REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING SERVICES

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING SERVICES Addendum No.1 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G November 18, 2016 PREPARED FOR: 204 Grayson Road Virginia Beach, VA 23462 Phone: (757)-518-1703 www.getsolutionsinc.com

November 18, 2016 TO: Pennoni Associates, Inc. 349 Southport Circle Suite 100 Virginia Beach, Virginia 23462 Attn: Mr. Scott Chewning, PE, LEED AP RE: Addendum No.1 Report of Subsurface Exploration and Geotechnical Engineering Services 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G Dear Mr. Chewning: The following is Addendum No. 1 to our report of subsurface exploration and geotechnical engineering services (G E T Project No. VB16-342G) submitted January 6, 2016 for the above referenced project. The purpose of this addendum is to provide additional information regarding infiltration testing for the previously drilled project site at 5th Bay Ocean View in the City of Norfolk, Virginia. Often, because of design and construction details that occur on a project, questions arise concerning subsurface conditions. G E T Solutions, Inc. would be pleased to continue its role as Geotechnical Engineer during the project implementation. Respectfully Submitted, G E T Solutions, Inc. Edward Setnicky. Project Geologist Bruce R. Spiro, P.E. Principal Engineer VA Lic. # 015791 Copies: (1) Client 204 Grayson Road Virginia Beach, VA 23462 Phone: (757)-518-1703 Fax: (757)-518-1704 info@getsolutionsinc.com

Addendum No.1 November 18, 2016 Report of Subsurface Exploration and Geotechnical Engineering Services 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G Project and Site Description The project site is located on 5 th Bay Street in the Ocean View section of the City of Norfolk, Virginia and is only slightly developed with 4 residences throughout the specified area. Elevations for the site area range from 4 to 9 MSL based on provided topographic plans. The proposed construction at this site will consist of building several single-family structures. Project specifications are unknown at this time but the structures are expected to be of CMU and structural steel construction. The maximum wall and column loads are not expected to exceed 1-1.5 klf and 50 kips, respectively. The finish grades are expected to coincide with current grades, thus cuts and fills are not expected to exceed 1 to 2 feet. New roadways, BMP facilities, and associated infrastructure will be constructed as well. If any of the noted information is incorrect or has changed, please inform G E T Solutions, Inc. so that we may amend the recommendations presented in this report, if appropriate. Purpose and Scope of Services The purpose of this study was to obtain information on the general subsurface conditions at the proposed project site. The subsurface conditions encountered were then evaluated with respect to the available project characteristics. In this regard, engineering assessments for the following items were formulated: 1. Determine pertinent information regarding groundwater and subsurface permeability conditions. (Installation of temporary groundwater monitoring well and infiltration testing). The scope of services did not include an environmental assessment for determining the presence or absence of wetlands or hazardous or toxic material in the soil, bedrock, surface water, groundwater or air, on or below or around this site. FIELD AND LABORATORY PROCEDURES Field Exploration In order to explore the general subsurface soil types and to aid in developing associated construction design parameters, the following field exploration program was performed at the site: A temporary groundwater monitoring well was installed at the INF-4 boring location for a groundwater level reading. Eleven (11) infiltration tests were performed at locations specified by the client. 1

