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Home My WebLink AboutSDP201500019 Review Comments Groundwater Assessment 2015-07-23Faith Christian Center International, Inc. TMP 78-47,47A Tier 3 Groundwater Assessment Groundwater Management Plan June 23, 2015 Revision 1 - July 29, 2015 Prepared for: Faith Christian Center International, Inc. Pastor Dr. Wayne Frye P.O. Box 2306 Charlottesville, VA 22902 Prepared by: Old Dominion Engineering Michael Craun, PE 2036 Forest Drive Waynesboro, VA 22980 Steve Gooch Consulting Geologist, Inc. Steve Gooch, CPG 703 Oliver Creek Rd. Troy, VA 22974 Page 2 of 23 Table of Contents Summary 3 Introduction 4 Site Overview 4 -5 The Project 5 Water Usage 5 Site Topography 6 Watershed 7 -8 Underlying Geology 9 Soils and Saprolite 10 Aquifer Characteristics and Potential (Actual ) Well Yields 11 -17 Site Groundwater Flow and Recharge 18-19 Groundwater Sensitivity 20 -21 Groundwater Management Plan 22 Engineer and Geologist Certification 23 Appendix 1 - Site Plan Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 3 of 23 Summary Hydrogeologic units: 1 E (Blue Ridge East) Groundwater availability zone: Class 2 (medium relative groundwater availability) Hydrogeologic conditions favorable to proposed use? Yes Estimated daily groundwater withdrawal: 653 gpd Estimated daily groundwater recharge to site: 1226 gpd (+ 623 gpd non consumptive use returned through onsite dispersal) Site within groundwater sensitivity zone? No, the site is not within an area of recognized groundwater sensitivity according to a County study or database. Contamination threats on record: Minor number of pollution sources within 1000 feet. All petroleum source cases have been closed. Additional contaminant threats observed from field survey: None Anticipated impacts of proposed use on existing users: None Groundwater Management Plan: Implement runoff - neutral technology to whatever extent possible. No special requirements required. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980 • 540- 942 -5600 • olddomeng @ntelos.net Page 4 of 23 Introduction This Tier 3 Groundwater Assessment and Groundwater Management Plan is being prepared as a requirement of Albemarle County for the site planning process of the new Faith Christian Center International development. This report fulfills the requirement of Article IV of the Water Protection Ordinance. This Report attempts to provide as complete a picture as possible of the basic geology and hydrogeologic environment of the site and includes information summarized from the available literature, well inventory, and site reconnaissance visits and interviews. This report also includes a summary of the existing well on the property that is going to be rehabilitated for use as a drinking water source. Site Overview The proposed development is located in Albemarle County on two parcels (TM 78 -47 and TM 78 -47A) with a total area of approximately 9.48 acres at 2184 Richmond Road Charlottesville, VA (north side of Richmond Road). The property is bounded by residential properties (west and north side), light commercial and residential properties (on the east side), and open land (south side across Richmond Road). (Figure 1) iJ 0 0 0 r-I 0 00 M 78026,000' W 78 025.000' W WGS84 78 024.000' W Project Site �3A1N h9ap;,ereated;tivi h ,� 2006-Naiia. al ,Geographic; Q2045 Tele." tlas,.l e1:.8f20C�5 , tia . iJ 0 0 Q r-I 0 O �1} m 78026,000' W 78 025.000' W WG584 78 024.000' W MN -1 0.0 0.5 i.0 miles . ' j ' . I 101120 0.0 D.5 1.0 1.5 km Figure 1. Site Location and General Surrounding Area Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 5 of 23 The property was originally the Sleepy Hollow Trailer Park (now defunct). Remnants remain of the park including an old rundown residential structure, several wells and well buildings, and an access road. The property is sloped toward Shadwell Creek and overgrown with poor quality trees with some mixed hardwoods. The project site is located topographically in the southern foothills of the Southwest Mountains. The Project The project consists of a new facility for Faith Christian Center International. Development at the parcel will include a new building for use as a church, daycare, and Christian education/fellowship center, parking area, storm water control and treatment, rehabilitated well, and new onsite treatment and dispersal wastewater system. Weddings and funerals will be held at the church on an infrequent basis. The church will have seating for 399. Services will be held on Sunday and Wednesday evening. The daycare will host a maximum of 50 children on Monday through Friday. Other