Feasibility Report Sewage Treatment and Onsite … Report Sewage Treatment and Onsite Disposal System ... Support Buildings for Laundry, Storage, ... Sewage Treatment and Onsite Disposal

Feasibility Report Sewage Treatment and Onsite Disposal System Onsite Water Supply Easton and Porter Group LLC Blackthorne Inn Fauquier County

PIN: 6044-67-8620-000 - 44.5 Acres PIN: 6044-67-0871-000 - 2.21 Acres PIN: 6044-67-0476-000 - 3.23 Acres PIN: 6044-57-6929-000 - 7.57 Acres PIN: 6044-57-5196-000 - 10.0 Acres

February 17, 2017 Revision January 18, 2018 Old Dominion Engineering 2036 Forest Drive Waynesboro, VA 22980 540-942-5600 [email protected]

Table of Contents Page 2 of 108

Page

Cover Page ------------------------------------------------------------------------------------------ 1

Table of Contents ---------------------------------------------------------------------------------- 2

Introduction ----------------------------------------------------------------------------------------- 3

Project Narrative ----------------------------------------------------------------------------------- 4

The Site ------------------------------------------------------------------------------------------------ 5-8

Site Overview and Location

Conceptual Development Plan

Watersheds and Drainage

General Soil and Site Mapping------------------------------------------------------------------- 9-25

Soil Series and Mapping

Soil Borings

Soil Boring Locations

Underlying Geology

Hydraulic Conductivity and Permeability Information------------------------------------- 25-55

KSAT Analysis and Summary

KSAT Test Results

KSAT Locations

Proposed Design Data and Water/Sewer Infrastructure Objectives --------------------- 56-74

Design Flows and Water Usage/Wastewater Characterization

Existing Septic Infrastructure

Proposed Onsite Wastewater Treatment and Dispersal Objectives

Sludge Management Plan

Operation and Maintenance Requirements

Site Loading Capacity and Groundwater Impact -------------------------------------------- 75-97

Recharge and Groundwater Flow

Groundwater Sensitivity

Nitrogen Dilution Analysis

Groundwater Mounding Analysis

Preliminary Groundwater Monitoring

Site Suitability for Onsite Dispersal

Water Supply------------------------------------------------------------------------------------------- 98-108

Aquifer Characteristics and Hydrogeology

Existing Wells/Water Supply Sources

Proposed Water Supply Objectives

Operation and Maintenance Requirements

Site Suitability for Water Supply

________________________________________________________________________Old Dominion Engineering

Page 3 of 108

Introduction ________________________________________________________________________ This report is the Feasibility Report (FR) for Blackthorne Inn Onsite Water Supply and Onsite Sewage Treatment and Disposal System. It includes background information and analysis used to determine whether the development is feasible and that the proposed development can be supported by the site. This report contains information developed by: Old Dominion Engineering Michael Craun, PE 2036 Forest Drive Waynesboro, Virginia 22980 (540) 942-5600 Steve Gooch Consulting Geologist, Inc. Steve Gooch AOSE, CPG 703 Oliver Creek Road Troy, Virginia 22974 434-531-0487 Bushman Dreyfus Architects PLC Jeff Dreyfus AIA 820 East High Street Suite B Charlottesville Virginia 22902 434-295-1936 Carson Land Consultant Jim Carson PE 45 Main Street, 1st Floor Warrenton, VA 20186 540-347-9191

Page 4 of 108

Project Narrative ________________________________________________________________________ The development consists of five parcels with a total size of 67.8 acres:

1. PIN: 6044-67-8620-000

a. 44.5 Acres b. Partially Developed - Blackthorne Inn, Cabins, Guest Rooms, Gazebo,

Maintenance Sheds, Service Building - Partially Wooded with Pond

2. PIN: 6044-67-0871-000

a. 2.21 Acres b. Undeveloped -Wooded

3. PIN: 6044-67-0476-000

a. 3.23 Acres b. Undeveloped - Wooded

4. PIN: 6044-57-6929-000

a. 7.57 Acres b. Home Site - Farmhouse and ancillary barn/shed structures - Partially

Wooded

5. PIN: 6044:57-5196-000

a. 10.0 Acres b. Home Site - Residential House with ancillary sheds - Partially Wooded

The proposed usage of the property includes:

1. 24 Resort Guest Cabins (1-3 bedrooms) with a total of 38 rooms

2. Stone House Restaurant with 32 seat Pub, 50 seat Restaurant, and 2 Private Dining rooms with a total of 50 seats, and a Wine Cellar with 15 seats

3. Hillside Equestrian Barn and Reserve Room Event Center

4. Fitness Center, Spa, and Pool for overnight guests only

5. Support Buildings for Laundry, Storage, Loading Dock, Receiving, and Trash

6. Two Dwellings with 3 Bedroom each

Additional structures on the property will include spa, fitness center, pool, patios, walking trails, and gazebo. These areas are open to guests only. The existing septic systems will be replaced. Wastewater treatment will include flow equalization with integrated pre anoxic mixing. The treatment level will be TL3 with disinfection with TN less than 20 mg/l prior to dispersal. The flow to the dispersal area will be flow equalized over the week. Effluent dispersal rates will be monitored. Dispersal will be via shallow drip distribution in the identified dispersal areas. The water supply will be multiple wells. Existing wells will be re-permitted as necessary to meet the intended usage (public or private). Two of the existing wells appear to have very high yields (50 gpm) which will easily support this development..

Page 5 of 108

Site Overview and Location ________________________________________________________________________ The proposed development is located in Northern Fauquier County on 5 parcels totaling 67.8 acres (GPIN: 6044-67-8620, 6044-67-0871, 6044-67-0476, 6044-57-6929, 604457-5196-000). The property is bounded by John S Mosby Highway to the North, Large Estate Parcels to the East and South, an Industrial Storage/Equipment Yard to the South, and home sites to the west. Sky Meadow State Park is located to the South West of the parcel.(See Figure) The property is currently developed with a restaurant, cabins, a residential structures, and miscellaneous storage and outbuildings. The site consisted of open areas, pond, buildings, light tree canopy, and dense brush/trees. The site has been selectively thinned so that the thick brush areas are now light treed canopy with higher grade softwoods and hardwoods.

Figure - Project Site and Surrounding Area

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Page 7 of 108

Watersheds and Drainage ________________________________________________________________________ The parcel is located in the Middle Potomac-Catoctin Sub Basin (HUC8 02070008) which is a tributary watershed draining to the Potomac River and ultimately to the Chesapeake Bay. The Middle Potomac-Catoctin Sub Basin is located in a central point between Maryland, Virginia, West Virginia, and the District of Columbia. The Potomac River runs approximately 58 miles through the watershed. In Virginia, this watershed includes portions of Frederick, Warren, Clarke, Fauquier, Loudon, and Fairfax Counties. The project will be controlled by Chesapeake Bay discharge limit TMDLs for Nitrogen as regulated by Virginia Department of Health for onsite wastewater dispersal. Onsite discharge treated wastewater effluent quality limits for Total Nitrogen shall be less than 20 mg/l TN. The project site is located in the Upper Goose Creek Watershed (HUC10 0207000805) and the Panther Skin Creek Sub-Watershed (HUC12 020700080503 (VAHU6 - PL08). The site’s surface water drainage is incorporated into up drainage sections of the PL08 Sub-Watershed to form the headwaters of Panther Skin Creek which flow through the Middle Potomac-Catoctin Drainage Basin to the Potomac River. (Figure 1) Figure 1 - Middle Potomac-Catoctin Sub Basin and Corresponding Watershed/Sub-Watershed in Virginia The site varies in elevation from 880 feet to 652 feet and generally drains to a pond at the lower part of the parcel and then off the property. The site receives drainage from the mountains to the south east. Any flow from the north is intercepted by a drainage swale at the front of the property. See figure of site watersheds and drainage.

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1. SITE SURVEY BY CARSON LAND CONSULTANTS

2. CONCEPTUAL SITE PLAN BY BUSHMAN DREYFUS ARCHITECTS3

3. WELL 1 - WELL 4 EXISTING, WELL 5 - WELL 6 NEW

DRAINAGE SWALE

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Page 9 of 108

Soil Series and Mapping ________________________________________________________________________

ODE has done a series of 46 pits/soil borings on the property to ascertain the feasibility of onsite dispersal on the parcel for its new intended usage and the treatment level required. Boring/pit locations were selected based upon topography, spacing, vegetation, etc. in order to develop the characterization of the soils at the site for a feasibility level analysis. Additional soil borings/pits for each dispersal area (and corresponding reserve area) will be required prior to obtaining a VDH sewage disposal permit.

The soils are mapped as: 4A - Hatboro Silt Loam (0-2%) 10A - Mongle Silt Loam (0-2%) 10B - Mongle Silt Loam (0-7%) 12A - Rohrersville Loam (0-2%) 17B - Middleburg Loam (2-7%) 20C - Tankerville-Purceville Complex (7-15%) 20D - Tankerville-Purceville Complex (15-25%) 30C - Edneytown-Chestnut Complex (7-15%) 30D - Edneytown-Chestnut Complex (15-20%) 87C - Tate Loam (7-15%)

Figure - Soil Map of Project Area

Page 10 of 108

In general we found that:

• The lower topography is unacceptable for any kind of onsite dispersal

• The higher topography is acceptable for drip dispersal

• The soil is shallow to rock almost everywhere on the property with isolated areas of deeper soils.

• The immediate underlying rock is highly fractured and can be dug with a small mini excavator prior to encountering hard bedrock (also containing fractures).

• In isolated areas where we encountered a developed, deeper Bt horizon, they contained heavier clay based soil with generally lower permeabilities.

Figure - Generally Unsuitable Soils for Onsite Dispersal Highlighted in Red

Soil borings/pits confirmed that the identified potential dispersal areas are primarily in soils mapped as Tankerville-Purcellville (20C, 20D) and Edneytown-Chestnut Soils (30C, 30D). Both series have associated soils (Tankerville and Chestnut) which are shallow to rock (20"-40") and series that are deeper (Purceville and Edneytown have solums that are greater than 60" to rock). The majority of the borings or pits indicate the solum is indeed shallower to rock. Most of the rock encountered was highly fractured (see table on next page).

Page 11 of 108

Blackthorne Inn Soil Boring/Pit Depth and Rock Structure Summary

1 Boring - 20 " No Structure

2 Boring 38" -

3 Pit 53" -

4 Pit 21" -

5 Boring 21" -

6 Pit 21" 30 " Fractured

7 Pit 31" -

8 Pit 14" 42" Fractured

9 Boring 42" -

10 Boring 84" + -




14 Boring 33" -

15 Pit - 25" No Fractures



18 Boring 23" -




22 Pit - 23" No fractures - Massive

23 Pit 54"+ -

24 Pit 54"+ -

25 Pit 13" 24"




29 Pit - 46"

30 Pit 64"+ -

31 Pit - - No rock - redox 27"


33 Pit 48" -






39 Pit 54"+ -


41 Pit 54"+ -



44 Pit 14" 24" Massive



Rock Structure NotesProfileType

Hole IDDepth to Cr

(in)Depth to R

(in)

Page 12 of 108

A minor amount of isolated rock outcrops were encountered at the site.

Test pits and borings revealed soils similar in composition, color, and depth to the Tankerville/Purcellville Complex and the Edneytown/Chestnut Complex. Soil depth varies from shallow to moderately deep to deep across the property. Soils are predominately well-drained sandy and loamy soils that have formed in residuum from the underlying granite of the Blue Ridge Basement Complex.

The most appropriate dispersal horizon is shallow (5" - 10") utilizing drip technology. This places the dispersal horizon primarily in texture group 2 soils ranging from sandy loams / sandy clay loams to clay loams/silty clay loams. Cr depths were variable primarily form 15" to 30" with some isolated borings at shallower depths (11") and greater depths (54"+). With the undulating shallower depths to primarily fractured rock, rapid permeability is expected and was verified through Saturated Hydraulic Conductivity Testing (KSAT). These fractures are a potential source of short circuiting from dispersal areas to the groundwater. It is strongly recommended the addition of UV Disinfection to waste water treatment processes to minimize short circuiting contamination.

There is approximately 14.8 acres of area available for drip dispersal of treated effluent for primary and reserve dripfield areas. The extra area available allows for optimizing dripfield layout for landscape/tree retention and for decreased linear loading rates due to long topography contours. Pressure dispersal will be used to evenly dose the dispersal area utilized.

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POTENTIAL DISPERSAL AREAS

NOTES:




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Page 24 of 108

________________________________________________________________________ Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980 • 540-942-5600 • [email protected]

Underlying Geology ________________________________________________________________________ The underlying geology of the site is mapped as the Robertson River Igneous Suite. The site is also in close proximity to Layered Leucocratic Granite Gneiss and Porphyoblastic Biotite-Plagioclase Augen Gneiss formations. All these geologic formations are grouped under the Blue Ridge Basement Complex, plutonic formations formed during the Proterozoic age. Backhoe pits were generally shallow to fractured rock, primarily granite. Soil series identified on the property were formed from residuum of granite, gneiss, and schist. Minor amounts of bedrock exposures were observed on the property during field reconnaissance.