Addendum No.1 November 18, 2016 Report of Subsurface Exploration and Geotechnical Engineering Services 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G One (1) monitoring well was installed to facilitate groundwater sampling. The monitoring well is constructed of 2-inch I.D., Schedule 40 PVC materials. Sections of 0.010-inch slotted screen were placed in the boreholes with casing threaded to the top. The top of the screen was positioned above the water level. An appropriately graded sand/gravel pack was placed around the screen and extended one to two feet above the top of the screen. A 1- to 2- foot bentonite seal was then placed above the sand/gravel pack and hydrated with potable water. The remainder of the borehole annular space was pumped full of a neat cement grout. The well was then fitted with a PVC slip cap. Eleven (11) infiltration tests were performed at locations specified by the client. A handauger was performed to a depth of 1 foot above the measured groundwater level. Infiltration testing was then conducted within the vadose zone utilizing a Precision Permeameter. The infiltration locations were established by the client and staked in the field by a representative of G E T Solutions, Inc. The approximate locations are shown on the attached Boring Location Plan (Appendix I) Laboratory Testing Representative portions of all soil samples collected during drilling were sealed in glass jars, labeled and transferred to our laboratory for classification and analysis. The soil classification was performed by a Project Geologist in accordance with ASTM D2488. A summary of the soil classification system is provided in Appendix II. Eleven (11) representative soil samples were selected and subjected to natural moisture and #200 sieve wash in order to corroborate the visual classification. These test results are presented on the Summary of Laboratory Results sheet (Appendix III). SITE AND SUBSURFACE CONDITIONS Site Geology The project site lies within a major physiographic province called the Atlantic Coastal Plain. Numerous transgressions and regressions of the Atlantic Ocean have deposited marine, lagoonal, and fluvial (stream lain) sediments. The regional geology is very complex, and generally consists of interbedded layers of varying mixtures of sands, silts and clays. Based on our review of existing geologic and soil boring data, the geologic stratigraphy encountered in our subsurface explorations generally consisted of marine deposited sands and clays. 2

Addendum No.1 November 18, 2016 Report of Subsurface Exploration and Geotechnical Engineering Services 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G Groundwater Information The groundwater level was recorded at the infiltration locations as observed through the relative wetness of the recovered soil samples during the testing operations. The initial groundwater table was generally determined to occur at an approximate depth of 2.5 to 3 feet below current grades at the infiltration locations at the time of our site reconnaissance. The boreholes were backfilled upon completion for safety considerations. As such, the reported groundwater level may not be indicative of the static groundwater level. In addition, groundwater readings were taken at the temporary groundwater monitoring well installed as well as an older well location from prior work. At the time of this reporting the groundwater wells remained in place for future monitoring. The groundwater information associated with the wells is displayed below in Table I and Appendix IV. Table I Groundwater Monitoring Well Readings Boring No. Initial Groundwater Reading (ft)* 24-hour Groundwater Reading (ft)* INF-4 3.0 2.5 **B-2 2.5 - * Depth below existing site grades **Existing well from prior project work. Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as man-made influences, such as existing swales, drainage ponds, underdrains and areas of covered soil (paved parking lots, side walks, etc.). In the project s area, seasonal groundwater fluctuations of 2 feet are common; however, greater fluctuations have been documented. We recommend that the contractor determine the actual groundwater table levels at the time of the construction to determine groundwater impact on the construction procedures, if necessary. EVALUATION AND RECOMMENDATIONS Our recommendations are based on the previously discussed project information, our interpretation of the soil test borings, our laboratory testing and our observations during our site reconnaissance. If the proposed construction should vary from what was described, we request the opportunity to review our recommendations and make any necessary changes. 3

