 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 71.3 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-104 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/16/2014 Rig: 835 >> Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-3 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

350 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 71.2 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-106 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-4 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

351 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.3 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-201 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-5 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

352 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.2 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-202 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-6 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

353 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.2 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-203 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/15/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-7 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

354 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.5 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-204 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/16/2014 Rig: 835 Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-8 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

355 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) Tip Resistance, q t (tsf) CPT Terminated at 45.3 Feet See Exhibit A-3 for description of field procedures. See Appendix C for explanation of symbols and abbreviations. WATER LEVEL OBSERVATION 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) Probe no. DDG1276 with net area ratio of 0.8 U2 pore pressure transducer location Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in CPT LOG NO. CPT-205 CLIENT: Taylor Engineering, Inc. Sleeve Friction, fs (tsf) >> 607 NW Commodity Cove Port St. Lucie, Florida Friction Ratio (%) TEST LOCATION: See Exhibit A-2 Dead weight of rig used as reaction force. CPT sensor calibration reports available upon request. CPT Started: 4/16/2014 Rig: 835 >> Project No.: HB Hydrostatic Pressure Pore Pressure, U2 (tsf) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-9 Page 1 of 1 Material Description Normalized CPT Soil Behavior Type Depth (ft) 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay 5 Sand mixtures - silty sand to sandy silt 6 Sands - clean sand to silty sand 7 Gravelly sand to dense sand 8 Very stiff sand to clayey sand 9 Very stiff fine grained

356 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 70.9 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-102 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-102 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-10 >> Material Description Normalized CPT Soil Behavior Type Depth (ft)

357 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 71.9 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-103 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-103 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-11 Material Description Normalized CPT Soil Behavior Type Depth (ft)

358 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 71.3 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-104 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-104 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/16/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-12 Material Description Normalized CPT Soil Behavior Type Depth (ft)

359 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 71.2 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-106 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-106 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-13 Material Description Normalized CPT Soil Behavior Type Depth (ft)

360 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.3 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-201 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-201 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-14 Material Description Normalized CPT Soil Behavior Type Depth (ft)

361 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.2 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-202 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-202 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-15 Material Description Normalized CPT Soil Behavior Type Depth (ft)

362 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.2 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-203 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-203 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/15/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/15/2014 Operator: Doug McLellan Exhibit: A-16 Material Description Normalized CPT Soil Behavior Type Depth (ft)

363 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.5 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-204 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-204 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/16/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-17 Material Description Normalized CPT Soil Behavior Type Depth (ft)

364 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. CPT CORRELATIVE PARAMETERS REPORT HB14006_CPT.GPJ TERRACON2012_W INSITU.GDT 7/15/14 PROJECT: Dredged Material Management Area BV-4B SITE: BV-4B (Mims) Brevard County, Florida Depth (ft) N 60 Value CPT Terminated at 45.3 Feet WATER LEVEL OBSERVATION SEE CPT LOG NO. CPT-205 FOR DETAILED TEST RESULTS CLIENT: Taylor Engineering, Inc. Tip resistance, sleeve resistance, porewater pressure, and tilt angle are measured. Other parameters presented are derived from interpretations of the measured data, based upon published correlations, but do not necessarily represent actual values that would be derived from direct testing. Appendix C provides the formulas used for these correlations and presents estimates of the relative reliability associated with the correlated parameters. 5 ft estimated water depth (used in normalizations and correlations; see Appendix C) CPT CORRELATIVE PARAMETER LOG NO. CPT-205 Page 1 of 1 Effective Friction Angle (degrees) (1) (2) Notes: Probe no. DDG1276 with net area ratio of 0.8 Manufactured by Vertek; calibrated 11/21/2013 Tip and sleeve areas of 10 cm 2 and 150 cm 2 Ring friction reducer with O.D. of in Elastic Modulus, Es (tsf) (3) (4) NW Commodity Cove Port St. Lucie, Florida Undrained Shear Strength, Su Nkt = 14 (tsf) CPT Started: 4/16/2014 Rig: 835 Project No.: HB TEST LOCATION: See Exhibit A-2 OCR (1) (2) CPT Completed: 4/16/2014 Operator: Doug McLellan Exhibit: A-18 Material Description Normalized CPT Soil Behavior Type Depth (ft)