Figure 1 - Underlying Geology of Project Site and Surrounding Area Legend: Zrc - Robertson River Igneous Suite - Cobbler Mountain alkali feldspar quartz syenite Ybg - Porphyoblastic Biotite-Plagioclase Augen Gneiss Ygg - Layered Leucocratic Granite Gneiss Yq - Quartzite and Quartz-Sericite Tectonite Yn - Metanorite and Metadiorite [Zcr - Catoctin Formation - Metarhyolite [Zc - Catoctin Formation - Metabasalt

Page 25 of 108

________________________________________________________________________ Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980 • 540-942-5600 • [email protected]

Robertson Igneous Suite is described as light- to dark-gray, medium- to coarse-grained, porphyritic to seriate-equigranular alkali feldspar-quartz syenite composed of microcline mesoperthite, quartz, and plagioclase.

As revealed in the test pits dug on the property, the underlying bedrock is an intrusive igneous rock that is granitic in composition. Ortholcase appears to be the dominate mineral. The granite is light colored and medium to coarse grained. Joints (fractures) were observed in the weathered portion of the rock.

The underlying geologic formations gleaned from existing well logs as found in the Virginia Well Database does call out Roberston River Igneous Suite but also includes the more generic Marshall Formation. Both formations were used to analyze existing well yield data and formation characteristics.

Page 26 of 108

Hydraulic Conductivity and Permeability Information ________________________________________________________________________ The saturated permeability (Ksat) of the drainfield areas was evaluated using a Johnson Permeameter by Old Dominion Engineering. Nineteen tests were run at the proposed infiltrative horizon (approximately 11”). An additional five tests were run at approximately 13" to 37" below the infiltrative surface (24" to 48"). The tests were distributed amongst the potential dispersal areas specifically to test areas of interest. Summary of Ksat results Ksat test results have been tabulated and analyzed by depth (to represent an average rate of the infiltration depth). Statistical summary of the data includes minimum, first quartile, median, average, and geometric mean. Individual test results are attached to the end of this section. Test locations correspond to the soil borings and are shown on the soil boring location sketch also attached at the end of this section.

Generally the KSAT tests indicate that:

• That the upper horizons of soil are very permeable.

• The upper horizons of soil can be used for drip dispersal.

• The fractured rock at increasing depth is very permeable and can be a potential pollution pathway.

Blackthorne Inn - Ksats below Infiltration Depth

BoringDepth

(inches)ksat

(cm/day)

K9B 36 7.8

K10B 48 0.4

K14B 24 110.2

K39B 44 1.5

K27B 40 22.1

5

0.4

1.5

7.8

28.4

6.5

Minimum

Quartile 1

Median

Number

Average

Geometric Mean

Page 27 of 108

Blackthorne Inn - Ksats at Infiltration Depth

BoringDepth

(inches)ksat

(cm/day)

K8 11 128.9

K9A 11 69.9

K10A 11 9.4

K11 11 59.7

K13 11 263.4

K24 11 98.5

K12 11 348.8

K15 11 184.0

K16 11 235.4

K17 11 101.0

K14A 11 113.1

K22 11 112.6

K34 11 153.9

K39A 11 424.5

K27A 11 286.6

K28 11 35.8

K40 11 259.5

K41 11 221.8

K32 11 172.7

19

9.4

99.8

153.9

172.6

131.0

Quartile 1

Minimum

Median

Average

Number

Geometric Mean

Page 28 of 108

Representative Ksats Rates Per VDH GMP 101 the representative Ksat of the soil series is determined by taking the average of the Ksat measurements. Informal VDH policy recommends using geometric mean. For testing done at the infiltration depth, the Ksat geometric mean is 131 cm/day (very rapid rate). This may be the representative rate, but is not the most appropriate design rate. For this analysis, Old Dominion Engineering is recommending using the minimum of all Ksat measurements run at the infiltration depth (9.4 cm/day) as the representative rate for permeability. This is a more conservative rate than either the average or geometric mean. Using the 9.4 cm/day, the Ksat tests indicate that the soil has acceptable permeability for dripfield dispersal with an equivalent perc rate of approximately 50 mpi at 5" to 11".

For testing done below the infiltration depth, the Ksat geometric mean is 6.5 cm/day and includes tests conducted in deeper Bt horizons and over fractured rock. Since we are using this data for the mounding analysis, we feel it may be more appropriate to use the first quartile (1.5 cm/day) as a comparison and for additional safety factor. The majority of the site does not have deeper Bt horizons with limited permeability, but rather shallower depths to fractured rock leading to more solid bedrock. Those permeabilities are closer to the faster rates on the tests conducted at the shallower depths. Treatment prior to shallow drip dispersal shall include UV disinfection as an additional safety precaution for these faster permeabilities.

Hydraulic Loading Rate Justification Using the Ksat design rate for the infiltration depth of 9.4 cm/day (50 mpi perc rate), the VDH maximum loading rate would be 0.33 gpd/sqft for drip dispersal utilizing TL3 treatment level.

Sheet No.: 1

Project Name.: Parcel………......:

Boring No…...: Date…….……....:

Investigators.: File Name……...:

Boring Depth.: 11" WCU Base. Ht. h: 15.0 cm

Boring Dia…..: 9.5 cm WCU Susp. Ht. S: 0.0 cm

Boring Rad. (r): 4.76 cm Const. Wtr. Ht. H: 15.0 cm

VOLUME Volume Out TIME Flow Rate Q

(ml) (ml) [a] (hr:min:sec a/p) (hr:min:sec) (min) [b] (ml/min) [a/b] (cm/min) (cm/sec) (cm/day) (in/hr) (ft/day)

2020 8:00:00 AM

1150 870 8:09:00 AM 0:09:00 9.00 96.67 0.077 1.29E-03 111.6 1.830 3.66

2020 8:09:32 AM

1370 650 8:16:00 AM 0:06:28 6.47 100.52 0.081 1.34E-03 116.0 1.903 3.81

2020 8:17:00 AM

1300 720 8:24:00 AM 0:07:00 7.00 102.86 0.082 1.37E-03 118.7 1.947 3.89

2000 8:25:00 AM

240 1760 8:41:00 AM 0:16:00 16.00 110.00 0.088 1.47E-03 127.0 2.083 4.17

2020 8:42:00 AM

1170 850 8:49:00 AM 0:07:00 7.00 121.43 0.097 1.62E-03 140.1 2.299 4.60

2000 8:51:30 AM

580 1420 9:03:00 AM 0:11:30 11.50 123.48 0.099 1.65E-03 142.5 2.338 4.68

Natural Moisture: dry Init. Satur.Time: 5 min. 128.9

Texture/Classif: si cl l Consistency: N/A

Structure/Fabric: Slope/Landsc: 10% 42"

ksatReport1.xls Rev. 4/5/002

ESTIMATED FIELD KSAT:

Q: Steady-state rate of water flow into the soil

Ksat = Q[sinh-1(H/r) - (r2/H2+1).5 + r/H] / (2pH2) [Glover Solution]

Elapsed Time

Precision Permeametertm

Michael Craun

------------------- Ksat Equivalent Values------------------

r: Radius of cylindrical borehole

H: Constant height of water in borehole

Depth to Bedrock…..……….....:

Notes:Depth to an Impermeable Layer:

Ksat : Saturated hydraulic conductivityK8 1/13/2017

SATURATED HYDRAULIC CONDUCTIVITY WORKSHEETOld Dominion Engineering

Terminology and SolutionGPIN: 6044-67-8620Blackthorne Inn

Sheet No.: 1









3310 8:00:00 AM

2830 480 8:07:00 AM 0:07:00 7.00 68.57 0.054 9.08E-04 78.4 1.287 2.57

2415 415 8:14:00 AM 0:07:00 7.00 59.29 0.047 7.85E-04 67.8 1.112 2.22

2025 390 8:21:00 AM 0:07:00 7.00 55.71 0.044 7.38E-04 63.7 1.045 2.09

1070 955 8:37:00 AM 0:16:00 16.00 59.69 0.047 7.90E-04 68.3 1.120 2.24

410 660 8:47:00 AM 0:10:00 10.00 66.00 0.052 8.74E-04 75.5 1.238 2.48

3250 8:48:00 AM

2600 650 8:58:00 AM 0:10:00 10.00 65.00 0.052 8.60E-04 74.3 1.220 2.44



Structure/Fabric: Slope/Landsc: 4% 42"+





Elapsed Time


Michael Craun






Ksat : Saturated hydraulic conductivityK9a 1/13/2017



Sheet No.: 1









3310 8:00:00 AM

3240 70 8:09:00 AM 0:09:00 9.00 7.78 0.006 1.01E-04 8.7 0.143 0.29

3190 50 8:16:00 AM 0:07:00 7.00 7.14 0.006 9.29E-05 8.0 0.132 0.26

3140 50 8:23:00 AM 0:07:00 7.00 7.14 0.006 9.29E-05 8.0 0.132 0.26

3040 100 8:39:00 AM 0:16:00 16.00 6.25 0.005 8.13E-05 7.0 0.115 0.23

2970 70 8:49:00 AM 0:10:00 10.00 7.00 0.005 9.10E-05 7.9 0.129 0.26

2890 80 9:00:00 AM 0:11:00 11.00 7.27 0.006 9.46E-05 8.2 0.134 0.27


Texture/Classif: s l Consistency: N/A






Elapsed Time


Michael Craun






Ksat : Saturated hydraulic conductivityK9b 1/13/2017



Sheet No.: 1









3310 10:00:00 AM

3160 150 10:09:00 AM 0:09:00 9.00 16.67 0.013 2.17E-04 18.7 0.307 0.61

3080 80 10:16:00 AM 0:07:00 7.00 11.43 0.009 1.49E-04 12.8 0.211 0.42

2955 125 10:29:00 AM 0:13:00 13.00 9.62 0.008 1.25E-04 10.8 0.177 0.35

2895 60 10:36:00 AM 0:07:00 7.00 8.57 0.007 1.11E-04 9.6 0.158 0.32

2765 130 10:52:00 AM 0:16:00 16.00 8.13 0.006 1.06E-04 9.1 0.150 0.30

2640 125 11:07:00 AM 0:15:00 15.00 8.33 0.007 1.08E-04 9.4 0.154 0.31

Natural Moisture: moist Init. Satur.Time: 5 min. 9.4

Texture/Classif: si cl Consistency: N/A






Elapsed Time


Michael Craun









Sheet No.: 1









2020 10:00:00 AM

2020 0 10:09:00 AM 0:09:00 9.00 0.00 0.000 0.00E+00 0.0 0.000 0.00

2020 0 10:16:00 AM 0:07:00 7.00 0.00 0.000 0.00E+00 0.0 0.000 0.00

2018 2 10:29:00 AM 0:13:00 13.00 0.15 0.000 2.00E-06 0.2 0.003 0.01

2015 3 10:36:00 AM 0:07:00 7.00 0.43 0.000 5.57E-06 0.5 0.008 0.02

2010 5 10:52:00 AM 0:16:00 16.00 0.31 0.000 4.06E-06 0.4 0.006 0.01

2005 5 11:07:00 AM 0:15:00 15.00 0.33 0.000 4.33E-06 0.4 0.006 0.01

Natural Moisture: moist Init. Satur.Time: 5 min. 0.4







Elapsed Time


Michael Craun









Sheet No.: 1









3310 10:00:00 AM

2180 1130 10:19:00 AM 0:19:00 19.00 59.47 0.047 7.87E-04 68.0 1.116 2.23

3280 10:20:00 AM

2710 570 10:31:00 AM 0:11:00 11.00 51.82 0.041 6.86E-04 59.3 0.972 1.94

2180 530 10:41:00 AM 0:10:00 10.00 53.00 0.042 7.02E-04 60.6 0.994 1.99

1350 830 10:57:00 AM 0:16:00 16.00 51.88 0.041 6.87E-04 59.3 0.973 1.95


Texture/Classif: cl l Consistency: N/A






Elapsed Time


Michael Craun









Sheet No.: 1









3310 11:00:00 AM

50 3260 11:10:00 AM 0:10:00 10.00 326.00 0.264 4.39E-03 379.7 6.228 12.46

3300 11:11:00 AM

640 2660 11:20:00 AM 0:09:00 9.00 295.56 0.239 3.98E-03 344.2 5.646 11.29

3280 11:21:00 AM

860 2420 11:29:00 AM 0:08:00 8.00 302.50 0.245 4.08E-03 352.3 5.779 11.56

3310 11:30:00 AM

320 2990 11:40:00 AM 0:10:00 10.00 299.00 0.242 4.03E-03 348.2 5.712 11.42

3310 11:41:00 AM

300 3010 11:51:00 AM 0:10:00 10.00 301.00 0.243 4.06E-03 350.5 5.750 11.50








Elapsed Time


Michael Craun









Sheet No.: 1









2020 11:00:00 AM

800 1220 11:05:00 AM 0:05:00 5.00 244.00 0.196 3.26E-03 281.6 4.619 9.24

2020 11:06:00 AM

700 1320 11:12:00 AM 0:06:00 6.00 220.00 0.176 2.94E-03 253.9 4.165 8.33

2020 11:12:47 AM

150 1870 11:21:00 AM 0:08:13 8.22 227.59 0.182 3.04E-03 262.7 4.309 8.62

2020 11:22:00 AM

180 1840 11:30:00 AM 0:08:00 8.00 230.00 0.184 3.07E-03 265.4 4.354 8.71

2020 11:31:00 AM

160 1860 11:39:00 AM 0:08:00 8.00 232.50 0.186 3.11E-03 268.3 4.402 8.80

2020 11:40:00 AM

170 1850 11:48:00 AM 0:08:00 8.00 231.25 0.185 3.09E-03 266.9 4.378 8.76








Elapsed Time


Michael Craun









Sheet No.: 1









3300 3:00:00 PM

2610 690 3:08:00 PM 0:08:00 8.00 86.25 0.069 1.15E-03 99.5 1.633 3.27

1760 850 3:18:00 PM 0:10:00 10.00 85.00 0.068 1.14E-03 98.1 1.609 3.22

760 1000 3:29:00 PM 0:11:00 11.00 90.91 0.073 1.21E-03 104.9 1.721 3.44

3270 3:32:00 PM

2600 670 3:39:00 PM 0:07:00 7.00 95.71 0.077 1.28E-03 110.5 1.812 3.62

1590 1010 3:49:00 PM 0:10:00 10.00 101.00 0.081 1.35E-03 116.6 1.912 3.82

755 835 3:57:00 PM 0:08:00 8.00 104.38 0.084 1.39E-03 120.5 1.976 3.95


Texture/Classif: s cl l Consistency: N/A



Elapsed Time

Ksat : Saturated hydraulic conductivity


Michael Craun








Old Dominion Engineering



SATURATED HYDRAULIC CONDUCTIVITY WORKSHEET

K14a 1/13/2017

Sheet No.: 1









3310 3:00:00 PM

2510 800 3:09:00 PM 0:09:00 9.00 88.89 0.072 1.20E-03 103.5 1.698 3.40

1715 795 3:18:00 PM 0:09:00 9.00 88.33 0.071 1.19E-03 102.9 1.688 3.38

3260 3:19:00 PM

2230 1030 3:30:00 PM 0:11:00 11.00 93.64 0.076 1.26E-03 109.0 1.789 3.58

1360 870 3:39:00 PM 0:09:00 9.00 96.67 0.078 1.30E-03 112.6 1.847 3.69

3310 3:40:00 PM

2410 900 3:49:00 PM 0:09:00 9.00 100.00 0.081 1.35E-03 116.5 1.910 3.82

1510 900 3:58:00 PM 0:09:00 9.00 100.00 0.081 1.35E-03 116.5 1.910 3.82










Elapsed Time





Michael Craun




Sheet No.: 1









3310 1:00:00 PM

1750 1560 1:10:00 PM 0:10:00 10.00 156.00 0.125 2.08E-03 180.0 2.953 5.91

3300 1:11:00 PM

1700 1600 1:21:00 PM 0:10:00 10.00 160.00 0.128 2.14E-03 184.7 3.029 6.06

3280 1:22:00 PM

1650 1630 1:32:00 PM 0:10:00 10.00 163.00 0.131 2.18E-03 188.1 3.086 6.17

3310 1:33:00 PM

1720 1590 1:43:00 PM 0:10:00 10.00 159.00 0.127 2.12E-03 183.5 3.010 6.02

3280 1:44:00 PM

1530 1750 1:55:00 PM 0:11:00 11.00 159.09 0.128 2.13E-03 183.6 3.012 6.02








Elapsed Time


Michael Craun









Sheet No.: 1









3000 1:00:00 PM

1110 1890 1:11:00 PM 0:11:00 11.00 171.82 0.139 2.32E-03 200.1 3.282 6.56

3270 1:12:00 PM

1835 1435 1:19:00 PM 0:07:00 7.00 205.00 0.166 2.76E-03 238.7 3.916 7.83

3215 1:20:00 PM

955 2260 1:31:00 PM 0:11:00 11.00 205.45 0.166 2.77E-03 239.3 3.925 7.85

3310 1:32:00 PM

100 3210 1:48:00 PM 0:16:00 16.00 200.63 0.162 2.70E-03 233.6 3.833 7.67

3310 1:50:00 PM

1915 1395 1:57:00 PM 0:07:00 7.00 199.29 0.161 2.69E-03 232.1 3.807 7.61

3310 1:58:00 PM

705 2605 2:11:00 PM 0:13:00 13.00 200.38 0.162 2.70E-03 233.4 3.828 7.66








Elapsed Time


Michael Craun









Sheet No.: 1









2020 1:00:00 PM

1295 725 1:08:00 PM 0:08:00 8.00 90.63 0.073 1.21E-03 104.6 1.716 3.43

2020 1:09:00 PM

1120 900 1:20:00 PM 0:11:00 11.00 81.82 0.066 1.09E-03 94.4 1.549 3.10

2020 1:21:00 PM

1225 795 1:31:00 PM 0:10:00 10.00 79.50 0.064 1.06E-03 91.8 1.505 3.01

1980 1:32:00 PM

755 1225 1:46:00 PM 0:14:00 14.00 87.50 0.070 1.17E-03 101.0 1.657 3.31

2020 1:47:00 PM

1280 740 1:55:00 PM 0:08:00 8.00 92.50 0.074 1.24E-03 106.8 1.751 3.50

815 465 2:00:00 PM 0:05:00 5.00 93.00 0.075 1.24E-03 107.3 1.761 3.52





Depth to an Impermeable Layer:




Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 3:00:00 PM

2510 800 3:09:00 PM 0:09:00 9.00 88.89 0.071 1.19E-03 102.6 1.683 3.37

1715 795 3:18:00 PM 0:09:00 9.00 88.33 0.071 1.18E-03 101.9 1.672 3.34

3260 3:19:00 PM

2230 1030 3:30:00 PM 0:11:00 11.00 93.64 0.075 1.25E-03 108.1 1.773 3.55

1360 870 3:39:00 PM 0:09:00 9.00 96.67 0.077 1.29E-03 111.6 1.830 3.66

3310 3:40:00 PM

2410 900 3:49:00 PM 0:09:00 9.00 100.00 0.080 1.34E-03 115.4 1.893 3.79

1510 900 3:58:00 PM 0:09:00 9.00 100.00 0.080 1.34E-03 115.4 1.893 3.79





Elapsed Time

Ksat : Saturated hydraulic conductivity






K22 1/13/2017


Michael Craun






Sheet No.: 1









2940 11:00:00 AM

2335 605 11:08:00 AM 0:08:00 8.00 75.63 0.061 1.01E-03 87.3 1.432 2.86

1450 885 11:19:00 AM 0:11:00 11.00 80.45 0.064 1.07E-03 92.9 1.523 3.05

590 860 11:29:00 AM 0:10:00 10.00 86.00 0.069 1.15E-03 99.3 1.628 3.26

3300 11:30:00 AM

2580 720 11:38:00 AM 0:08:00 8.00 90.00 0.072 1.20E-03 103.9 1.704 3.41

1445 1135 11:50:00 AM 0:12:00 12.00 94.58 0.076 1.26E-03 109.2 1.791 3.58









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 10:00:00 AM

470 2840 10:11:00 AM 0:11:00 11.00 258.18 0.209 3.48E-03 300.7 4.932 9.86

3300 10:12:00 AM

1030 2270 10:21:00 AM 0:09:00 9.00 252.22 0.204 3.40E-03 293.7 4.818 9.64

3270 10:22:00 AM

1030 2240 10:31:00 AM 0:09:00 9.00 248.89 0.201 3.35E-03 289.9 4.755 9.51

3200 10:32:00 AM

1200 2000 10:40:00 AM 0:08:00 8.00 250.00 0.202 3.37E-03 291.1 4.776 9.55

3260 10:41:00 AM

1050 2210 10:50:00 AM 0:09:00 9.00 245.56 0.199 3.31E-03 286.0 4.691 9.38

3270 10:51:00 AM

1050 2220 11:00:00 AM 0:09:00 9.00 246.67 0.199 3.32E-03 287.3 4.712 9.42









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 10:00:00 AM

470 2840 10:11:00 AM 0:11:00 11.00 258.18 0.209 3.48E-03 300.7 4.932 9.86

3300 10:12:00 AM

1030 2270 10:21:00 AM 0:09:00 9.00 252.22 0.204 3.40E-03 293.7 4.818 9.64

3270 10:22:00 AM

1030 2240 10:31:00 AM 0:09:00 9.00 248.89 0.201 3.35E-03 289.9 4.755 9.51

3200 10:32:00 AM

1200 2000 10:40:00 AM 0:08:00 8.00 250.00 0.202 3.37E-03 291.1 4.776 9.55

3260 10:41:00 AM

1050 2210 10:50:00 AM 0:09:00 9.00 245.56 0.199 3.31E-03 286.0 4.691 9.38

3270 10:51:00 AM

1050 2220 11:00:00 AM 0:09:00 9.00 246.67 0.199 3.32E-03 287.3 4.712 9.42









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









2020 10:00:00 AM

1790 230 10:11:00 AM 0:11:00 11.00 20.91 0.016 2.74E-04 23.7 0.389 0.78

1605 185 10:21:00 AM 0:10:00 10.00 18.50 0.015 2.43E-04 21.0 0.344 0.69

1405 200 10:32:00 AM 0:11:00 11.00 18.18 0.014 2.39E-04 20.6 0.338 0.68

1250 155 10:40:00 AM 0:08:00 8.00 19.38 0.015 2.54E-04 22.0 0.360 0.72

1060 190 10:50:00 AM 0:10:00 10.00 19.00 0.015 2.49E-04 21.5 0.353 0.71

850 210 11:00:00 AM 0:10:00 10.00 21.00 0.017 2.76E-04 23.8 0.390 0.78









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 10:00:00 AM

3000 310 10:10:00 AM 0:10:00 10.00 31.00 0.024 4.07E-04 35.1 0.576 1.15

2710 290 10:20:00 AM 0:10:00 10.00 29.00 0.023 3.80E-04 32.9 0.539 1.08

2440 270 10:29:00 AM 0:09:00 9.00 30.00 0.024 3.94E-04 34.0 0.558 1.12

2120 320 10:39:00 AM 0:10:00 10.00 32.00 0.025 4.20E-04 36.3 0.595 1.19

1760 360 10:50:00 AM 0:11:00 11.00 32.73 0.026 4.29E-04 37.1 0.609 1.22

1380 380 11:01:00 AM 0:11:00 11.00 34.55 0.027 4.53E-04 39.2 0.642 1.28









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 12:00:00 PM

1665 1645 12:08:00 PM 0:08:00 8.00 205.63 0.165 2.75E-03 237.3 3.893 7.79

3285 12:09:00 PM

1825 1460 12:18:00 PM 0:09:00 9.00 162.22 0.130 2.17E-03 187.2 3.071 6.14

3265 12:19:00 PM

1870 1395 12:28:00 PM 0:09:00 9.00 155.00 0.124 2.07E-03 178.9 2.934 5.87

3290 12:29:00 PM

1930 1360 12:38:00 PM 0:09:00 9.00 151.11 0.121 2.02E-03 174.4 2.861 5.72

3280 12:39:00 PM

1370 1910 12:52:00 PM 0:13:00 13.00 146.92 0.118 1.96E-03 169.6 2.782 5.56

3300 12:53:00 PM

1635 1665 1:04:00 PM 0:11:00 11.00 151.36 0.121 2.02E-03 174.7 2.866 5.73









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 12:00:00 PM

1665 1645 12:08:00 PM 0:08:00 8.00 205.63 0.165 2.75E-03 237.3 3.893 7.79

3285 12:09:00 PM

1825 1460 12:18:00 PM 0:09:00 9.00 162.22 0.130 2.17E-03 187.2 3.071 6.14

3265 12:19:00 PM

1870 1395 12:28:00 PM 0:09:00 9.00 155.00 0.124 2.07E-03 178.9 2.934 5.87

3290 12:29:00 PM

1930 1360 12:38:00 PM 0:09:00 9.00 151.11 0.121 2.02E-03 174.4 2.861 5.72

3280 12:39:00 PM

1370 1910 12:52:00 PM 0:13:00 13.00 146.92 0.118 1.96E-03 169.6 2.782 5.56

3300 12:53:00 PM

1635 1665 1:04:00 PM 0:11:00 11.00 151.36 0.121 2.02E-03 174.7 2.866 5.73









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 4:00:00 PM

2040 1270 4:09:00 PM 0:09:00 9.00 141.11 0.113 1.88E-03 162.9 2.672 5.34

3240 4:10:00 PM

1920 1320 4:20:00 PM 0:10:00 10.00 132.00 0.106 1.76E-03 152.3 2.499 5.00

3280 4:21:00 PM

2490 790 4:27:00 PM 0:06:00 6.00 131.67 0.106 1.76E-03 152.0 2.493 4.99

3265 4:28:00 PM

2330 935 4:35:00 PM 0:07:00 7.00 133.57 0.107 1.78E-03 154.2 2.529 5.06

1140 1190 4:44:00 PM 0:09:00 9.00 132.22 0.106 1.77E-03 152.6 2.503 5.01

3130 4:46:30 PM

2515 615 4:51:00 PM 0:04:30 4.50 136.67 0.110 1.83E-03 157.7 2.587 5.17

640 1875 5:05:00 PM 0:14:00 14.00 133.93 0.107 1.79E-03 154.6 2.536 5.07









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3230 4:00:00 PM

870 2360 4:06:00 PM 0:06:00 6.00 393.33 0.318 5.30E-03 458.1 7.514 15.03

3230 4:09:00 PM

610 2620 4:16:00 PM 0:07:00 7.00 374.29 0.303 5.05E-03 435.9 7.150 14.30

3190 4:17:00 PM

1000 2190 4:23:00 PM 0:06:00 6.00 365.00 0.295 4.92E-03 425.1 6.973 13.95

3110 4:24:00 PM

630 2480 4:31:00 PM 0:07:00 7.00 354.29 0.287 4.78E-03 412.6 6.768 13.54

3310 4:32:00 PM

410 2900 4:40:00 PM 0:08:00 8.00 362.50 0.293 4.89E-03 422.2 6.925 13.85

3260 4:41:00 PM

1100 2160 4:47:00 PM 0:06:00 6.00 360.00 0.291 4.85E-03 419.3 6.877 13.75

3110 4:48:00 PM

825 2285 4:54:00 PM 0:06:00 6.00 380.83 0.308 5.13E-03 443.5 7.275 14.55









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









1840 4:00:00 PM

1830 10 4:17:00 PM 0:17:00 17.00 0.59 0.000 7.39E-06 0.6 0.010 0.02

1828 2 4:24:00 PM 0:07:00 7.00 0.29 0.000 3.59E-06 0.3 0.005 0.01

1803 25 4:40:00 PM 0:16:00 16.00 1.56 0.001 1.96E-05 1.7 0.028 0.06

1788 15 4:47:00 PM 0:07:00 7.00 2.14 0.002 2.69E-05 2.3 0.038 0.08

1768 20 4:55:00 PM 0:08:00 8.00 2.50 0.002 3.14E-05 2.7 0.044 0.09









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









3310 12:00:00 PM

1350 1960 12:07:00 PM 0:07:00 7.00 280.00 0.226 3.77E-03 326.1 5.349 10.70

3300 12:08:00 PM

1090 2210 12:17:00 PM 0:09:00 9.00 245.56 0.199 3.31E-03 286.0 4.691 9.38

3240 12:18:00 PM

1035 2205 12:27:00 PM 0:09:00 9.00 245.00 0.198 3.30E-03 285.3 4.681 9.36

3235 12:28:00 PM

1130 2105 12:37:00 PM 0:09:00 9.00 233.89 0.189 3.15E-03 272.4 4.468 8.94

3290 12:38:00 PM

380 2910 12:51:00 PM 0:13:00 13.00 223.85 0.181 3.02E-03 260.7 4.276 8.55

3295 12:52:00 PM

1305 1990 1:01:00 PM 0:09:00 9.00 221.11 0.179 2.98E-03 257.5 4.224 8.45

3270 1:04:00 PM

1035 2235 1:14:00 PM 0:10:00 10.00 223.50 0.181 3.01E-03 260.3 4.270 8.54









Michael Craun






Notes:



Elapsed Time


Sheet No.: 1









2020 12:00:00 PM

1010 1010 12:05:00 PM 0:05:00 5.00 202.00 0.163 2.72E-03 235.2 3.859 7.72

2000 12:06:00 PM

130 1870 12:16:00 PM 0:10:00 10.00 187.00 0.151 2.52E-03 217.8 3.572 7.14

2020 12:17:00 PM

175 1845 12:27:00 PM 0:10:00 10.00 184.50 0.149 2.49E-03 214.9 3.525 7.05

2000 12:28:00 PM

300 1700 12:37:00 PM 0:09:00 9.00 188.89 0.153 2.55E-03 220.0 3.609 7.22

2000 12:38:00 PM

860 1140 12:44:00 PM 0:06:00 6.00 190.00 0.154 2.56E-03 221.3 3.630 7.26

1950 12:45:00 PM

820 1130 12:51:00 PM 0:06:00 6.00 188.33 0.152 2.54E-03 219.3 3.598 7.20

2020 12:52:00 PM

270 1750 1:01:00 PM 0:09:00 9.00 194.44 0.157 2.62E-03 226.4 3.715 7.43









Michael Craun






Notes:



Elapsed Time


780

760

80

0

710

800

710

700

730

700

780

720

79

0

710

780

760

700

750

700

740

760

690

730

720

710

76

0

700

700

750

690

740

750

730

720

730

720

71

0

690

700

690

680

72

0

70

0

690

680

670

670

680

690

670

690

680

660

680

660

660

760

750

77

0

740

730

720

75

0

790

740

690

740

730

710

690

680

670

W/E

664.2

50' 100' 200'0

W4

W3

W1

W2

W6

W5

W1

Old

Do

min

ion

En

gin

eeri

ng

(540

) 9

42-5

60

0 o

lddo

men

g@

nte

los.

net

2/17/17REV 1/18/18

sheet 55 of 108

20

36

Fore

st D

rive

Way

nes

bo

ro, V

irgin

ia 2

29

80

LEGEND


PE

R V

IRG

INIA

GR

ID N

OR

TH

MW

K4 ODE KSAT

KSAT LOCATIONS

POTENTIAL DISPERSAL AREAS

K17

K14

K22

K34

K39

K27

K28

K40

K8K9

K10

K11

K13

K24

K12

K15

K41

K16

K32

NOTES:




810

820

830

8408

50

860

870

88

0

89

0

900

Page 56 of 108

Design Flows and Wastewater Characterization ________________________________________________________________________ The Resort The Blackthorne Inn properties will be repurposed to form a new resort campus focusing on events, lodging, and food services. Existing buildings will be repurposed or removed and new buildings will be built to support the usage program. New Resort Program

Building Groups Proposed Uses

Accommodations (24) Cabins -- 38 Bedrooms

Former Stables Fitness Center, Spa, and Pool

Support Bldgs

LaundryReceiving & Trash Re-cycling

Employee Locker RoomEquipment Building

Residential UsageTwo 3 Bedroom -

Parcel 604457-5196-000Parcel 6044-57-6929-000

Stone House Restaurant

Restaurant - 50 SeatsPub - 32 Seats

Private Dining Room 1 and 2 - 50 SeatsWine Cellar - 15 Seats

Resort Check InConcierge and Guest Services

Hillside Equestrian Barn and Reserve RoomResort School 50-Seats

Events Barn - 150 Average, 250 Maximum Meeting Space for 25-75 guests

The overnight accommodations will be 24 cabins with a total of 38 bedrooms. The maximum occupancy rate is 2 people per bedroom. We are assuming 6.33 bedrooms per cabin cluster. The resort fitness center, spa, and pool are only open to resort guests. Usage is estimated as:

• Spa - 4 rooms with a peak turnover of 6 times per day per room (24) • Fitness center - Peak estimated as 30% of maximum occupancy (23) • Pool - Peak estimated as 20% of maximum occupancy (16) • Employees - 6 employees • Average Usage - Assumed to be 50% of Peak.

Support buildings will include a laundry machine for cabin bedding. Residential Dwelling Structures includes two 3 bedroom dwellings.

Page 57 of 108

The existing Blackthorne Inn will be renovated to be the Stone House Restaurant. This building will be the main building for accommodation services and be used as a public and private restaurant. Stone House Restaurant + Private Dining

Type Capacity Days Hours

Lunch A La Carte Dining Room Friday-Sunday 11:30 am - 3 pm

Dinner A La Carte Dining RoomTuesday-Sunday (closed Monday)

5:30 - 9:30 pm

Light Fare Pub 32 seats 7-days a week 11:30 - 9:30 pm, midnight on weekends

Private Dining Rooms 2 Private Dining Rooms 50 seats As booked

Wine Cellar Wine Cellar 15 seats As booked

50 seats

Assumptions -

• Private Dining - Peak Day will have 1 turn at maximum occupancy (65)

• Private Dining - Peak Week will have 3 full turns at maximum occupancy. At peak occupancy = 50×3 + 15×3 ÷ 7 = 27.8 meals average per day peak week (round up to 30)

A new events building (Hillside Equestrian Barn and Reserve Room) will be built on the property to host weddings, social events, and corporate events. The event rooms will not be used concurrently. Hillside Equestrian Barn & Reserve Room Event Usage

Class ‘C’ Private Events Event Usage Q1 Q2 Q3 Q4 Total

Small Weddings and Social Events 140 Average - Contracted by In-House Guests 2 8 6 8 24

Non Class ‘C’ Private Event

In-House Resort Guests25-70 guests (Average 50 guests)

Corporate and Social Events 6 10

0.4

Total Class C Events Per Quarter

Average Class CEvents Per Week

1.2 1.1

12 44

1.3 1.0

12

525 16 14 17

Weddings 3 8 28200+guests - 250 Max

Resort Buy-out8 9

Assumptions -

1. Peak day will be a resort buy out with a large wedding (250 event attendees and 15 employees)

2. Peak week will have 3 events at 250 + 140 + 70 ÷ 7 days = 66 event patrons average per day for peak week

Page 58 of 108

Design Flows and Wastewater Characterization Design flows and wastewater characterizations are based upon utilizing flow equalization prior to treatment. Flow equalization will be sized to balance peak flows and wastewater strengths to the average weekly flow and strength. This is critical for event, restaurant, and cabin rentals as they experience peak flows both during the week and seasonally. For example, the cabin rental occupancy rate will most likely not exceed 60%. This means that 40% of the year there will be no water usage in the cabins. Off season water usages will be lower throughout the entire facility. Peak flow rates will be used to determine settling tank sizing and flow equalization tank sizing. Weekly average flow rates with safety factors will be used for treatment and dispersal sizing.

UsageWater Usage

Rates(gpd/unit)*

Water Usage Estimate BasisBOD/TSS Strength

(mg/l)BOD/TSS Strength Basis

TN Strength

(mg/l)

TN StrengthBasis **

Public Restaurant(per seat)

25 (Average)50 (Peak)

ODE Water Studies of Numerous Restaurants - (<25 gpd per seat)

Per 12VAC 5-610-670 - Peak 50 gpd per Seat

800

Per 12VAC 5-610-670 BOD #/Day converted to concentration - Restaurant with Safety Factor for more intensive menu and clean up (1.7)

75 Food

Cabins(per person)


USEPA Onsite Wastewater Treatment Systems Manual Table 3-6, Cabin, Resort - (range 8-50, typical 40 gpd/per Person per day - 2 person Occupancy per Room)

240Per 12VAC 5-610-670 BOD #/Day converted to concentration - Hotel/Motel per Room

83.8 Non Medical

Event MealsPrivate Dining

(per patron)

N/A*** (Average)7 (Peak)

AWWA Design of Small Systems Table 1-2 (7-10 gpd/patron)

USEPA Onsite Wastewater Treatment Systems Manual Table 3-4, Restaurant Conventional per Customer (Meal) - (range 8-10, typical 8 gpd/per meal)

1000

Per 12VAC 5-610-670 BOD #/Day converted to concentration - Restaurant with Safety Factor for more intensive menu and clean up (2.1)

75 Food

Events(per patron)

N/A*** (Average)4 (Peak)

USEPA Onsite Wastewater Treatment Systems Manual Table 3-5, Assembly Hall per Person - (range 2-4, typical 3 gpd/per person)

240

Similar to Assembly Religious - Colorado Onsite Wastewater Regulations Table 1 - .01 BOD #/5 gpd converted to concentration

83.8 Non Medical

Employees(per employee)


USEPA Onsite Wastewater Treatment Systems Manual Table 3-4, Employees (Hotel, Restaurant, Bar, Office) - range 10-16, typical 13 per employee/day

240Per 12VAC 5-610-670 BOD #/Day converted to concentration - Office Employee

83.8 Non Medical

Pool/Spa/Fitness Center N/A*** (Average)5 (Peak)

USEPA Onsite Wastewater Treatment Systems Manual Table 3-6, Pool/Bath House per Person - (range 5-12, typical 10 gpd/per person)

120Per 12VAC 5-610-670 BOD #/Day converted to concentration - Pool with Safety Factor (10)

83.8 Non Medical

Laundry 450USEPA Onsite Wastewater Treatment Systems Manual Table 3-4, Laundry - range 450-650, typical 550 per machine

225Per Colorado Onsite Wastewater Regulations Table 1 - .75 BOD #/per 400 gallons converted to concentration

83.8 Non Medical

Residence(per Bedroom)

150 (Peak)Per 12VAC 5-610-670 - Peak 150 gpd per Bedroom

320Per 12VAC 5-610-670 BOD #/Day converted to concentration - Residential Dwelling

57.7 Residential

*** N/A - the average unit water usage is based upon the frequency of events which will vary seasonally. The basic design building block is peak usage and frequency analysis.

Water Usage and Wastewater Strength Basis

* Water usage estimates based upon utilizing flow equalization (average weekly).

** TN estimates are from WERF Influent Characteristics of Single Source Waste Streams (2004).

Page 59 of 108

Overall Peak Water Usage and Wastewater Strength Es timate

Water Usage Activity

Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Cabins 38 100 3,800 240 7.6 83.8 2.6

Stone House Restaurant and Pub 82 50 4,100 1000 34.1 75 2.6

Stone House Private Dining 65 7 455 1000 3.8 75 0.3

Events 250 4 1,000 240 2.0 83.8 0.7

Employees 40 10 400 240 0.8 83.8 0.3

Residence 6 150 900 320 2.4 57.7 0.4

Total 10,655 570 50.6 78 6.9

Overall Average Peak Week Water Usage and Wastewate r Strength Estimate


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Cabins 38 80 3,040 240 6.1 83.8 2.1

Stone House Restaurant and Pub 82 25 2,050 1000 17.0 75 1.3

Stone House Private Dining 30 7 210 1000 1.7 75 0.1

Events 66 4 264 240 0.5 83.8 0.2

Employees 40 10 400 240 0.8 83.8 0.3

Residence 6 150 900 320 2.4 57.7 0.4

Total 6,864 499 28.6 77 4.4

Page 60 of 108

Preliminary Overall Design Basis Summary

Wastewater Characterization • Peak Daily - Water Usage = 10,655 gpd, BOD = 570 mg/l, TSS = 570 mg/l, TN = 78

mg/l • Peak Week Average - Water Usage = 6,864 gpd (Flow Equalized), BOD = 499 mg/l, TSS

= 499 mg/l, TN = 77 mg/l

Effluent Quality - TL3 with TN Treatment • Dispersal Volume = 6,864 gpd (flow equalized over the week), BOD < 10 mg/l, TSS <

10 mg/l, TN < 20 mg/l Wastewater Treatment and Dispersal Groupings The wastewater treatment and dispersal system will not be centralized into one system. Each grouping will have its own discrete treatment and dispersal system:

• Stone House Restaurant • Cabin Cluster 1 - 6 (Each with a separate system) • Hillside Equestrian Barn and Reserve Room • Spa and Pool Complex • Maintenance Service Building Service Cluster • Residential Dwellings

Usage of the facility will have natural overlaps which will result in overestimation of wastewater characterization for the individual systems. For example, Employees are not restricted to the support buildings, overnight guests will use the spa, event buildings, and restaurant, and laundry is included in typical estimates for overnight accommodations. These over estimates will serve as additional safety factors for the individual system designs.