Addendum No.1 November 18, 2016 Report of Subsurface Exploration and Geotechnical Engineering Services 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G Soil Permeability Eleven (11) infiltration tests were performed within specified locations and within vicinity of the temporary monitoring well location. A hand-auger was performed adjacent to the well or in specified locations to a depth of 1 foot above the estimated groundwater level or measured 24-hour groundwater level. The boreholes were prepared utilizing an auger to remove soil clippings from the base. Infiltration testing was then conducted within the vadose zone utilizing a Precision Permeameter and the following testing procedures. A support stand was assembled and placed adjacent to the borehole. This stand holds a calibrated reservoir (130 ml) and a cable used to raise and lower the water control unit (WCU). The WCU establishes a constant water head within the borehole during testing by use of a precision valve and float assembly. The WCU was attached to the flow reservoir with a 2-meter (6.6 foot) braided PVC hose and then lowered by cable into the borehole to the test depth elevation. As required by the Glover solution, the WCU was suspended above the bottom of the borehole at an elevation of approximately 5 times the borehole diameter. The shut-off valve was then opened allowing water to pass through the WCU to fill the borehole to the constant water level elevation. The absorption rate slowed as the soil voids became filled and an equilibrium developed as a wetting bulb developed around the borehole. Water was continuously added until the flow rate stabilized. The reservoir was then re-filled in order to begin testing. During testing, as the water drained into the borehole and surrounding soils, the water level within the calibrated reservoir was recorded as well as the elapsed time during each interval. The test was continued until relatively consistent flow rates were documented. During testing the quick release connections and shutoff valve were monitored to ensure that no leakage occurred. The flow rate (Q), height of the constant water level (H), and borehole diameter (D) were used to calculate Ks utilizing the Glover Solution. Based on the field testing and corroborated with laboratory testing results (published values compared to classification results), the hydraulic conductivity of the soils is listed on the following page in Table II and is presented on the Hydraulic Conductivity Worksheets (Appendix IV), included with this report. 4

Addendum No.1 November 18, 2016 Report of Subsurface Exploration and Geotechnical Engineering Services 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G Table II - Infiltration Test Results Boring ID Boring depth (ft)* Water depth (ft)* Ksat Value (cm/sec) Ksat Class USCS Classification INF-1 1.5 2.5 1.57 x 10^-2 Very High SP INF-2 2.0 3.0 7.65 x 10^-3 High SP INF-3 2.0 3.0 2.12 x 10^-3 High SP INF-4 1.5 2.5 4.93 x 10^-3 High SP INF-5 1.5 2.5 1.32 x 10^-2 Very High SP INF-6 1.5 2.5 8.48 x 10^-2 Very High SP INF-7 1.5 2.5 1.32 x 10^-2 Very High SP INF-8 1.5 2.5 7.85 x 10^-3 High SP INF-9 1.5 2.5 1.36 x 10^-2 Very High SP INF-10 1.5 2.5 9.66 x 10^-3 High SP INF-11 1.5 2.5 1.12 x 10^-3 High SP *Depth below existing site grades The infiltration test results provided in this report are the result of infiltration testing at the locations and elevations indicated in Table II. Varying site conditions, including soil composition, soil density, stratum depth, and stratum thickness should be expected throughout the site. As such, the infiltration test results indicated in Table II should not be assumed for all locations and depths across the project site. 5

Addendum No.1 November 18, 2016 Report of Subsurface Exploration and Geotechnical Engineering Services 5 th Bay Ocean View Norfolk, Virginia G E T Project No: VB15-342G REPORT LIMITATIONS The recommendations submitted are based on the available soil information obtained by G E T Solutions, Inc. and the information supplied by the client, and their consultants for the proposed project. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, G E T Solutions, Inc. should be notified immediately to determine if changes in the foundation recommendations are required. If G E T Solutions, Inc. is not retained to perform these functions, G E T Solutions, Inc. can not be responsible for the impact of those conditions on the geotechnical recommendations for the project. The Geotechnical Engineer warrants that the findings, recommendations, specifications or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. This report has been prepared for the exclusive use of the client and their designated agents for the specific application to the 5 th Bay Ocean View project in Norfolk, Virginia. 6

APPENDICES I. BORING LOCATION PLAN II. III. IV. SOIL CLASSIFICATION SYSTEM LABORATORY TEST RESULTS HYDRAULIC CONDUCTIVITY WORKSHEETS

APPENDIX I BORING LOCATION PLAN

5 th Bay Street Boring Location Plan PROJECT: 5 th Bay Ocean View Addendum No.1 PROJECT LOCATION: Norfolk, Virginia PROJECT NO: VB15-342G CLIENT: Pennoni Associates DATE: 11/4/2016 PLOT BY: E.Setnicky