365 CPT GENERAL NOTES DESCRIPTION OF MEASUREMENTS AND CALIBRATIONS To be reported per ASTM D5778: Uncorrected Tip Resistance, q c Measured force acting on the cone divided by the cone's projected area Corrected Tip Resistance, q t Cone resistance corrected for porewater and net area ratio effects q t = q c + U2(1 - a) Where a is the net area ratio, a lab calibration of the cone typically between 0.70 and 0.85 Pore Pressure, U1/U2 Pore pressure generated during penetration U1 - sensor on the face of the cone U2 - sensor on the shoulder (more common) Sleeve Friction, fs Frictional force acting on the sleeve divided by its surface area Normalized Friction Ratio, FR The ratio as a percentage of fs to q t, accounting for overburden pressure To be reported per ASTM D7400, if collected: Shear Wave Velocity, Vs Measured in a Seismic CPT and provides direct measure of soil stiffness Permeability, k Sand DESCRIPTION OF GEOTECHNICAL CORRELATIONS Normalized Tip Resistance, Q t Q t = (q t - V0)/ ' V0 Over Consolidation Ratio, OCR OCR (1) = 0.25(Q t ) 1.25 OCR (2) = 0.33(Q t ) Undrained Shear Strength, Su Su = Q t x ' V0 /N kt N kt is a geographical factor (shown on Su plot) Sensitivy, St St = (q t - V0/N kt ) x (1/fs) Effective Friction Angle, ' ' (1) = tan -1 (0.373[log(q t / ' V0 ) ]) ' (2) = [log(Q t )] Unit Weight UW = (0.27[log(FR)]+0.36[log(q t /atm)]+1.236) x UW water V0 is taken as the incremental sum of the unit weights Small Strain Shear Modulus, G 0 G 0 (1) = Vs 2 G 0 (2) = x 10 (0.55Ic ) (q t - V0) REPORTED PARAMETERS CPT logs as provided, at a minimum, report the data as required by ASTM D5778 and ASTM D7400 (if applicable). This minimum data include tip resistance, sleeve resistance, and porewater pressure. Other correlated parameters may also be provided. These other correlated parameters are interpretations of the measured data based upon published and reliable references, but they do not necessarily represent the actual values that would be derived from direct testing to determine the various parameters. The following chart illustrates estimates of reliability associated with correlated parameters based upon the literature referenced below. RELATIVE RELIABILITY OF CPT CORRELATIONS Clay and Silt Soil Behavior Type Index, Ic Ic = [( log(q t ) 2 + (log(fr) ) 2 ] 0.5 SPT N 60 ( Ic) N 60 = (q t /atm) / 10 Elastic Modulus, Es (assumes q/q ultimate ~ 0.3, i.e. FS = 3) Es (1) = 2.6 G 0 where = logQ t,clean sand Es (2) = G 0 Es (3) = x 10 (0.55Ic ) (q t - V0) Es (4) = 2.5q t Constrained Modulus, M M = M(q t - V0) For Ic > 2.2 (fine-grained soils) M = Q t with maximum of 14 For Ic < 2.2 (coarse-grained soils) (0.55Ic ) M = x 10 Hydraulic Conductivity, k ( Ic) For 1.0 < Ic < 3.27 k = 10 ( Ic) For 3.27 < Ic < 4.0 k = 10 Relative Density, Dr Dr = (Q t / 350) 0.5 x 100 Constrained Modulus, M Effective Friction Angle, ' Relative Density, Dr CONE PENETRATION SOIL BEHAVIOR TYPE REFERENCES Unit Weight Sensitivity, St Undrained Shear Strength, Su Over Consolidation Ratio, OCR Small Strain Modulus, G 0 * and Elastic Modulus, Es* WATER LEVEL Sand Low Reliability Clay and Silt Clay and Silt Sand Clay and Silt Sand NORMALIZED CONE RESISTANCE, q t / atm 1000 Sand 100 Clay and Silt * improves with seismic Vs measurements Reliability of CPT-predicted N 60 values as commonly measured by the Standard Penetration Test (SPT) is not provided due to the inherent inaccuracy associated with the SPT test procedure. High Reliability The groundwater level at the CPT location is used to normalize the measurements for vertical overburden pressures and as a result influences the normalized soil behavior type classification and correlated soil parameters. The water level may either be "measured" or "estimated:" Measured - Depth to water directly measured in the field Estimated - Depth to water interpolated by the practitioner using pore pressure measurements in coarse grained soils and known site conditions While groundwater levels displayed as "measured" more accurately represent site conditions at the time of testing than those "estimated," in either case the groundwater should be further defined prior to construction as groundwater level variations will occur over time. The estimated stratigraphic profiles included in the CPT logs are based on relationships between corrected tip resistance (q t ), friction resistance (fs), and porewater pressure (U2). The normalized friction ratio (FR) is used to classify the soil behavior type. Sand Sand Clay and Silt Clay and Silt Clay and Silt 7 1 Sensitive, fine grained 2 Organic soils - clay 3 Clay - silty clay to clay 4 Silt mixtures - clayey silt to silty clay Typically, silts and clays have high FR values and 5 Sand mixtures - silty sand to sandy silt generate large excess penetration porewater 5 pressures; sands have lower FRs and do not 6 Sands - clean sand to silty sand generate excess penetration porewater pressures Gravelly sand to dense sand Negative pore pressure measurements are indicative of fissured fine-grained material. The adjacent graph 3 8 Very stiff sand to clayey sand (Robertson et al.) presents the soil behavior type correlation used for the logs. This normalized SBT 9 Very stiff fine grained chart, generally considered the most reliable, does 1 not use pore pressure to determine SBT due to its 2 atm = atmospheric pressure = 101 kpa = 1.05 tsf lack of repeatability in onshore CPTs NORMALIZED FRICTION RATIO, FR Kulhawy, F.H., Mayne, P.W., (1997). "Manual on Estimating Soil Properties for Foundation Design," Electric Power Research Institute, Palo Alto, CA. Mayne, P.W., (2013). "Geotechnical Site Exploration in the Year 2013," Georgia Institue of Technology, Atlanta, GA. Robertson, P.K., Cabal, K.L. (2012). "Guide to Cone Penetration Testing for Geotechnical Engineering," Signal Hill, CA. Schmertmann, J.H., (1970). "Static Cone to Compute Static Settlement over Sand," Journal of the Soil Mechanics and Foundations Division, 96(SM3), Exhibit C-1