Page 61 of 108

Cabin Cluster - Preliminary Design Basis Summary Each cabin cluster will have its own separate treatment and dispersal system: Wastewater Characterization

• Water Usage = 633 gpd Peak, 506 gpd Average (Flow Equalized) • BOD = 240 mg/l, TSS = 240 mg/l, TN = 83.8 mg/l

Effluent Quality - TL3 with TN Treatment

• Dispersal Volume = 506 gpd (flow equalized over the week) • BOD < 10 mg/l, TSS < 10 mg/l, TN < 20 mg/l

Peak Water Usage and Wastewater Strength Estimate - Cabin Cluster


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Cabin Clusters 6.33 100 633 240 1.3 83.8 0.4

Total 633 240 1.3 83.8 0.4

Average Water Usage and Wastewater Strength Estimat e - Cabin Cluster


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Cabin Clusters 6.33 80 506 240 1.0 83.8 0.4

Total 506 240 1.0 83.8 0.4

Page 62 of 108

Spa Complex - Preliminary Design Basis Summary Wastewater Characterization

• Water Usage = 411 gpd Peak, 208 gpd Average (Flow Equalized) • BOD = 147 mg/l, TSS = 147 mg/l, TN = 83.8 mg/l



Peak Water Usage and Wastewater Strength Estimate - Spa Complex

Water Usage ActivityN

umbe

r of

Uni

ts

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Spa 24 5 120 120 0.1 83.8 0.1

Pool 16 5 80 120 0.1 83.8 0.1

Fitness 23 5 115 120 0.1 83.8 0.1

Employees 6 16 96 240 0.2 83.8 0.1

Total 411 147 0.5 83.8 0.3

Average Water Usage and Wastewater Strength Estimat e - Spa Complex


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Spa 12 5 60 120 0.1 83.8 0.0

Pool 8 5 40 120 0.0 83.8 0.0

Fitness 12 5 60 120 0.1 83.8 0.0

Employees 3 16 48 240 0.1 83.8 0.0

Total 208 147 0.3 83.8 0.1

Page 63 of 108

Maintenance Building Service Cluster - Preliminary Design Basis Summary Wastewater Characterization

• Water Usage = 1,090 gpd Peak, 850 gpd Average (Flow Equalized) • BOD = 262 mg/l, TSS = 262 mg/l, TN = 83.8 mg/l



Peak Water Usage and Wastewater Strength Estimate - Maintenance Building Service Cluster


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Laundry 1 450 450 225 0.8 83.8 0.3

Employees 40 16 640 240 1.3 83.8 0.4

Total 1,090 233 2.1 83.8 0.8

Average Water Usage and Wastewater Strength Estimat e - Maintenance Building Service Cluster


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Laundry 1 450 450 225 0.8 83.8 0.3

Employees 40 10 400 240 0.8 83.8 0.3

Total 850 231 1.6 83.8 0.6

Residential Dwellings - Preliminary Design Basis Summary Wastewater Characterization

• Water Usage = 450 gpd Peak • BOD = 320 mg/l, TSS = 320 mg/l, TN = 57.7 mg/l

Page 64 of 108

Stone House Restaurant - Preliminary Design Basis Summary Wastewater Characterization

• Water Usage = 4,875 gpd Peak, 2,460 gpd Average (Flow Equalized) • BOD = 757 mg/l, TSS = 757 mg/l, TN = 75 mg/l



Peak Water Usage and Wastewater Strength Estimate - Stone House Restaurant


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Restaurant - Public 82 50 4,100 1000 34.1 75 2.6

Restaurant - Private 65 7 455 1000 3.8 75 0.3

Employees 20 16 320 240 0.6 83.8 0.2

Total 4,875 947 38.5 75 3.1

Average Water Usage and Wastewater Strength Estimat e - Stone House Restaurant


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Restaurant - Public 82 25 2,050 1000 17.0 75 1.3

Restaurant - Private 30 7 210 1000 1.7 75 0.1

Employees 20 10 200 240 0.4 83.8 0.1

Total 2,460 935 19.2 75 1.5

Page 65 of 108

Hillside Equestrian Preliminary Design Basis Summary Wastewater Characterization

• Water Usage = 1240 gpd Peak, 550 gpd Average (Flow Equalized) • BOD = 240 mg/l, TSS = 240 mg/l, TN = 77 mg/l



Peak Water Usage and Wastewater Strength Estimate - Hillside Equestrian Barn and Reserve Room


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Event 250 4 1,000 240 2.0 75 0.6

Employees 15 16 240 240 0.5 83.8 0.2

Total 1,240 240 2.5 76 0.8

Average Water Usage and Wastewater Strength Estimat e - Hillside Equestrian Barn and Reserve Room


Num

ber

of U

nits

Uni

t Wat

er U

sage

(gpd

/uni

t)

Tot

al W

ater

Usa

ge(g

allo

ns)

Est

imat

ed B

OD

(mg/

l)

Bio

logi

cal L

oad

(lbs.

BO

D)

Est

imat

ed T

N(m

g/l)

TN

Loa

d(lb

s. T

N)

Event 66 4 264 240 0.5 75 0.2

Employees 15 10 150 240 0.3 83.8 0.1

Total 414 240 0.8 78 0.3

Page 66 of 108

Existing Septic Infrastructure ________________________________________________________________________

Old Dominion Engineering submitted two official FOIA requests to the Fauquier Health Department to obtain information on all existing permits for septic systems located on the Blackthorne Inn parcel. Unfortunately, the availability of existing permit information was scarce as summarized in the table below:

Permit Number Provided by Health Department FOIA RequestSD-81-587 NoSD-87-171 NoSD-91-153 NoSD-91-154 NoSD-96-626 YesSD-98-060 Yes

Blackthorne Inn Health Department Permits

Old Dominion Engineering conducted onsite investigations to locate existing septic systems and generally assess the condition of their components. No excavation was done to locate or evaluate the existing septic systems. The existing septic systems are all conventional providing no additional treatment to the wastewater. Most of the existing systems display some degree of disrepair, are in poor condition, and would present a pollution hazard if used. Specifically, there are five existing septic systems located on the parcel. Building numbers are the same as designated on the Conceptual Development Plan. Specific findings for each system are highlighted below: Existing Restaurant – The drainfield is located on the other side of the old tennis court.

• The dispersal system is undersized for the current usage • The existing drainfield site is located too close to the pond. • There great certainty that there exists a direct connection to the pond through the

fractured rock beneath the drainfield. • There is a potential for non-treated septic effluent to contaminate the pond.

Service Building (BLDG 14) – The drainfield is located uphill from the building.

• The drainfield appears to have been disconnected from the service building possibly because of failure.

• The service building wastewater line is now connected to the Old Stable (BLDG 13) drainfield.

• Soils in the drainfield area are shallow to rock with a slowly permeable clay layer at mid depth.

• The control panel and pumps for this system are not functioning.

Page 67 of 108

Old Stable (BLDG 13) – The drainfield is located downhill of the building. • The drainfield is exhibiting signs of failure. • The drainfield is leaking onto the service road.

Existing Cabin Cluster – The drainfield is located downhill from the cabins.

• This system appears to be functioning with limited usage at present. • A septic tank exists for each cabin. • Septic tanks have concrete risers that detract from the site aesthetics. • Soils in the drainfield area are shallow to rock.

Existing Farmhouse – The drainfield is suspect.

• The drainfield appears to be a replacement drainfield for a failing drainfield. • Septic components are not wearing well. • The soils in this area are shallow to rock and are shallow to the water table.

Existing Dwelling – The drainfield appears to be in working order • Minor alterations to the septic system will be required to meet the more

commercial nature of their usage (adding risers, filters, etc.)

Page 68 of 108

Proposed Treatment and Dispersal Objectives ________________________________________________________________________ The proposed development will generate irregular flows of moderate to high strength wastewater effluent. As mentioned previously in this report, the treatment and dispersal will be done according to usage grouping:

• Stone House Restaurant o Peak Flow - 4,875 gpd

o Average Flow - 2,460 gpd

• Cabin Cluster (Each with a separate system) o Peak Flow (per Cabin Cluster) - 633 gpd

o Average Flow (per Cabin Cluster) - 506 gpd

• Hillside Equestrian Barn and Reserve Room o Peak Flow - 1,240 gpd

o Average Flow - 414 gpd

• Spa and Pool Complex

o Peak Flow - 411 gpd


• Maintenance Service Building Service Cluster and Single Family Dwelling o Peak Flow - 1,090 gpd


• Three Bedroom o Peak Flow (per Dwelling) - 450 gpd

The initial sewage collection will be at each building connection via a gravity sewer system. The first treatment process will be settling and filtration followed by pre treatment flow equalization. The flow equalization tanks will dose the treatment system and serve as a pre-anoxic contact chamber for additional nitrogen removal. No treatment technologies have been selected yet. There is sufficient space available to utilize either a Natural/Passive or Mechanical treatment technology. The ultimate selection of treatment technologies will be based upon the site design/aesthetics, available space, operability, and robustness of treatment. The effluent quality will be TL3 with disinfection. UV disinfection will be used on the effluent. Treated wastewater will be pressure dosed to the drip fields on a time regulated basis throughout the day. Drip technology will allow the efficient use of the available area on the site while maintaining desired vegetation. The wastewater treatment system will achieve the following treatment objectives:

• Settle and Filter Incoming Solids

• Equalize Peak Flows over the Week prior to treatment

• Treat Wastewater to TL3 Quality (< 10 mg/l BOD and < 10 mg/l TSS)

Page 69 of 108

• Biologically Reduce TN Concentrations below 20 mg/l

• Disinfect Treated Wastewater Effluent with UV General Sizing Criteria

• Primary Settling - Peak Flows - > 2 day retention time

• Flow Equalization - Peak Flows

• Treatment System - Average Flows with Safety Factor

• Distribution System - Average Flows with Safety Factor

• Dripfield System - Average Flows with Safety Factor

Large AOSSs TN Effluent Concentration Chesapeake Bay Limits The project will meet 12VAC5-613-90d - demonstrated effluent quality less than or equal to 20 mg/l TN prior to dispersal. The system shall use biological Nitrogen removal processes utilizing wastewater as the carbon source. A supplemental carbon and alkalinity source may be required. Nitrogen removal credit will be taken for shallow drip dispersal < 12" deep (50%) to meet site nitrogen concentration requirements. The compliance sample location will be the drainfield dispersal pump tank.

Page 70 of 108

Dripfield and Dispersal Based upon the feasibility soil evaluation and current site plan, ODE calculates that there is approximately 14.8 acres (645,000 sqft) available for primary and 200% reserve (4.93 acres for primary and 9.86 acres for the 200% reserve). ODE will be recommending a .15 gpd/sqft drip dosing hydraulic loading rate. This is less than the VDH maximum hydraulic loading rate of .33 gpd/sqft based upon the ksat analysis. The area available for drip dispersal far exceeds the required area (645,000 sqft versus 157,380 sqft). Primary and Reserve Drip Dispersal Area Required

Usage Cluster

DispersalFlowRate(gpd)

PrimaryDripfieldRequired

at .15 gpd/sqft

(sqft)

200% ReserveDripfieldRequired

at .15 gpd/sqft

(sqft)

Stone House Restaurant 2460 16,400 32,800

Cabin Cluster 1 506 3,373 6,747

Cabin Cluster 2 506 3,373 6,747

Cabin Cluster 3 506 3,373 6,747

Cabin Cluster 4 506 3,373 6,747

Cabin Cluster 5 506 3,373 6,747

Cabin Cluster 6 506 3,373 6,747

Hillside Equestrian Barn and Reserve Room 414 2,760 5,520

Spa and Pool Complex 208 1,387 2,773

Maintenance Service Building Service Cluster 850 5,667 11,333

Dwelling 1 450 3,000 6,000

Total 7418 49,453 98,907 148,360

To

tal D

rip

Dis

per

sal A

rea

Req

uir

ed(s

qft

)

Dispersal Area Statistics

• Total Area Available (Primary and Reserve) - 14.8 Acres

• Total Area Required (Primary and Reserve) - 3.61 Acres

• Perc Rate - 50 mpi @ 5"

• Slope 4% to 20%

• Installation Depth 5"

• Design Hydraulic Loading Rate .15 gpd/sqft o Max Hydraulic Loading Rate per VDH - .33 gpd/sqft

The selected dispersal areas are shown on the Conceptual Development Plan - Well and Septic. Final layout will be based upon the VDH approved Sewage Disposal Permit Plans. See the graphic on the following page which shows the soil borings/pits, the available dripfield area, and the selected dripfield areas.