5 th Bay Street Boring Location Plan PROJECT: 5 th Bay Ocean View Addendum No.1 PROJECT LOCATION: Norfolk, Virginia PROJECT NO: VB15-342G CLIENT: Pennoni Associates DATE: 11/4/2016 PLOT BY: E.Setnicky

APPENDIX II SOIL CLASSIFICATION SYSTEM

Virginia Beach Williamsburg 204 Grayson Road 1592 Penniman Rd. Suite E Virginia Beach, VA 23462 Williamsburg, Virginia 23185 (757) 518-1703 (757) 564-6452 Elizabeth City 504 East Elizabeth St. Suite 2 Elizabeth City, NC 27909 (252) 335-9765 Relative Density Consistency Very Loose 4 blows/ft. or less Very Soft 2 blows/ft. or less Loose 5 to 10 blows/ft. Soft 3 to 4 blows/ft. Medium Dense 11 to 30 blows/ft. Medium Stiff 5 to 8 blows/ft. Dense 31 to 50 blows/ft. Stiff 9 to 15 blows/ft. Very Dense 51 blows/ft. or more Very Stiff 16 to 30 blows/ft. Hard 31 blows/ft. or more Particle Size Identification Boulders 8 inch diameter or more Cobbles 3 to 8 inch diameter Gravel Coarse 1 to 3 inch diameter Medium 1 / 2 to 1 inch diameter Fine 1 / 4 to 1 / 2 inch diameter Sand Coarse 2.00 mm to 1 / 4 inch (diameter of pencil lead) Silt GW - Well-graded Gravel Medium Fine Coarse Grained Soils GP - Poorly graded Gravel GW-GM - Well-graded Gravel w/silt 0.42 to 2.00 mm (diameter of broom straw) 0.074 to 0.42 mm (diameter of human hair) 0.002 to 0.074 mm (cannot see particles) CL - Lean Clay CL-ML - Silty Clay ML - Silt GW-GC - Well-graded Gravel w/clay OL - Organic Clay/Silt GP-GM - Poorly graded Gravel w/silt Liquid Limit 50% or greater Less than 5 percent GW, GP, SW,SP GP-GC - Poorly graded Gravel w/clay CH - Fat Clay More than 12 percent GM, GC, SM, SC GM - Silty Gravel MH - Elastic Silt 5 to 12 percent GC - Clayey Gravel OH - Organic Clay/Silt GC-GM - Silty, Clayey Gravel SW - Well-graded Sand SP - Poorly graded Sand SW-SM - Well-graded Sand w/silt SW-SC - Well-graded Sand w/clay SP-SM - Poorly graded Sand w/silt SP-SC - Poorly graded Sand w/clay SM - Silty Sand SC - Clayey Sand SC-SM - Silty, Clayey Sand CLASSIFICATION SYSTEM FOR SOIL EXPLORATION NON COHESIVE SOILS (SILT, SAND, GRAVEL and Combinations) Standard Penetration Test (SPT), N-value Standard Penetration Tests (SPT) were performed in the field in general accordance with ASTM D 1586. The soil samples were obtained with a standard 1.4 I.D., 2 O.D., 30 long split-spoon sampler. The sampler was driven with blows of a 140 lb. hammer falling 30 inches. The number of blows required to drive the sampler each 6-inch increment (4 increments for each soil sample) of penetration was recorded and is shown on the boring logs. The sum of the second and third penetration increments is termed the SPT N-value. CLASSIFICATION SYMBOLS (ASTM D 2487 and D 2488) More than 50% retained on No. 200 sieve Fine-Grained Soils 50% or more passes the No. 200 sieve Highly Organic Soils PT - Peat COHESIVE SOILS (CLAY, SILT and Combinations) Relative Proportions Descriptive Term Percent Trace 0-5 Few 5-10 Little 15-25 Some 30-45 Mostly 50-100 Strata Changes In the column Description on the boring log, the horizontal lines represent approximate strata changes. Groundwater Readings Groundwater conditions will vary with environmental variations and seasonal conditions, such as the frequency and magnitude of rainfall patterns, as well as tidal influences and man-made influences, such as existing swales, drainage ponds, underdrains and areas of covered soil (paved parking lots, side walks, etc.). Depending on percentage of fines (fraction smaller than No. 200 sieve size), coarse-grained soils are classified as follows: Borderline cases requiring dual symbols Plasticity Chart Page 1 of 1 GET Revision 9/25/2008