366 APPENDIX B LABORATORY TESTING REPORTS

367 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-101 LAB ID No. : S7 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-1

368 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-101 LAB ID No. : S22 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green clayey fine SAND with broken shell SC Exhibit B-2

369 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-202 LAB ID No. : S15 Sample Date : 4/9/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray slightly silty fine SAND, trace broken shell SP-SM Exhibit B-3

370 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-304 LAB ID No. : S1 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slightly silty fine SAND SP-SM Exhibit B-4

371 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-317 LAB ID No. : S8 Sample Date : 4/10/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray fine SAND with broken shell, trace of silt SP Exhibit B-5

372 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-204 LAB ID No. : S3 Sample Date : 4/10/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Orange to light brown slighlty silty fine SAND SP-SM Exhibit B-6

373 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-102 LAB ID No. : S9 Sample Date : 4/7/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray slightly silty fine SAND with broken shell SP-SM Exhibit B-7

374 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-102 LAB ID No. : S14 Sample Date : 4/7/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray clayey fine SAND with broken shell SC Exhibit B-8

375 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-305 LAB ID No. : S7 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray fine SAND with traces of broken shell SP Exhibit B-9

376 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-206 LAB ID No. : S3 Sample Date : 4/15/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slightly silty fine SAND SP-SM Exhibit B-10

377 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-207 LAB ID No. : S14 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray slightly silty fine SAND with some broken shell SP-SM Exhibit B-11

378 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-302 LAB ID No. : S4 Sample Date : 4/14/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slightly silty fine SAND SP-SM Exhibit B-12

379 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-306 LAB ID No. : S4 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Orange to light brown slightly silty fine SAND SP-SM Exhibit B-13

380 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-309 LAB ID No. : S7 Sample Date : 4/14/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Green to gray fine SAND with broken shell, trace silt SP Exhibit B-14

381 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-310 LAB ID No. : S3 Sample Date : 4/11/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Orange to light brown fine SAND, trace silt SP Exhibit B-15

382 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-312 LAB ID No. : S3 Sample Date : 4/10/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-16