780

760

800

710

80

0

710

700

730

700

780

720

790

710

780

760

700

750

700

740

760

690

730

720

710

760

700

700

750

690

740

750

73

0

720

730

720

710

690

700

690

680

72

0

70

0

690

680

670

670

680

690

670

690

680

660

680

660

660

760

750

77

0

740

730

720

750

790

740

690

740

730

710

690

680

670

W/E

664.2

50' 100' 200'0

2

3

4

6

7

89

10

11

12

13

14

15

16

17

18

19

20

21

22

31

24

25

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34

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36

37

3839

40

41

42

43

44

45

46

3

23

1

W4

W3

W1

W2

W6

W5

W1

4

(54

0)

942-5

600

old

do

men

g@

nte

los.

net

2/17/17REV 1/18/18

sheet 3

203

6 F

ore

st D

riv

e W

aynes

boro

, V

irg

inia

2298

0

LEGEND


PRIMARY DRAINFIELD

RESERVE DRAINFIELD

ODE SOIL BORING

MONITORING WELL

DRIPFIELD KEY

DF

123456789

10

CLUSTER

STONE HOUSE RESTAURANTCABIN CLUSTER 1CABIN CLUSTER 2CABIN CLUSTER 3CABIN CLUSTER 4CABIN CLUSTER 5CABIN CLUSTER 6

HILLSIDE EQUESTRIAN BARN AND RESERVE ROOMSPA AND POOL COMPLEX

MAINTENANCE BUILDING SERVICE CLUSTERAND

SINGLE FAMILY RESIDENCE

PDF1

RDF1

PE

R V

IRG

INIA

GR

ID N

OR

TH

MW

MW

MW

CONCEPTUAL DEVELOPMENT PLANWELL AND SEPTIC

NOTES:

1. GENERAL LAYOUT TO ILLUSTRATE ONSITE WASTE WATER DISPERSAL SYSTEM AND WELLS

2. FINAL DESIGN IS DEPENDENT UPON VDH APPROVAL AND MAY VARY FROM THIS GENERAL LAYOUT


4. CONCEPTUAL SITE PLAN BY BUSHMAN DREYFUS ARCHITECTS


PDF1

RDF1

RDF1

PDF2

RDF2

PD

F3 RD

F3

PD

F4

RD

F4

PD

F5 RD

F5

PD

F6

RD

F6

PD

F7

RD

F7

PD

F8

RD

F8

PD

F9

RD

F9

PDF10

RDF10

STONE HOUSE RESTAURANT

HILLSIDE EQUESTRIAN BARN AND RESERVE ROOM

CABIN CLUSTER 1

CABIN CLUSTER 2

CABIN CLUSTER 3

CABIN CLUSTER 4

CABIN CLUSTER 5

CABIN CLUSTER 6

MAINTENANCE BUILDING SERVICE CLUSTER

DWELLING

SPA AND POOL COMPLEX

PRIMARY AND RESERVE AREA(SQFT)55500101201012010120101201012010120110004160

26000

DISPERSAL FLOW RATE(GPD)2460506506506506506506414208

1300

DWELLING

810

820

830

8408

50860

870

88

0

89

0

900

Page 72 of 108

Sludge Management Plan ________________________________________________________________________ The primary sludge producing tanks in the Blackthorne Inn sewage treatment systems will be the septic tanks and the treatment tanks. The Blackthorne Inn will have a licensed AOSS Operator who will be the responsible entity for determining the frequency of pumping out these tanks. Blackthorne Inn will subcontract with a licensed pumper company who will be responsible for pumping, transportation, and disposal of the sludge. The licensed pumper company will dispose of the sludge at a permitted facility (such as the local permitted Wastewater Treatment Plant). All tank lids will be kept sealed and secured at all times except during inspections, maintenance, and pumping.

Page 73 of 108

Operation and Maintenance Requirements ________________________________________________________________________ The Blackthorne Inn Onsite wastewater treatment and dispersal system will be composed of multiple systems. Their operation and maintenance requirements will depend on their individual flow rates. There will be two types of systems:

• Small AOSS Systems (less than 1,000 gpd) o Cabin Clusters o Employee Area

• Large AOSS Systems (between 1,000 gpd and 10,000 gpd) o Modern Wine Restaurant o Blackthorne Inn

An Operation and Maintenance Manual for each individual system shall be submitted to VDH prior to the issuance of the operation permit. Basic information contained in the Operation and Maintenance Manual includes:

1. A list of the components comprising the AOSS with dimensioned site layout and contact numbers for replacement parts for each unit process

2. A list of any control functions and how to use them

3. All operation, maintenance, sampling, and inspection schedules,

4. The performance data sampling and reporting schedule

5. The limits of the AOSS design and how to operate the system within those design limits

6. Additional information as deemed necessary or appropriate by ODE.

7. An operation checklist will be provided in the Operation and Maintenance manual.

Effluent performance sampling will be done according to the VDH operation permit. Large AOSS shall include effluent performance sampling once per year:

• BOD5 • TSS • Total Nitrogen • Fecal Coliform • Flow will be measured by a water meter to be reported to VDH annually for

individual systems with design flow rates greater than 1000 gpd.

Page 74 of 108

Small AOSS shall include performance sampling once per 5 years: • BOD5 • Fecal Coliform • Flow will be estimated for individual systems with design flow rates less than

1000 gpd. Blackthorne Inn will be required to have a licensed AOSS Operator responsible for operating the onsite wastewater treatment and dispersal systems. The minimum operator visit frequency shall be quarterly for Large AOSS systems and yearly for Small AOSS systems. Other operation tasks as outlined in the operation and maintenance manual may require a greater frequency of visits. The first visit shall be within the first week of operation. There will be a start-up period for the AOSS during which additional site visits, sampling, field tests, and engineer involvement may be required. Blackthorne Inn shall maintain contracts with the following types of subcontractors to properly operate the wastewater treatment, and dispersal system.

• A licensed septic pumper company • A licensed AOSS wastewater operator • Service company(ies) for emergency repairs to the wastewater treatment and

conveyance system or system components such as a septic system installer or service company, plumber, electrician, etc.

Page 75 of 108

Recharge and Groundwater Flow ________________________________________________________________________ Recharge varies in the Blue Ridge Province and is determined by local precipitation and runoff, which is influenced by topographic relief and the capacity of the land surface to accept infiltrating water. The steeper gentler topographic relief of the Blue Ridge Province is subject to rapid denudation and encourages the shallower regolith development as seen in the project area. This favors lower amounts of ground-water recharge and decreased well yields. Typical precipitation in the project and surrounding area ranges from 40-50 inches per year. (Figure 1)

Figure 1 - Average Precipitation over Blue Ridge Province

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MOUNT WEATHER, VIRGINIA (445851)Period of Record Monthly Climate SummaryPeriod of Record : 1/ 1/1915 to 4/30/2012

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual

Average Max. Temperature (F) 37.1 39.5 48.1 59.7 69.3 77.3 81 79.5 73.3 62.4 50.9 40 59.8

Average Min. Temperature (F) 21.9 23.2 30.3 40.2 50.4 59.3 63.6 62.4 55.9 44.9 35.1 25.4 42.7

Average Total Precipitation (in.) 2.63 2.4 3.15 3.45 4.29 4.07 3.91 3.69 3.73 3.62 3.23 2.72 40.88

Average Total SnowFall (in.) 7.1 5.6 4.6 0.9 0 0 0 0 0 0.2 1.3 4.2 24

Average Snow Depth (in.) 2 2 1 0 0 0 0 0 0 0 0 1 0

Percent of possible observations for period of record.Max. Temp.: 98.5% Min. Temp.: 98.5% Precipitation: 98.1% Snowfall: 94.1% Snow Depth: 96%

LINCOLN, VIRGINIA (444909)Period of Record Monthly Climate SummaryPeriod of Record : 9/26/1900 to 3/31/2012

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual

Average Max. Temperature (F) 43.2 45.8 55.9 67 76.8 84.4 88.8 87 80.9 69.8 57.6 45.5 66.9

Average Min. Temperature (F) 24 24.8 32.4 41.5 51.1 60 64.4 62.7 55.9 44.3 35.1 26.4 43.5

Average Total Precipitation (in.) 2.96 2.57 3.35 3.4 4.08 4.21 3.75 4.08 3.49 3.13 3 3.03 41.05

Average Total SnowFall (in.) 6.3 6.6 4.2 0.2 0 0 0 0 0 0.2 0.6 3.7 21.8


Percent of possible observations for period of record.Max. Temp.: 98% Min. Temp.: 97.7% Precipitation: 97.8% Snowfall: 98% Snow Depth: 97%

THE PLAINS 2 NNE, VIRGINIA (448396)Period of Record Monthly Climate SummaryPeriod of Record : 4/ 1/1954 to 3/31/2009

Average Max. Temperature (F) 44.8 44.3 53.7 65.7 72.5 84 86.6 86.9 80.5 68.7 57.3 47.6 66

Average Min. Temperature (F) 24.9 22.8 30.9 40.8 47.9 60.1 64.5 63 55.1 45.2 35.1 27.6 43.2

Average Total Precipitation (in.) 2.91 2.6 3.54 3.4 4.05 3.85 3.96 4.38 3.91 3.35 3.36 2.93 42.24

Average Total SnowFall (in.) 7.3 6.8 4.7 0.4 0 0 0 0 0 0.2 1.2 3.9 24.5


Percent of possible observations for period of record.Max. Temp.: 0% Min. Temp.: 0% Precipitation: 98.8% Snowfall: 98.9% Snow Depth: 98.8%

Data gathered from two county specific climate stations indicate that the yearly average precipitation is approximately 41.4 inches. (Figure 2)

Figure 2 - Climate Summary in Project Area Most of the recharge in the Blue Ridge Province takes place in interstream areas. Almost all recharge is from precipitation that enters the aquifers through the porous regolith. Much of the recharge water moves laterally through the regolith and discharges to a nearby stream or depression during or shortly after a storm or precipitation event. Some of the water, however, moves downward through the regolith until it reaches the bedrock where it enters fractures in crystalline rocks and sandstones or solution openings in carbonate rocks. (Figure 3) By utilizing storm water runoff neutral strategies and maintaining common undeveloped/natural areas, the site can maximize its potential for ground water recharge through precipitation infiltration.

Page 77 of 108

Figure 3 - Conceptual View of the Blue Ridge Province Ground Water Flow System The regolith is more porous than the bedrock. The porosity of the regolith in the Blue Ridge Province ranges from about 20 to 30 percent and the porosity of the bedrock ranges from only about 0.01 to 2 percent. Accordingly, the regolith has the capacity to store a much larger volume of water than the bedrock, which contains water only in fractures. This follows the reservoir-pipeline conceptual model illustrated in the following Figure 4. Most of the water is stored in the regolith reservoir, represented by the cylinder, from which a small part of the water moves downward and is stored in bedrock fractures, represented by the interconnected rods. The size, number, and interconnection of the fractures decrease with depth. The recharge area up gradient from the site is large and originates on mountains to the south that are lightly developed.

Page 78 of 108

Figure 4 - Reservoir Pipeline Conceptual Model of Blue Ridge Province Ground Water System One of the main advantages of an onsite treatment and dispersal waste water system is that the water removed from the aquifer for use is treated and dispersed in the same general immediate vicinity. The vast majority of water usage (>95%) is eventually returned to the aquifer as treated effluent and will serve as additional ground water recharge. The estimated water usage at the site is 6,864 GPD. Long term recharge from treated effluent will approach 95% of withdrawn water or 6,520 GPD. Water Budget for the site: Annual Precipitation - 41.4 inches Site Area - 67.8 Acres Median Recharge per USGS Regional Aquifer System Analysis - 13 inches Daily Groundwater Recharge from Precipitation - 65,572 GPD Long Term Groundwater Recharge Due to Onsite Dispersal - 6,520 GPD Total Recharge - 72,092 GPD Estimated Long Term Groundwater Withdrawal - 6,864 GPD By utilizing runoff neutral strategies, increasing the area of the site left in a natural state, and recycling gray water for landscape watering the recharge rate can be increased above median typical values. Groundwater flow at the site primarily follows topographical elevations and flows from areas of increasing elevations to decreasing elevations finding relief in stream and lakes. Static water levels tend to increase upgradient from exposed bodies of water. (Figure 5).