APPENDIX III LABORATORY TEST DATA

GET Solutions, Inc. SUMMARY OF LABORATORY RESULTS PAGE 1 OF 1 CLIENT Pennoni Associates PROJECT NUMBER VB15-342G PROJECT NAME 5th Bay Ocean View PROJECT LOCATION Norfolk, Virginia Borehole Depth Liquid Limit Plastic Limit Plasticity Index Maximum Size (mm) %<#200 Sieve Classification Water Content (%) Dry Density (pcf) Saturation (%) Void Ratio (1) GET - LABORATORY TEST SUMMARY - GET_STANDARD_DATATEMPLATE(1).GDT - 11/18/16 08:45 - G:\GINT\PROJECTS\VB15\VB15-342G 5TH BAY OCEAN VIEW.GPJ INF-1 1.5 - - - 4.75 1 SP 2.4 INF-2 1.5 2.0 - - - 4.75 3 SP 22.2 INF-3 2.0 - - - 4.75 0 SP 8.0 INF-4 1.5 - - - 4.75 1 SP 7.1 INF-5 1.5 - - - 4.75 1 SP 5.9 INF-6 1.5 - - - 4.75 1 SP 15.8 INF-7 1.5 - - - 4.75 1 SP 12.9 INF-8 1.5 - - - 4.75 0 SP 5.3 INF-9 1.5 - - - 4.75 1 SP 19.4 INF-10 1.5 - - - 4.75 1 SP 22.8 INF-11 1.5 - - - 4.75 0 SP 18.3