383 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-315 LAB ID No. : S4 Sample Date : 4/14/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-17

384 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : HB-307 LAB ID No. : S1 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown fine SAND, trace silt SP Exhibit B-18

385 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : S GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : B-203 LAB ID No. : S1 Sample Date : 4/9/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray to brown slighlty silty fine SAND SP-SM Exhibit B-19

386 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B306 & B-312 LAB ID No. : Sample 1 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP-SM Exhibit B-20

387 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B311 & B-305 LAB ID No. : Sample 2 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP, SP-SM Exhibit B-21

388 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B310 & B-316 LAB ID No. : Sample 3 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP Exhibit B-22

389 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B309 & B-315 LAB ID No. : Sample 4 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP-SM Exhibit B-23

390 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B310 & B-316 LAB ID No. : Sample 5 Sample Date : 4/21/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown fine SAND, traces of silt SP Exhibit B-24

391 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : Sample GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : Interior B301 & B-307 LAB ID No. : Sample 6 Sample Date : 4/23/14 Soil Description Gray to brown fine SAND, traces of silt Soil Class D60 D30 D10 C u C c K (cm/sec) Permability SP Exhibit B-25

392 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINER BY WEIGHT GRAIN SIZE in millimeters SIEVE NUMBERS AND SIZES Sieve Analysis Series6 Project Name : BV-4B DMMA Project No. : HB Sample Location : B-101 LAB ID No. : S13 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permeability Green to gray CLAY CL Exhibit B-26

393 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINER BY WEIGHT GRAIN SIZE in millimeters SIEVE NUMBERS AND SIZES Sieve Analysis Series6 Project Name : BV-4B DMMA Project No. : HB Sample Location : B-102 LAB ID No. : S12 Sample Date : 4/17/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permeability Exhibit B-27

394 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (1) B-306, B-312, B-318 Date of Report: 5/1/2014 Description: Light brown slightly silty fine SAND. (SP-SM) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 139 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 97.0 pcf Moisture Content 11.4 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E (Run 1-9) Average 2.2 E-03 Exhibit B-28

395 BV-4B Sand Sample (Area 1) B-306, B-312, B-318 Constant Head Permeability Test Project Number HB E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E Hydraulic Gradient Exhibit B-29

396 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (2) B-305, B-311, B-317 Date of Report: 5/5/2014 Description: Light brown slightly silty fine SAND. (SP-SM) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 139 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: pcf Moisture Content 13.5 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E E E E E-03 (Run 1-3) Average 2.4 E-03 Exhibit B-30

397 BV-4B Sand Sample (Area 2) B-305, B-311, B-317 Constant Head Permeability Test Project Number HB E E E-03 Hydraulic Velocity (cm/sec) 6.0 E E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E E Hydraulic Gradient Exhibit B-31

398 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (3) B-304, B-310, B-315 Date of Report: 5/5/2014 Description: Light brown fine SAND with traces of silt. (SP) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 126 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 97.2 pcf Moisture Content 13.5 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E-03 (Run 1-8) Average 2.4 E-03 Exhibit B-32

399 BV-4B Sand Sample (Area 3) B-304, B-310, B-315 Constant Head Permeability Test Project Number HB E E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E Hydraulic Gradient Exhibit B-33

400 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (4) B-303, B-309, B-315 Date of Report: 5/8/2014 Description: Light brown slightly silty fine SAND. (SP-SM) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 145 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 97.6 pcf Moisture Content 13.4 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E-03 (Run 1-6) Average 3.5 E-03 Exhibit B-34

401 BV-4B Sand Sample # (Area 4) B-303, B-309, B-315 Constant Head Permeability Test Project Number HB E E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 0.0 E Hydraulic Gradient Exhibit B-35

402 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (5) B-302, B-308, B-314 Date of Report: 5/13/2014 Description: Light brown fine SAND with traces of silt. (SP) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 105 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 99.1 pcf Moisture Content 12.2 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E E E E E-03 (Run 1-4) Average 4.4 E-03 Exhibit B-36

403 BV-4B Sand Sample # (Area 5) B-302, B-308, B-314 Constant Head Permeability Test Project Number HB E E-02 Hydraulic Velocity (cm/sec) 8.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 2.0 E E Hydraulic Gradient Exhibit B-37