Page 79 of 108

Figure 5 - Groundwater Movement and Elevated Static Water Levels Upgradient from Water Bodies

Page 80 of 108

Groundwater Sensitivity ________________________________________________________________________ Contamination threats The parcel does not lie within a known area of groundwater sensitivity. There are no current pollution sources located within 1000 feet of the parcel. There was one past petroleum release within 1000 feet of the parcel, Funkhouser Tanker Spill PC Number 19963751, 1996-1998 (18 years ago). The case was confirmed and is now closed. There are no active leaking underground storage tanks within 1000 feet of the parcel. There were six past petroleum releases within 3 miles of the parcel occurring between 1989 – 2015. Of these six, only two remain active. There are three Registered Tank Facilities all recorded in 2007. No VPDES discharge systems are within 3 miles of the parcel. The nearest VPDES discharge system is approximately 6.5 miles away (Saint Louis Community in Loudon County - LCSA). Locations of pollution sources and contamination threats within 3 miles are shown in the following figure:

Figure - Groundwater Sensitivity Map Showing Pollution Sources within three miles

Page 81 of 108

Type ID Number Facility Name Open Date Closed Date Distance (ft) Miles

Petroleum Release 19963751 Funkhouser Tanker Spill 3/30/1996 5/7/1998 800 0.2

Petroleum Release 20153149 Susie Penic Trust Property 2/18/2015 12/29/2016 8567 1.6

Petroleum Release 19941872 Stokes Property 1/8/1994 7/24/1995 10185 1.9

Petroleum Release 20103082 Williams RA Property 8/25/2009 9590 1.8

Petroleum Release 19900310 Jordons Property 9/11/1989 4/10/1995 10763 2.0

Petroleum Release 20073066 Brooks Cluster Subdivision 9/29/2006 9590 1.8

Registered Tank Facilities 3008502 James Trippett Property 5/25/2007 8145 1.5

Registered Tank Facilities 3001277 Valley Drilling Corp. 4/24/2007 10777 2.0

Registered Tank Facilities 3016204 Sky Meadows State Park 3/22/2007 12305 2.3

VPDES System VA0062189 LCSA - Saint Louis Community 35960 6.5

VPDES System VA0027197 Notre Dame Academy 37790 7.2

VPDES System VA0058599 Berryville WTP 42448 8.0

VPDES System VA0090883Prospect Hill Springs Filtration

WTP46625 8.8

VPDES System VA0085171 Boyce STP 51545 9.8

Pollution Sources near Blackthorne Inn

There are approximately 8 existing drainfields and 8 private wells (locations inferred from field reconnaissance and air photos) within 1000 feet of the parcel. From USGS topographical maps, there appears to be 3 existing drainfields directly up gradient from the site.

Figure - Drainfields and Wells within 1000 feet of the parcel

Page 82 of 108

Public Water Supplies There are no public ground water supplies within 1000 feet of the parcel. Potential for the proposed use to affect existing users of groundwater The proposed development anticipates using a maximum of 6,864 gpd of groundwater. The proposed withdrawal of groundwater is not consumptive in that over 95% of water will be returned to the ground as recharge. The treated wastewater effluent standards are dictated by Chesapeake Bay Standards which require a concentration less than 20 mg/l of TN to be dispersed into the soil. Based upon a maximum discharge of 6,864 gpd a maximum of 1.1 lbs per day of Total Nitrogen will be released to the soil per day. By utilizing drip dispersal approximately half of that Nitrogen will be absorbed by plants and soil microbes.

Page 83 of 108

Nitrogen Dilution Analysis ________________________________________________________________________ Large AOSSs TN Effluent Concentration Chesapeake Bay Limits The project will meet 12VAC5-613-90d - demonstrated effluent quality less than or equal to 20 mg/l TN prior to dispersal. 50% TN removal credit will be taken for shallow pressure dosed drip dispersal < 12" deep. The compliance sample location will be the drainfield dispersal pump tank. 5 mg/l TN Limit at the Project Boundary Per 12VAC5-613-90b, TN concentration at project boundary shall be less than 5 mg/l. Per GMP 156 Appendix C, dilution may be used to demonstrate compliance with this limit. Project: Blackthorne InnGPIN: 6044-67-8620, 6044-67-0871, 6044-67-0476, 6044-57-6929*Lot Size 57.51 acresImpervious 7.50 acresTotal Pervious 50.01 acresRainfall 41.4 inches

Nitrate Calculation Table

41.4

20.7

50.01

76,605.3

6,865.0

6,865.0

78.0

20.0

10.0

0.8

*Parcel PIN:6044-57-5196-000 not included in analysis

Dispersal Total Nitrogen UptakeShallow Drip < 12" deep 50%

Nitrogen Concentration at the Aquifer(mg/l)

Rainfall(inches)

Rainfall Infiltration (R)(inches)

Dilution Area (D)(acres)

Rainwater Infiltration Dilution (I)(gpd per acre yr)

Hydraulic Loading Rate(gpd)

Equivalent Nitrate Loading Rate (gpd)

Raw Total Nitrogenmg/l

Treated Total Nitrogen Prior to Dispersal

Page 84 of 108

Calculation Summary The following notes pertain to the above spreadsheet table calculation methods. Impervious Area The impervious area was calculated by measuring the area of buildings, pavement, parking, ponds, and walking paths from the conceptual development plan. An additional 10% was added to the measured area to allow for additions of walkways and differences with the final site plan. Rainfall Historical precipitation data (41.4"/yr) was taken as the average of Weather Stations from:

• Mt Weather - 40.88"/yr (Lat 39°04', Long 77°53' - 5 miles from project site, 1915-2012) • Lincoln - 41.05"/yr (Lat 39°07', Long 77°43' - 13.5 miles from project site, 1900-2012) • The Plains - 42.24"/yr (Lat 38°51', Long 77°45' - 13.2 miles from project site, 1915-2012)

(Data tables are summarized in this report’s Recharge and Groundwater Flow Section). R = .5 x Average Rainfall (Per VDH Regulations) I = R x D x 74 Equivalent Nitrate Loading Rate Design water usage was used with no reduction. Raw Nitrogen Concentration Raw Total Nitrogen was estimated to be 66 mg/l. Treated Nitrogen Concentration Treated TN effluent concentration was estimated as the compliance limit for Large AOSSs greater than 1,000 GPD and less than 10,000 GPD (20 mg/l). Trench Dispersal Uptake TN uptake due to shallow drip dispersal was estimated as 50%. Nitrogen Concentration at Aquifer

_______________________________________________________________________

[ ] aquifereffluent TNTNxIQ

Q=

+

Page 85 of 108

Groundwater Mounding Analysis (Preliminary) ________________________________________________________________________ The overall water usage at the site exceeds mass drainfield criteria, however most of the individual cluster dispersal areas are less than VDH mass drainfield criteria (exceptions are the Stone House Restaurant and the Maintenance Service Building Service Cluster). A simplified preliminary mounding analysis was done on all the dispersal primary dripfields using an analytical solution based on Khan et al. (1976) and Colorado School of Mines; (2005) (Full reference citation available upon request). There are approximately 14.8 acres available for dispersal of highly treated effluent distributed around the property. Having far greater dispersal area than required allows us to separate the dispersal areas and not concentrate the effluent into a single area. The preliminary dispersal layout was done to minimize any mounding potential by decreasing the linear loading rates into the long topography contours available on the site. The mounding analysis is a worse case scenario as we have used the lowest KSAT value for the infiltration rate K1 and used slower permeabilities for K2 as found in isolated areas with greater Bt depth. The majority of the site is underlain by fractured rock of higher permeability. Mounding Analysis Criteria

• Installation Depth = 5"

• Depth to Cr = 11"

• K1 = .3084 ft/day (9.4 cm/day)

• K2 = .0492 ft/day (1.5 cam/day)

• HLR = .15 gpd/sqft

Mounding Evaluation Results

• None of the dripfields had any mounding effects

Neither mounding nor lateral groundwater will cause an encroachment upon the dispersal infiltration zone. The mounding analysis calculations are shown on the following page in tabular format. Three bedroom dwelling on parcel PIN: 6044-57-5196-000 not included in this analysis.

Page 86 of 108

Volume of Effluent Dispersed per Day = 2,050Number of Trenches in Dispersal Field (DF) = 1 Dispersal Area Width (down slope = 56 ft Dispersal Area Length (across slope) = 330 ft Center-to-Center Trench Spacing = 0 ft

0.3400 ft/day1.1200 ft/day

Installation Depth (see note to right for positive vs. negative) = 0.42 ftDepth to SHWT or WT = 0.92 ftMinimum Vertical Separation Required: Total = 0.50 ft

0.50 ftMaximum Allowable Mound Height = 0.00 ft

If Nearby Slope Cuts Through Restrictive Layer Horizontal Distance from Center of DF

0 ft

If Nearby Slope Does Not Cut Through Restrictive Layer Horizontal Distance from Center of DF

0 ft0.00 ft

N/A ft

N/A ftN/A ft

Distance Distance fromIncrement Center of DF Mound Height

1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.011.0 0.00 0 0.012.0 0.00 0.01 0.013.0 0.00 0.01 04.0 0.00 0.02 -0.015.0 0.00 0.03 -0.026.0 0.00 0.05 -0.037.0 0.00 0.06 -0.058.0 0.00 0.08 -0.079.0 0.00 0.1 -0.09

10.0 0.00 0.13 -0.1111.0 0.00 0.15 -0.1412.0 0.00 0.18 -0.1713.0 0.00 0.22 -0.214.0 0.00 0.25 -0.24

Mounding Analysis Dripfield – Stone House Restauran t

gpd

Vadose Zone Permeability (K1) =Restrictive Layer Permeability (K2) =

In situ Soil =

to Exposed Restrictive Layer (Ls) =

to Base of Slope (Xs) = Restrictive Layer Depth at Base of Slope (Hs) =

Lateral Extent of Mound from DF Center (L) =

Maximum DF Half-Width to Prevent Slope Breakout (wmax) =Maximum DF Width to Prevent Slope Breakout (Wmax) =

(q´/K2)-((x^2)/(w^2))

Page 93 of 108

Volume of Effluent Dispersed per Day = 414Number of Trenches in Dispersal Field (DF) = 1 Dispersal Area Width (down slope = 37 ft Dispersal Area Length (across slope) = 100 ft Center-to-Center Trench Spacing = 0 ft

0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.31.0 0.00 0 0.32.0 0.00 0.01 0.293.0 0.00 0.03 0.284.0 0.00 0.05 0.265.0 0.00 0.07 0.236.0 0.00 0.11 0.27.0 0.00 0.14 0.168.0 0.00 0.19 0.129.0 0.00 0.24 0.07

10.0 0.00 0.29 0.0111.0 0.00 0.35 -0.0512.0 0.00 0.42 -0.1213.0 0.00 0.49 -0.1914.0 0.00 0.57 -0.27

Mounding Analysis Dripfield – Hillside Equestrian B arn and Reserve Room

gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 94 of 108


0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.41.0 0.00 0.01 0.392.0 0.00 0.04 0.363.0 0.00 0.09 0.314.0 0.00 0.16 0.245.0 0.00 0.25 0.156.0 0.00 0.36 0.047.0 0.00 0.49 -0.098.0 0.00 0.64 -0.249.0 0.00 0.81 -0.41

Edge of DF 10.0 0.00 1 -0.611.0 0.00 1.21 -0.8112.0 0.00 1.44 -1.0413.0 0.00 1.69 -1.2914.0 0.00 1.96 -1.56

Mounding Analysis Dripfield – Spa Pool Complex

gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 95 of 108

NOTE – Assumes maintenance service buildings and 3 bedroom dwelling on same AOSS

Volume of Effluent Dispersed per Day = 1,300Number of Trenches in Dispersal Field (DF) = 1 Dispersal Area Width (down slope = 58 ft Dispersal Area Length (across slope) = 150 ft Center-to-Center Trench Spacing = 0 ft

0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.411.0 0.00 0 0.42.0 0.00 0 0.43.0 0.00 0.01 0.44.0 0.00 0.02 0.395.0 0.00 0.03 0.386.0 0.00 0.04 0.367.0 0.00 0.06 0.358.0 0.00 0.08 0.339.0 0.00 0.1 0.31

10.0 0.00 0.12 0.2911.0 0.00 0.14 0.2612.0 0.00 0.17 0.2313.0 0.00 0.2 0.2114.0 0.00 0.23 0.17

Mounding Analysis Dripfield – Maintenance Service B uildings and Single Family Dwelling

gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 87 of 108


0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.41.0 0.00 0 0.42.0 0.00 0.01 0.393.0 0.00 0.03 0.374.0 0.00 0.06 0.355.0 0.00 0.09 0.326.0 0.00 0.12 0.287.0 0.00 0.17 0.238.0 0.00 0.22 0.189.0 0.00 0.28 0.12

10.0 0.00 0.35 0.0611.0 0.00 0.42 -0.0112.0 0.00 0.5 -0.0913.0 0.00 0.58 -0.1814.0 0.00 0.68 -0.27

Mounding Analysis Dripfield – Cabin Cluster 1

gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 88 of 108


0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.41.0 0.00 0 0.42.0 0.00 0.01 0.393.0 0.00 0.03 0.374.0 0.00 0.06 0.355.0 0.00 0.09 0.326.0 0.00 0.12 0.287.0 0.00 0.17 0.238.0 0.00 0.22 0.189.0 0.00 0.28 0.12

10.0 0.00 0.35 0.0611.0 0.00 0.42 -0.0112.0 0.00 0.5 -0.0913.0 0.00 0.58 -0.1814.0 0.00 0.68 -0.27


gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 89 of 108


0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.41.0 0.00 0 0.42.0 0.00 0.01 0.393.0 0.00 0.03 0.374.0 0.00 0.06 0.355.0 0.00 0.09 0.326.0 0.00 0.12 0.287.0 0.00 0.17 0.238.0 0.00 0.22 0.189.0 0.00 0.28 0.12

10.0 0.00 0.35 0.0611.0 0.00 0.42 -0.0112.0 0.00 0.5 -0.0913.0 0.00 0.58 -0.1814.0 0.00 0.68 -0.27


gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 90 of 108


0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.41.0 0.00 0 0.42.0 0.00 0.01 0.393.0 0.00 0.03 0.374.0 0.00 0.06 0.355.0 0.00 0.09 0.326.0 0.00 0.12 0.287.0 0.00 0.17 0.238.0 0.00 0.22 0.189.0 0.00 0.28 0.12

10.0 0.00 0.35 0.0611.0 0.00 0.42 -0.0112.0 0.00 0.5 -0.0913.0 0.00 0.58 -0.1814.0 0.00 0.68 -0.27


gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 91 of 108


0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.41.0 0.00 0 0.42.0 0.00 0.01 0.393.0 0.00 0.03 0.374.0 0.00 0.06 0.355.0 0.00 0.09 0.326.0 0.00 0.12 0.287.0 0.00 0.17 0.238.0 0.00 0.22 0.189.0 0.00 0.28 0.12

10.0 0.00 0.35 0.0611.0 0.00 0.42 -0.0112.0 0.00 0.5 -0.0913.0 0.00 0.58 -0.1814.0 0.00 0.68 -0.27


gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 92 of 108


0.3084 ft/day0.0492 ft/day




0 ft


0 ft0.00 ft

N/A ft

N/A ftN/A ft


1.00 ft x H(ft) (ft) (x^2)/(w^2)

Center of DF 0.0 0.00 0 0.41.0 0.00 0 0.42.0 0.00 0.01 0.393.0 0.00 0.03 0.374.0 0.00 0.06 0.355.0 0.00 0.09 0.326.0 0.00 0.12 0.287.0 0.00 0.17 0.238.0 0.00 0.22 0.189.0 0.00 0.28 0.12

10.0 0.00 0.35 0.0611.0 0.00 0.42 -0.0112.0 0.00 0.5 -0.0913.0 0.00 0.58 -0.1814.0 0.00 0.68 -0.27


gpd


In situ Soil =





(q´/K2)-((x^2)/(w^2))

Page 96 of 108

Preliminary Groundwater Monitoring ________________________________________________________________________ Two monitoring wells are being proposed to monitor the dispersal system, ground water level, and ground water quality. They will be located downhill of critical dripfield areas. The locations shown on the Conceptual Development Plan - Water and Sewer are schematic in nature. Final locations must be approved by VDH prior to obtaining a sewage disposal permit. The monitoring wells will be constructed of SCH 40 PVC pipe and extend to the low season ground water level. They will have a lockable cap and be configured to allow groundwater to be monitored through the opening. The monitoring well will serve as observation ports for sampling, observation, and measuring of dispersed effluent levels beneath the infiltration surface.