APPENDIX IV HYDRAULIC CONDUCTIVITY WORKSHEETS

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-1 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/9/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 1:15:00 PM 3,000 200 1:15:04 PM 0:00:04 0.07 3,000.00 1.178 1.96E-02 1,696.596 27.831 55.663 2,800 200 1:15:09 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,600 200 1:15:13 PM 0:00:04 0.07 3,000.00 1.178 1.96E-02 1,696.596 27.831 55.663 2,400 200 1:15:18 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,200 200 1:15:22 PM 0:00:04 0.07 3,000.00 1.178 1.96E-02 1,696.596 27.831 55.663 2,000 200 1:15:27 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,800 200 1:15:32 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,600 200 1:15:36 PM 0:00:04 0.07 3,000.00 1.178 1.96E-02 1,696.596 27.831 55.663 1,400 200 1:15:41 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,200 200 1:15:46 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,000 200 1:15:51 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 800 200 1:15:56 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 600 200 1:16:01 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 400 200 1:16:06 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 200 200 1:16:11 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 0 200 1:16:16 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.943 1.57E-02 1,357.277 22.265 44.530 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 12:50:00 PM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-2 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/9/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 12:15:00 PM 3,000 200 12:15:10 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,800 200 12:15:19 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 2,600 200 12:15:29 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,400 200 12:15:39 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,200 200 12:15:49 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,000 200 12:15:59 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,800 200 12:16:10 PM 0:00:11 0.18 1,090.91 0.428 7.14E-03 616.944 10.120 20.241 1,600 200 12:16:20 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,400 200 12:16:30 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,200 200 12:16:40 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,000 200 12:16:51 PM 0:00:11 0.18 1,090.91 0.428 7.14E-03 616.944 10.120 20.241 800 200 12:17:01 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 600 200 12:17:11 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 400 200 12:17:21 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 200 200 12:17:32 PM 0:00:11 0.18 1,090.91 0.428 7.14E-03 616.944 10.120 20.241 0 200 12:17:42 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.459 7.65E-03 661.012 10.843 21.687 USDA Txt./USCS Class: SP Water Table Depth...: 3.0 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 11:45:00 AM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-3 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/9/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 11:00:00 AM 3,000 200 11:00:04 AM 0:00:04 0.07 3,000.00 1.178 1.96E-02 1,696.596 27.831 55.663 2,800 200 11:00:10 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 2,600 200 11:00:16 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 2,400 200 11:00:49 AM 0:00:33 0.55 363.64 0.143 2.38E-03 205.648 3.373 6.747 2,200 200 11:01:27 AM 0:00:38 0.63 315.79 0.124 2.07E-03 178.589 2.930 5.859 2,000 200 11:02:02 AM 0:00:35 0.58 342.86 0.135 2.24E-03 193.897 3.181 6.361 1,800 200 11:02:38 AM 0:00:36 0.60 333.33 0.131 2.18E-03 188.511 3.092 6.185 1,600 200 11:03:13 AM 0:00:35 0.58 342.86 0.135 2.24E-03 193.897 3.181 6.361 1,400 200 11:03:51 AM 0:00:38 0.63 315.79 0.124 2.07E-03 178.589 2.930 5.859 1,200 200 11:04:27 AM 0:00:36 0.60 333.33 0.131 2.18E-03 188.511 3.092 6.185 1,000 200 11:05:03 AM 0:00:36 0.60 333.33 0.131 2.18E-03 188.511 3.092 6.185 800 200 11:05:40 AM 0:00:37 0.62 324.32 0.127 2.12E-03 183.416 3.009 6.018 600 200 11:06:17 AM 0:00:37 0.62 324.32 0.127 2.12E-03 183.416 3.009 6.018 400 200 11:06:55 AM 0:00:38 0.63 315.79 0.124 2.07E-03 178.589 2.930 5.859 200 200 11:07:32 AM 0:00:37 0.62 324.32 0.127 2.12E-03 183.416 3.009 6.018 0 200 11:08:10 AM 0:00:38 0.63 315.79 0.124 2.07E-03 178.589 2.930 5.859 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.127 2.12E-03 183.492 3.010 6.020 USDA Txt./USCS Class: SP Water Table Depth...: 3.0 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 11:00:00 AM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-4 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/9/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 12:25:00 PM 3,000 200 12:25:10 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,800 200 12:25:22 PM 0:00:12 0.20 1,000.00 0.393 6.55E-03 565.532 9.277 18.554 2,600 200 12:25:35 PM 0:00:13 0.22 923.08 0.363 6.04E-03 522.030 8.563 17.127 2,400 200 12:25:49 PM 0:00:14 0.23 857.14 0.337 5.61E-03 484.742 7.952 15.904 2,200 200 12:26:03 PM 0:00:14 0.23 857.14 0.337 5.61E-03 484.742 7.952 15.904 2,000 200 12:26:17 PM 0:00:14 0.23 857.14 0.337 5.61E-03 484.742 7.952 15.904 1,800 200 12:26:32 PM 0:00:15 0.25 800.00 0.314 5.24E-03 452.426 7.422 14.843 1,600 200 12:26:47 PM 0:00:15 0.25 800.00 0.314 5.24E-03 452.426 7.422 14.843 1,400 200 12:27:02 PM 0:00:15 0.25 800.00 0.314 5.24E-03 452.426 7.422 14.843 1,200 200 12:27:18 PM 0:00:16 0.27 750.00 0.295 4.91E-03 424.149 6.958 13.916 1,000 200 12:27:34 PM 0:00:16 0.27 750.00 0.295 4.91E-03 424.149 6.958 13.916 800 200 12:27:51 PM 0:00:17 0.28 705.88 0.277 4.62E-03 399.199 6.549 13.097 600 200 12:28:08 PM 0:00:17 0.28 705.88 0.277 4.62E-03 399.199 6.549 13.097 400 200 12:28:22 PM 0:00:14 0.23 857.14 0.337 5.61E-03 484.742 7.952 15.904 200 200 12:28:38 PM 0:00:16 0.27 750.00 0.295 4.91E-03 424.149 6.958 13.916 0 200 12:28:54 PM 0:00:16 0.27 750.00 0.295 4.91E-03 424.149 6.958 13.916 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.296 4.93E-03 425.677 6.983 13.966 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 11:50:00 AM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-5 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/9/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 10:15:00 AM 3,000 200 10:15:05 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,800 200 10:15:10 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,600 200 10:15:15 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,400 200 10:15:20 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,200 200 10:15:26 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 2,000 200 10:15:31 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,800 