404 CONSTANT HEAD PERMEAMETER DATA SHEET Project Name: BV-4B Project Number: HB Sample Number: (6) HB-301, HB-307, HB-313 Date of Report: 5/14/2014 Description: Light brown fine SAND with traces of silt. (SP) UNIT WEIGHT DETERMINATION MOISTURE CONTENT DETERMINATION Sample Diameter: 7.60 cm Tare Number: 146 Sample Area: sq cm Weight Wet + Tare grams Sample Length: cm Weight Dry + Tare grams Sample Volume: cc Weight Water grams Sample Weight: grams Weight Tare grams Wet Unit Weight: pcf Weight Dry Soil grams Dry Unit Weight: 98.0 pcf Moisture Content 14.1 % Void Ratio: Distance Between Manometers: 7.62 cm Elapsed TEMP RUN H1 H2 h h/l Q Time Q/At TEMP CORRECT k (cm) (cm) (cm) (cc) (sec) (cm/sec) (Deg C) (cm/sec) E E E E E E E E E E E E E E-03 (Run 1-2) Average 3.3 E-03 Exhibit B-38

405 BV-4B Sand Sample # (Area 6) HB-301, HB-307, HB-313 Constant Head Permeability Test Project Number HB E E-03 Hydraulic Velocity (cm/sec) 4.0 E E E-03 NOTE: Permeability is Hydraulic Velocity divided by Hydraulic Gradient 1.0 E E Hydraulic Gradient Exhibit B-39

406 HYDRAULIC CONDUCTIVITY TEST RESULTS (ASTM D Method A) PROJECT NAME: BV-4B SAMPLE ID: B-203 (35-37 feet) Average Hydraulic Conductivity for Last Four Tests = 9.75E-08 cm/sec 1.40E E E-07 Hydraulic Conductivity (cm/s) 8.00E E E E E Test No. Test Results Cumulative Mean 75% of Cumulative Mean 125% of Cumulative Mean Exhibit B-40

407 HYDRAULIC CONDUCTIVITY TEST RESULTS (ASTM D Method C) PROJECT NAME: BV-4B SAMPLE ID: B-204 (40-42 feet) Average Hydraulic Conductivity for Last Four Tests = 3.93E-08 cm/sec 6.00E E E-08 Hydraulic Conductivity (cm/s) 3.00E E E E Test No. Test Results Cumulative Mean 75% of Cumulative Mean 125% of Cumulative Mean Exhibit B-41

408

409

410

411

412

413

414 CONSOLIDATION TEST REPORT Void Ratio Applied Pressure (tsf) C V (in²/day) Applied Pressure (tsf) Boring Sample Depth (feet) Material Description USCS B to 37 Dark gray to green clay with traces of sand and shell fragments CL LL PI SG (Assume) Dry Density (pcf) Moisture Content (%) Void Ratio P C -200 C C C R Initial Final Initial Final Initial Final (ksf) (%) Project BV-4B DMMA Brevard County, Florida Project Number HB Client Taylor Engineering Exhibit B-48

415 CONSOLIDATION TEST REPORT Void Ratio Applied Pressure (tsf) C V (in²/day) Applied Pressure (tsf) Boring Sample Depth (feet) Material Description USCS B to 42 Dark gray to green clay with traces of sand and shell fragments CL/CH LL PI SG (Assume) Dry Density (pcf) Moisture Content (%) Void Ratio P C -200 C C C R Initial Final Initial Final Initial Final (ksf) (%) Project BV-4B DMMA Brevard County, Florida Project Number HB Client Taylor Engineering Exhibit B-49

416 APPENDIX C DREDGED MATERIAL LABORATORY RESULTS

417 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V1 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Brown, Gray slightly silty fine SAND with shell fragments SP-SM Exhibit C-1

418 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V2 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dk brn silty medium to fine SAND with shell fragments, trace organics SM Exhibit C-2

419 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V3 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray medium to fine SAND with shell fragsments SP Exhibit C-3

420 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V4 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray medium to fine SAND with shell fragments SP Exhibit C-4

421 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V5 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gray medium to fine SAND with shell fragments, traces of silt, organics SP Exhibit C-5

422 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V6 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light brown slightly silty fine SAND with shell fragments, organics SP-SM Exhibit C-6