Page 97 of 108

Site Suitability for Onsite Dispersal ________________________________________________________________________ Feasibility Report Sewage Treatment and Onsite Disposal System Onsite Water Supply Easton and Porter Group LLC Blackthorne Inn Fauquier County


February 17, 2017 Revision January 17, 2018 The development is feasible from an onsite wastewater treatment and dispersal system perspective.

• The available area for dispersal far exceeds the amount required

• Although the soils are shallower to rock, the upper soil horizons are very permeable due to the nature of soil and the underlying rock

• There is no indications of any mounding issues

• To mitigate potential pollution from the dispersal fields, UV disinfection should be implemented in the treatment designs.

_________________________________________________ Michael F Craun PE - License Number 0402036859

Page 98 of 108

Aquifer Characteristics and Hydrogeology ________________________________________________________________________ The site is located within the Blue Ridge Province. (Figure)

Figure - Extent of Blue Ridge Province Aquifers The aquifers within the Blue Ridge Province are characterized by and primarily underlain by dense, almost impermeable bedrock that yields water primarily from secondary porosity and permeability provided by fractures. Water in the bedrock is stored in and moves through fractures, which form the only effective porosity in the unweathered rock. The primary water storage is in the regolith above the bedrock which has 20 to 50 times the storage capacity of the bedrock. Underlying bedrock fractures are scarce below 800 ft. (Figure)

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Figure - Typical Blue Ridge Province Groundwater System Components The composition of the aquifers in this area are crystalline metamorphic and igneous rocks and are primarily coarse-grained granite, gneisses, and schists of various mineral compositions; however, fine-grained rocks, such as phyllite and metamorphosed volcanic rock, are common in places. (Figure)

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Figure - Hydrogeologic Terranes and Extent of Granite - Gneiss-Schist in Blue Ridge and Piedmont Province Several factors affect the yields of wells completed in the rocks of the Blue Ridge Provinces. Variations in yield depend on the type of rock in which a well is completed; the thickness of the regolith; the number, size, and spacing of bedrock fractures and the degree to which the fractures are connected; and the topographic setting of the well.

USGS Regional Aquifer System Analysis indicates that expected well yields (interquartile) are from 10 to 60 gpm within Gneiss-Schist hydrogeologic terrane with an average yield of 18 gallons per minute. Coarse-textured crystalline rocks, such as granite, gneiss, and schist, generally yield more water than fine-grained, metavolcanic rocks (5 to 20 gpm in phyllitic rock). Most of the fractures in crystalline rocks are steeply inclined, intersecting openings that are more numerous at shallow depths. Only about 3 percent of wells encounter no fractures and are either dry or will not have a sustained yield.

The Blue Ridge Basement Formation does not contain primary intergranular porosity through which groundwater might flow. Groundwater flow is confined to bedrock fractures and fissures. Water storage is primarily in the thicker overlying regolith. Transmissivity is expected to be in the range of 20-4000 sqft per day (interquartile). (Figure) No significant linear features, fracture traces or structural features were identified on air photos or other maps. Minor bedrock outcrops were found during site reconnaissance surveys.

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Figure - USGS Hydrogeologic Conditions from Regional Aquifer Study Analysis

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BOREHOLE DEPTH

(FT)

DEPTH TO BEDROCK

(FT)

STATIC WATER LEVEL

(FT)

YIELD AT DRILLING

(GPM)

Number 241 135 134 236

Minimum 12 2 6 1

Maximum 620 110 140 150

Average 232.4 20.6 41.5 20.3

Median 205 14 38 12

BOREHOLE DEPTH

(FT)

DEPTH TO BEDROCK

(FT)

STATIC WATER LEVEL

(FT)

YIELD AT DRILLING

(GPM)

Number 22 18 18 21

Minimum 70 8 14 2

Maximum 445 104 91 100

Average 158.9 25.8 36.7 28.0

Median 127.5 21.5 32.5 15

Marshall Formation (Fauquier County)

Robertson River Igneous Suite (Fauquier County)

In the absence of good bedrock exposures with which to directly observe bedrock fractures, the yields of randomly-sited water wells can be used as a proxy for fracture density. Well statistics were analyzed from the Virginia Division of Water Quality (VADEQ) Well Database for wells in the Marshall and Robertson River Igneous Suite Formation. The average depth to bedrock was 20.6 feet (25.8 feet) with an average static water level of 41.5 feet (36.7 feet). The average well yield was 20.3 gpm (28.0 gpm) with a range from 1 gpm to 150 gpm.

Figure - Area Well Statistics in Selected Geologic Formations Overall, the data suggest that both the Marshall and Robertson River Igneous Suite Formations can be favorable for groundwater development in terms of fracture density. This is supported by the two existing wells on the property with higher blown well yields (50 gpm). However, the success of a water well drilled at any given site will depend whether the well intersects water bearing fractures. A dry hole results if no water bearing fractures are encountered at the chosen drilling site.

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Existing Wells/Water Supply Sources ________________________________________________________________________ The properties of Blackthorne Inn have four existing wells. A summary of the existing well information is as follows: Well 1 - Located near the existing restaurant

• Static Water Level - 17.5' • Total Depth - 145' • Blown Yield - 50 gpm • 24 hr well yield test in 2013 - 13 gpm

o The well yield test was conducted at the well pump capacity (13 gpm) not the full well capacity (50 gpm)

o Well drawdown was only 15.5 feet with a full recovery in 1.5 hours after pumping for 28 hours.

• Water source has been permitted as a public water source by VDH-ODW • As a public water system, there is a long history of bacteria and nitrate free

sample results. • Existing well testing data shows elevated levels of iron and manganese which are

taste and odor concerns. Well 2 - Located by old stable and service building

• Static Water Level - 42.2' • Steel Casing • No yield or water quality data available from VDH • Private Well

Well 3- Located near the existing cabins

• Static Water Level - 41.2' • Steel casing • No yield or water quality data available from VDH • Probable IIIB Well • Private Well

Well 4 - Located near the Farmhouse • Static Water Level - 2.7' • Steel casing • No yield or water quality data available from VDH • Private Well • Anecdotal evidence of high water yield (50 gpm +/-)

General Well Notes: 1. All the wells need minor rehab work (electrical, casing, well cap, probable pump

replacement, controls, etc.)

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Existing Well Usage

Well 1 provides enough water for the entire development:

• Well 1 Capacity at Hydrogeologic Tested Rate - 13 gpm (18,720 gpd)

• Peak Daily Water Requirement - 10,655 gpd or 7.4 gpm

• Peak Week Average Daily Requirement - 6,864 gpd or 4.8 gpm

The existing Well 1 has previously been permitted by VDH-ODW as a non-community transient public water source. Well 1 can meet the needs of the entire development and fulfill the requirements of the special exception permit.

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Proposed Water Supply Objectives ________________________________________________________________________ The Blackthorne Inn development will be consuming approximately 6,864 gallons of water per day(on a peak week daily average and 10,655 gallon per day on a peak day. The water will be sourced from multiple wells around the site each serving a usage cluster. Some new wells will be drilled.

Water Supply Plan

Usage Cluster**

PeakWaterUsage(gpd)

WellNumber

NewWell

PublicSystem

Stone House Restaurant 4100 1 X

Cabin Cluster 1 - 2 1266 3

Cabin Cluster 3 - 4 1266 5 X

Cabin Cluster 5 - 6 1266 6 X

Hillside Equestrian Barn and Reserve Roomand

Spa and Pool Complex1651 2 X

Maintenance Service Building Service Clusterand

Single Family Dwelling1540 4 X

Total 11,089*

** Parcel PIN:6044-57-5196-000 - The dwelling will be served by its existing private well

* Water Usage shown is from the wastewater characterization for individual cluster usages which includes over estimation due to overlapping use as a sadditional safety factor.Overall peak daily usage estimated at 11,089 gpd (versus 10,655 gpd). Overall peak week daily average water usage estimated at 7,869 gpd (versus 6,864 gpd).

Prior to use, the existing wells may/will require:

• General maintenance and repair

• Sizing pumps, controllers, pressure tanks for specific cluster usage

• Re-permitting as non-community water sources with VDH-ODW

• Verification of the well yield and quality

• Casing and well inspection

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Any public water system wells at the Blackthorne Inn development will require re-permitting through the VDH Office of Drinking Water. The following will be required for permitting the water system:

• VDH Office of Water Quality - Waterworks Permit Application

• VDH Office of Water Quality - Well Site Approval

• Well Inspection

• 24 - 48 Well Yield Test

• Water Quality Samples

• Engineering Report and Design of any Required Component/Treatment Upgrades Any new private well at the Blackthorne Inn development requires a VDH Construction Permit and bacteriological testing prior to use. Based upon our analysis of existing wells drilled in Fauquier County in the Marshall and Robertson River Igneous Suite Formations, proposed wells could expect an average well yield as high as 20 gpm. This is further supported by the existing well 1 and well 4 with higher than average yields (50 gpm), indicating greater fracture density/size and recharge conditions exist in the area. These formations can yield low producing wells which may require water storage to meet instantaneous water demands. Cabin clusters only require .7 gpm well yields to meet average daily water demand. ODE has begun planning additional hydrogeologic study/testing including well/aquifer testing. This additional hydrogeologic study/testing will be done in consultation with the Faquier County and VDH-ODW. Note - County Staff indicated this should be done prior to site plan approval. Easton Porter has charged ODE to begin this prior to the special exception approval.

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Operation and Maintenance Requirements ________________________________________________________________________ The water will be sourced from multiple wells around the site each serving a usage cluster. Both private and public wells will exist on this site. Private wells do not require a licensed water operator. It is recommended to sample for bacteria and nitrates on a regular frequency to monitor the well water quality. Public water systems (wells for the Stone House Restaurant, Hillside Equestrian Barn and Reserve Room, and Maintenance Service Building Service Cluster and Single Family Dwelling) will be required to have a designated water operator. The owner or owner's agent can serve as the operator for transient non community systems with simple treatment such as the Stone House Restaurant and The Hillside Equestrian Barn and Reserve Room. A licensed water operator is required for Non-transient Non-community public water systems such as the Maintenance Service Building Service Cluster and Single Family Dwelling. Operational requirements and water quality monitoring (samples and frequency) will be established by VDH-Office of Drinking Water at the time of permit issuance. Typically, sampling starts out with a higher frequency and tapers off if there are no issues found with water quality. Blackthorne Inn shall maintain contracts with the following types of subcontractors to properly operate the water supply system.

• A licensed water operator • Service company(ies) for emergency repairs to the water treatment and

conveyance system or system components such as a service company, plumber, electrician, etc.

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Site Suitability for Water Supply ________________________________________________________________________ Feasibility Report Sewage Treatment and Onsite Disposal System Onsite Water Supply Easton and Porter Group LLC Blackthorne Inn Fauquier County


February 17, 2017 Revision January 17, 2018 The development is feasible from a well water supply perspective.

• The existing wells easily have the capacity to supply water to the entire development. Well 1 alone can serve as the primary source with capacity to spare.

• Well 1 was previously permitted as a public water source and has a lengthy track record of bacteria and nitrate free water.

• There is space for the additional two wells proposed. The additional wells will ensure that the water used is taken from several sources.

• Groundwater withdrawal is not consumptive and the available groundwater recharge and water supply is adequate. Properly constructed neighboring wells should see no effect from the increased water usage at the site.

_________________________________________________ Michael F Craun PE - License Number 0402036859

Feasibility Report Sewage Treatment and Onsite … Report Sewage Treatment and Onsite Disposal System ... Support Buildings for Laundry, Storage, ... Sewage Treatment and Onsite Disposal

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