200 10:15:36 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,600 200 10:15:42 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 1,400 200 10:15:47 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,200 200 10:15:53 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 1,000 200 10:15:59 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 800 200 10:16:05 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 600 200 10:16:11 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 400 200 10:16:16 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 200 200 10:16:23 AM 0:00:07 0.12 1,714.29 0.673 1.12E-02 969.484 15.904 31.807 0 200 10:16:29 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.792 1.32E-02 1,140.297 18.706 37.411 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 3:30:00 PM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-6 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/9/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 3:15:00 PM 3,000 200 3:15:05 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,800 200 3:15:10 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,600 200 3:15:16 PM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 2,400 200 3:15:25 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 2,200 200 3:15:33 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 2,000 200 3:15:42 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 1,800 200 3:15:51 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 1,600 200 3:16:00 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 1,400 200 3:16:09 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 1,200 200 3:16:18 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 1,000 200 3:16:28 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 800 200 3:16:37 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 600 200 3:16:46 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 400 200 3:16:55 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 200 200 3:17:04 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 0 200 3:17:14 PM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.509 8.48E-03 732.499 12.016 24.032 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 2:50:00 PM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-7 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/10/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 10:15:00 AM 3,000 200 10:15:05 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,800 200 10:15:10 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,600 200 10:15:15 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,400 200 10:15:20 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,200 200 10:15:26 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 2,000 200 10:15:31 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,800 200 10:15:36 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,600 200 10:15:42 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 1,400 200 10:15:47 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,200 200 10:15:53 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 1,000 200 10:15:59 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 800 200 10:16:05 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 600 200 10:16:11 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 400 200 10:16:16 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 200 200 10:16:23 AM 0:00:07 0.12 1,714.29 0.673 1.12E-02 969.484 15.904 31.807 0 200 10:16:29 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.792 1.32E-02 1,140.297 18.706 37.411 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 9:40:00 AM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-8 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/10/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 11:25:00 AM 3,000 200 11:25:09 AM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 2,800 200 11:25:18 AM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 2,600 200 11:25:28 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,400 200 11:25:38 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,200 200 11:25:48 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 2,000 200 11:25:58 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,800 200 11:26:07 AM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 1,600 200 11:26:17 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,400 200 11:26:27 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,200 200 11:26:37 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 1,000 200 11:26:47 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 800 200 11:26:57 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 600 200 11:27:07 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 400 200 11:27:17 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 200 200 11:27:27 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 0 200 11:27:37 AM 0:00:10 0.17 1,200.00 0.471 7.85E-03 678.638 11.133 22.265 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.471 7.85E-03 678.638 11.133 22.265 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 11:05:00 AM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-9 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/10/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 10:50:00 AM 3,000 200 10:50:05 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,800 200 10:50:10 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,600 200 10:50:15 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,400 200 10:50:20 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,200 200 10:50:25 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,000 200 10:50:31 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 1,800 200 10:50:36 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,600 200 10:50:41 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,400 200 10:50:47 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 1,200 200 10:50:52 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 1,000 200 10:50:58 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 800 200 10:51:04 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 600 200 10:51:10 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 400 200 10:51:15 AM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 200 200 10:51:22 AM 0:00:07 0.12 1,714.29 0.673 1.12E-02 969.484 15.904 31.807 0 200 10:51:28 AM 0:00:06 0.10 2,000.00 0.785 1.31E-02 1,131.064 18.554 37.108 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.814 1.36E-02 1,172.613 19.236 38.472 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 10:25:00 AM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13