423 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V7 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dk gray slightly silty med. to fine SAND with shell fragments, organics SP-SM Exhibit C-7

424 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V8 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Gry slighlty silty med. to fine SAND with shell fragments, organic seams SP-SM Exhibit C-8

425 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V9 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dark gray silty organic medium to fine SAND with shell fragments SM Exhibit C-9

426 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V10 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Dk gray slighly silty organic medium to fine SAND with shell fragments SP-SM Exhibit C-10

427 Particle Size Analysis of Soil U.S. STANDARD SIEVE NUMBERS PERCENT FINES BY WEIGHT SIEVE NUMBERS & SIZES LAB ID No. : V GRAIN SIZE (millimeters) Project Name : BV-4B DMMA Project No. : HB Sample Location : ICWW LAB ID No. : V11 Sample Date : 4/22/14 Soil Description Soil Class D60 D30 D10 C u C c K (cm/sec) Permability Light gray clayey SAND, mostly shell SC Exhibit C-11

428 Influent Parameters: Chloride Content: 88.8 ppm ph: 8.6 Sample ID V1 Sample ID V2 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 7.0 PBEL Results: ph = 7.1 TCLP = 240 mg/l TCLP = 310 mg/l Total Chl = 4290 mg/kg Total Chl = 6470 mg/kg Sample ID V5 Sample ID V6 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp 4080 PBEL Results: ph = 6.6 PBEL Results: ph = 6.5 TCLP = 280 mg/l TCLP = 170 mg/l Total Chl = 5220 mg/kg Total Chl = 4110 mg/kg Sample ID V9 Sample ID V10 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 6.5 PBEL Results: ph = 6.6 TCLP = 360 mg/l TCLP = 450 mg/l Total Chl = 9160 mg/kg Total Chl = 9880 mg/kg Exhibit C-12

429 Influent Parameters: Chloride Content: 88.8 ppm ph: 8.6 Sample ID V3 Sample ID V4 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 6.5 PBEL Results: ph = 6.4 TCLP = 220 mg/l TCLP = 240 mg/l Total Chl = 4620 mg/kg Total Chl = 4610 mg/kg Sample ID V7 Sample ID V8 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Sum/Avg Comp Comp PBEL Results: ph = 6.4 PBEL Results: ph = 7.0 TCLP = 250 mg/l TCLP = 200 mg/l Total Chl = 5560 mg/kg Total Chl = 5380 mg/kg Sample ID V11 Elapsed (min) Disp (in) Vol (in³) Sample # Chloride (ppm) ph Sum/Avg Comp PBEL Results: ph = 6.5 TCLP = 300 mg/l Total Chl = 6420 mg/kg Exhibit C-13

430 Chloride Concentration of Sample Extract (ppm) V1 V2 V3 V4 V5 V6 V7 V8 V9 V10 V Water Passed Through Soil Sample (inches)

431 Chloride Concentration of Sample Extract (ppm) V1 V2 V3 V4 V5 V6 V7 V8 V9 V10 V Elapsed Time Since Introduction of Water (min)

432 V1 V2 ph of Sample Extract Typical Rainwater ph = 5.6 V3 V4 V5 V6 V7 V8 V9 3 V10 V11 2 Rainwater Water Passed Through Soil Sample (inches)

433 Chloride Concentration of Sample Extract (ppm) Typical Rainwater ph = 5.6 V1 V2 V3 V4 V5 V6 V7 V8 V9 V10 V11 Rainwater Elapsed Time Since Introduction of Water (min)

434 APPENDIX D CROSS SECTIONS

435 WEST EAST 12' PROPOSED GRADE EXISTING GROUND 3 1 MODIFIED DITCH SECTION Φ = 32 EMBANKMENT 1 γ = 120 pcf SAND Φ = 30 γ = 115 pcf ELEVATION IN FEET (NAVD) Shelly SAND CLAY Φ = 32 γ = 120 pcf Cc = 0.52 γ = 80 pcf c = 500 psf Shelly SAND Φ = 32 γ = 120 pcf CLAY Cc = 0.52 γ = 80 pcf c = 500 psf Shelly SAND Φ = 32 γ = 120 pcf CLAY Cc = 0.52 γ = 80 pcf c = 500 psf Shelly SAND Φ = 32 γ = 120 pcf NOTES: (1) Proposed dike section: Figure 2-2 by Taylor Engineering, Inc. dated June 1992 (2) Existing ground: Topographic Survey Sheet S1 by SEA Diversified dated October 14, 2014 (3) Modified ditch section: proposed "site control" feature; Dunkelberger Preliminary Geotechnical Engineering Report (Phases I/II) dated December 8, 2014 (4) Unit weights are saturated JJ JJ DSD SEE SCALE BAR CROSS SECTION - EAST BV-4B PHASE III BREVARD COUNTY, FLORIDA HB D-1