uses of the church will be: • Fellowship meetings /Training • Life development classes • Weddings • Funerals • Special Conferences The developed parcel will consist of large cleared areas to accommodate the church facilities with some wooded, sloping land on the eastern side. A site plan showing the proposed development layout and projected areas of land disturbance is attached as an appendix. Water Usage A water usage characterization of the new facility was completed by Old Dominion Engineering (ODE) and was submitted to and approved by VDH for the onsite wastewater treatment and dispersal system design. Water usage estimates for the new church considered various building usages for both peak and average occupancies. Sources include VDH, EPA, Old Dominion Engineering water usage studies, WERF, and Old Dominion Engineering experience. ODE estimated that the church will use an average of 656 gpd. Typical weekly average water usages will range from 466 gpd to 1,038 gpd depending upon the size, type, and number of events held throughout the week. The onsite wastewater treatment and dispersal system was designed to accommodate the peak water usage. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net INA ~ 49 e 76 9 Site Top graph -1:220 Scale Page 7 of 23 Watershed The parcel is located in the Rivanna Sub Basin (HUC8 02080204) which is a tributary watershed draining to the James River and ultimately to the Chesapeake Bay. The Rivanna Sub Basin is located in portions of Albemarle, Greene, Louisa, Fluvanna, and Orange 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. Discharge treated wastewater effluent quality limits for Total Nitrogen shall be less than 20 mg /l TN. The project site is located in the Rivanna River - Mechunk Creek Watershed (HUC 10 0208020404) and the Rivanna River - Carroll Creek Sub - Watershed (HUC12 020802040404 (VAHU6 - JR17). The sites surface water drainage is incorporated into up stream Sub - Watershed JRO1 to JR15 prior to flowing through the Rivanna Sub Basin to the James River. (Figure 2) Figure 2 - Rivanna Sub Basin and Corresponding Watershed /Sub - Watersheds Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 8 of 23 The site varies in elevation from 442 feet to 348 feet. The drainage area of the parcel flows entirely toward Shadwell Creek which runs along the eastern perimeter of the parcel. Shadwell Creek has been designated as a water supply protection area or 100 year floodplain area. There will be no disturbances within the 100' buffer. There are no other surface water features (streams or springs) on the parcels. Figure 3 -Local Drainage Divides and Surface Water Features Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 9 of 23 Underlying Geology The underlying geology of the site is mapped as Catoctin Formation - Metabasalt ([Zc). The Catoctin Formation- Metabasalt is a grayish -green to dark - yellowish - green, fine- grained, schistose chlorite- and actinolite - bearing metabasalt, commonly associated with epidosite segregations. Soil borings on the property indicate the presence of decomposed greenstone rock which is typical of the Catoctin Formation — Metabasalt. The eastern contact between the Catoctin and overlying metasedimentary rocks is about 4800 feet southeast of the parcel. No bedrock exposures were observed on the property during field reconnaissance. Figure 4 - Underlying Geology of Project Site and Surrounding Area Legend: [Zpm: Metagraywacke, Quartzose Schist, and Melange (Proterozoic Z- Cambrian) [ca: Candler Formation - Phyllite and schist (Cambrian) my: Mylonite, Mylonite Gneiss, and Cataclastic Rocks (Proterozoic - Paleozoic ?) [Zc: Catoctin Formation - Metabasalt (Proterozoic Z- Cambrian) [Zmd: Metagabbro (Proterozoic Z- Cambrian) Zlg: Lynchburg Group; Graphitic phyllite and metasiltstone (Proterozoic Z) Zl£ Lynchburg Group - Fanglomerate (Proterozoic Z) Zrr: Robertson River Igneous Suite - Rivanna granite (Proterozoic Z) Ybg: Porphyoblastic Biotite - Plagioclase Augen Gneiss (Proterozoic Y) Ymg: Two -Mica Granite (Proterozoic Y) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 10 of 23 Soil and Saprolite The soil is mapped as Rabun clay loam and Davidson clay loam. Both soil series are found in proximity to each other and both are deep and well drained. These soils are formed as a weathered product of greenstone. Rabun soils generally have a thinner solum then Davidson soils. However, both soils lend themselves well to storing groundwater and allowing flow to fractures in the bedrock. Site soil borings confirmed that the soil is as mapped. Figure 5 - Soil Map of Project Area Legend: 