Constant-Head Borehole Permeameter Test Analytical Method: Glover Solution Project Name...: 5th Bay Ocean View Project No...: VB15-342G Terminology and Solution (R. E. Glover Solution) * Boring No...: INF-10 Proj. Location : Norfolk, Virginia Ksat B : (Coefficient of Permeability) @ Base Tmp. T B (ºC) 14 Investigators...: Edward Setnicky Date : 11/9/16 Q: Rate of flow of water from the borehole Boring Depth...: 5.2 (m, cm, ft, in) WCU Base Ht. h: 15.0 cm H: Constant height of water in the borehole Boring Diameter..: 8.3 cm WCU Susp. Ht. S: 6.4 cm r: Radius of the cylindrical borehole Boring Radius r...: 4.15 cm Const. Wtr. Ht. H: 21.4 cm V: Dyn. Visc. of water @ Tmp. T C/Dyn. Visc. of water @ T B Soil/Water Tmp. T: 26 C H/r **... : 5.2 Ksat = Q[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Basic Glover Solu.] Dyn. Visc. @ T C.: 0.000871 kg/m s Dyn. Visc. @ T B ºC.: 0.001170 kg/m s Ksat B = QV[sinh -1 (H/r) - (r 2 /H 2 +1).5 + r/h]/(2πh 2 ) [Tmp. Correction] VOLUME Volume Out TIME Interval Elapsed Time Flow Rate Q --------------------- Ksat B Equivalent Values -------------------------- (ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day) 3,200 1:57:00 PM 3,000 200 1:57:05 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,800 200 1:57:10 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,600 200 1:57:15 PM 0:00:05 0.08 2,400.00 0.943 1.57E-02 1,357.277 22.265 44.530 2,400 200 1:57:23 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 2,200 200 1:57:30 PM 0:00:07 0.12 1,714.29 0.673 1.12E-02 969.484 15.904 31.807 2,000 200 1:57:38 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 1,800 200 1:57:45 PM 0:00:07 0.12 1,714.29 0.673 1.12E-02 969.484 15.904 31.807 1,600 200 1:57:53 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 1,400 200 1:58:00 PM 0:00:07 0.12 1,714.29 0.673 1.12E-02 969.484 15.904 31.807 1,200 200 1:58:08 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 1,000 200 1:58:16 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 800 200 1:58:25 PM 0:00:09 0.15 1,333.33 0.524 8.73E-03 754.043 12.369 24.739 600 200 1:58:33 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 400 200 1:58:41 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 200 200 1:58:49 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 0 200 1:58:57 PM 0:00:08 0.13 1,500.00 0.589 9.82E-03 848.298 13.916 27.831 Natural Moisture...: - Consistency...: loose Field-Estimated Ksat: 0.580 9.66E-03 834.833 13.695 27.390 USDA Txt./USCS Class: SP Water Table Depth...: 2.5 Notes: Estimated field Ksat is determined by averaging and/or rounding of test results for the final three or four stabilized values and analyzing the graph. Struct./% Pass. #200.: - Init. Saturation Time.: 1:36:00 PM * Glover, R. E. l953. Flow from a test-hole located above groundwater level, pp. 69-7l. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the bottom of the borehole to the water table or an impervious layer is at least twice the depth of the water in the well. ** H/r>5 to >10 Johnson Permeameter, LLC Revised 11/29/13