436 NORTH SOUTH 12' PROPOSED GRADE MODIFIED DITCH SECTION 3 1 EMBANKMENT Φ = 32 γ = 120 pcf EXISTING GROUND 3 1 SAND Φ = 30 γ = 115 pcf 1 3 ELEVATION IN FEET (NAVD) Shelly SAND CLAY Φ = 32 γ = 120 pcf Cc = 0.78 γ = 90 pcf c = 500 psf Shelly SAND Φ = 32 γ = 120 pcf CLAY Cc = 0.52 γ = 80 pcf c = 500 psf Shelly SAND Φ = 32 γ = 120 pcf NOTES: (1) Proposed dike section: Figure 2-2 by Taylor Engineering, Inc. dated June 1992 (2) Existing ground: Topographic Survey Sheet S1 by SEA Diversified dated October 14, 2014 (3) Modified ditch section: proposed "site control" feature; Dunkelberger Preliminary Geotechnical Engineering Report (Phases I/II) dated December 8, 2014 (4) Unit weights are saturated JJ JJ DSD SEE SCALE BAR CROSS SECTION - MIDDLE BV-4B PHASE III BREVARD COUNTY, FLORIDA HB D-2

437 WEST EAST EXISTING GROUND 12' PROPOSED GRADE 12' EMBANKMENT Φ = 32 γ = 120 pcf SAND Φ = 30 γ = 115 pcf 1 3 ELEVATION IN FEET (NAVD) Shelly SAND CLAY Φ = 32 γ = 120 pcf Cc = 0.52 γ = 85 pcf c = 500 psf Shelly SAND Φ = 32 γ = 120 pcf CLAY Cc = 0.52 γ = 85 pcf c = 500 psf Shelly SAND Φ = 32 γ = 120 pcf NOTES: (1) Proposed dike section: Figure 2-2 by Taylor Engineering, Inc. dated June 1992 (2) Existing ground: Topographic Survey Sheet S1 by SEA Diversified dated October 14, 2014 (3) Modified ditch section: proposed "site control" feature; Dunkelberger Preliminary Geotechnical Engineering Report (Phases I/II) dated December 8, 2014 (4) Unit weights are saturated JJ JJ DSD SEE SCALE BAR CROSS SECTION - WEST BV-4B PHASE III BREVARD COUNTY, FLORIDA HB D-3

438 APPENDIX E SLOPE STABILITY ANALYSIS RESULTS

439 DIKE STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-1

440 DIKE STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-2

441 DIKE STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-3

442 DIKE STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-4

443 DIKE STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-5

444 DIKE STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-6

445 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-7

446 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-8

447 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-9

448 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-10

449 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - RAPID DRAWDOWN BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-11

450 DITCH STABILITY ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - RAPID DRAWDOWN BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-12

451 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-13

452 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-14

453 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-15

454 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-16

455 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - RAPID DRAWDOWN BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-17

456 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - RAPID DRAWDOWN BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-18

457 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-19

458 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-20

459 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-21

460 DITCH STABILITY ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB E-22

461 APPENDIX F SEEPAGE ANALYSIS RESULTS

462 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-1

463 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS EAST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-2

464 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-3

465 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS MIDDLE SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-4

466 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - END OF CONSTRUCTION BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-5

467 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - CUT SLOPE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-6

468 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - STEADY STATE SEEPAGE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-7

469 SEEPAGE ELEVATION IN FEET (NAVD) ELEVATION IN FEET (NAVD) BL BL DSD AS SHOWN SEEPAGE AND STABILITY ANALYSIS WEST SECTION - CUT SLOPE BV-4B BREVARD COUNTY, FLORIDA 3/18/15 HB F-8