12D - Cotoctin Silt Loam (15 -25 %) 23B - Davidson Clay Loam (2 -7 %) 23C - Davidson Clay Loam (7 -15 %) 71C - Rabun Clay Loam (7 -15 %) 71D - Rabun Clay Loam (15 -25 %) 83 - Toccoa Fine Sandy Loam Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 11 of 23 Aquifer Characteristics and Potential (and Actual) Well Yields The site is located within the Piedmont Province Aquifers which is characterized by lower altitudes and more subdued topography and extends over about 49,000 square miles from New Jersey to Alabama. (Figure 6) EXPLANATION MICH LAKE N.Y. MASS Physeographic Provence ERIE ONN Valley and Ridge PA. Piedmont OHIO ❑ 40° Blue Ridge and N.J. New England W. VA. ILL IND. MO. KY. VA. 0 ARK. TENN. -�_ N.C. 1 ALA. Al S.C. e� MISS. v GA. 0 100 200 MILES LA. 0 100 200 KILOMETERS GULF OF MEXICO FLA. + Projectsite Figure 6 - Extent of Piedmont Province Aquifers Locally, the parcel is within the Blue Ridge East (M) hydrogeologic unit, with Class 2 (medium) relative groundwater availability, as defined in the Albemarle County Hydrogeologic Assessment Summary Report of 2003. The aquifers within the Piedmont 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 regolith has 20 to 50 times the storage capacity of the bedrock. Underlying bedrock fractures are scarce below 800 ft. (Figure 7) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 12 of 23 Unsaturated . zone Water table Saturated a f.•,; `4 a ..r ; Q `- Re all #t1 9 transition +. •,o- Iona 0. tiJ `. " .:•: ',a. ..; : The regpllth has 20 to 50 times 150 feet maximum ra � the watrr— sforing capacity of � t�3' Q � the cons olidated rocks fractures 800 fret Open Ivaat'ur+la are aoarce Consolidated WOW $00 iaot racks Figure 7 - Typical Piedmont Province Groundwater System Components The Catoctin greenstone does not contain primary intergranular porosity through which groundwater might flow. Groundwater flow is confined to bedrock fractures and fissures. No significant linear features, fracture traces or structural features were identified on air photos or other maps in this study that would be useful indicators of bedrock fracture orientation on this parcel. 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 gneiss and schist, generally yield more water than fine- grained, metavolcanic rocks. Most of the fractures in crystalline rocks are steeply inclined, intersecting openings that are more Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 « olddomeng @ntelos.net Page 13 of 23 numerous at shallow depths. Only about 3 percent of wells encounter no fractures and are either dry or will not have a sustained yield (Figure 8) Piedmont Physiographie Prnrinve ❑ Phyllitie gabhro hydrugcnlvgl¢ trrrane— Intcryuar ik range in yield w nnndomesttc wells 5 to 2u gallmin. lnctadcs geologic units that Are predoniumnlly gabbro, greenriune, phyllite, and serpentine ■ Gneissscbbt hydropentogic terrane— tnterguattile range in ocid to noadamewc wells 10 to 60 gallrnin. ineiudm geologic Limit that are ptcdominandy argitlitc, oongloeaernte, diabase., [tissue, gnein, granite., grat 'el. hmtK lone, metavglCati]c,, mudstone, quartzite, sand. schist tafP, and volcauics ■ C Shale- sandstone hvdrogeolo& terrane— Imetyuardle range in yield w nondomcstic wells 35 to 220 gsYmin, Ineludcs geologic units that are predominantly basalt, dolomite, gtaywaskc. marble, sandswne, shale, and siltstone Hydrogeolaoe termites not deEned— Includes geologic units whose rock type had fewer than tcn samples of either specific capacity or wetL yield or w -hate litholoaic composition was tuo varied to assign a rock type. Also includes a few areas within the Valley and Ridge near the boundmy with the Blue Ridge or the. Piedmont that contain geologic units that arc commonly associated with Lhcsc latter two provinces 85° Date troam U.S. Gaalagical Survey DLG date, 1'100.000 A T 1 � � f o as to ao aoMllES n 2p +o oc tw ttlLOne�rEas Figure 8 - Hydrogeologic Terranes and Extent of Gneiss - Schist in Piedmont Province Several factors affect the yields of wells completed in the rocks of the Piedmont 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. 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. There are 84 wells in the Albemarle County well database that were constructed in the Catoctin formation. Data from those wells are reported in the Table below. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net 75° Page 14 423 Recorded Well Statistics for Wells in Catoctin Formation in Albemarle County 84 wells in database in catoctin formation Overall, the data suggest that Catoctin greenstone is favorable for ground water development in terms of fracture density. The average yield of drilled wells in the Catoctin Greenstone is 14.8 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. There are three existing wells at the site. One of the existing wells is a IIB well that was used for the original trailer park. That well will be rehabilitated with a new well pump, controller, and water conditioning system and the permit renewed with Office of Drinking Water (ODW). The yield of the existing well was determined to be 16 gpm (23,040 gpd) when it was drilled in 1985 based upon a 48 hour well yield test. The existing well is capable of producing the water required for the development. The remaining wells will be abandoned per VDH procedures. Existing Well Statistics • DEPTH STATIC YIELD • BOREHOLE • Casing = 64' • Grout = 64' • TO WATER AT DEPTH BEDROCK LEVEL DRILLING (FT) (FT) (FT) (GPM) Number 71 53 48 61 Minimum 89 2 5 1 Maximum 647 100 354 150 Average 297.4 41.8 47.5 14.8 Median 300 40 30 8 Geometric Mean 269.1 32.8 31.6 7.6 84 wells in database in catoctin formation Overall, the data suggest that Catoctin greenstone is favorable for ground water development in terms of fracture density. The average yield of drilled wells in the Catoctin Greenstone is 14.8 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. There are three existing wells at the site. One of the existing wells is a IIB well that was used for the original trailer park. That well will be rehabilitated with a new well pump, controller, and water conditioning system and the permit renewed with Office of Drinking Water (ODW). The yield of the existing well was determined to be 16 gpm (23,040 gpd) when it was drilled in 1985 based upon a 48 hour well yield test. The existing well is capable of producing the water required for the development. The remaining wells will be abandoned per VDH procedures. Existing Well Statistics • Depth = 145' • Depth to Bedrock = 60' • Static Water Level = 30' • Casing = 64' • Grout = 64' • Yield = 16 gpm The Water Well Completion Report and 48 hour Well Yield Test is presented on the following three pages. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net •Virginia Plane Coordinates COMMONWEALTH OF VIRGINIA Fo,m GW -2 *Total depth )= 1978 - 10,000 WATER WELL COMPLETION REPORT *Depth to bedrock C' (Certification of Completion /County Permit) State Water Control Board *Hole size (Also include reamed zones) P. O. Box 11143 • Topo. Map No. 2111 North Hamilton St. • Elevation Richmond, Va. 23230 • Formation County /City ,} •Virginia Plane Coordinates Deepened N *Total depth )= E Latitude & Longitude *Depth to bedrock C' __hours N *Hole size (Also include reamed zones) W • Topo. Map No. • (} inches from • Elevation ft. • Formation to • Lithology r • / Inches tromf to *River Basin ft. • Province_ r *Type Logs 65-1 inches from •Cuttings ft. - *Water Analysis Injection , Other *Aquifer Test •Type of facility. Domestic water supply County/City Stamp • Owner. kS 3 a *Well Designation or Number _ t ' Address:? . f Phone • Drilling Contractor, Address Phone • BWCM No. SWCB Permit County Permi 'Certification of inspecting official: This well does does not meet code /low requirements. S. Date For Office Use Tax Map I.D. Subdivision_ Section Block__ Lot____ Class Well: I IIA IIB IIIA IIIB IIIC _ IIID IIIE - WELL LOCATION: (feet /miles direction) of _ _ _ and feet /miles (direction) of ti. e } e, ~is r% c�' (If possible please include map showing location marked) r > Date started r _, -I rw? _ _ • Date completed Type rig I. WELL DATA: New Reworked Deepened pe *Total depth )= to ft. toy ° ft. ft. *Depth to bedrock C' __hours ft. *Hole size (Also include reamed zones) Comment on quality_ • (} inches from to ( -'- ft. • Inches trom to tt. r • / Inches tromf to ft. *Casing size (I.D.) and material r 65-1 inches from to tr' ft. - ' T Material__,., % Injection , Other Wt. per foot or wall thickness •Type of facility. Domestic water supply in. • inches from to ft. Material Wt. per toot or wall thw_,ness inches from to Material Wt. per toot or wall thickness *Screen size and mesh for each zone (where applicable) • inches from to • Mesh size Type • inches from to • Mesh size • inches from • Mesh size • Inches trom • Mesh size •Gravel pack • From • From e p in. ft. I n. ft ft ft o to = ft. pe ft. to ft. toy ° ft. *Grout *From C.. to i ft., Type *From to ft., Type 0 VER 2. WATER DATA • Water temperature _ _ of *Static water level (unpumped level- measured)} ft. • Stabilized measured pumping water level ft. *Stabilized yield _ gpm after __hours Natural Flow: Yes No , flow rate. 9 pm Comment on quality_ 3. WATER ZONES: From 90 ToL�*7i From ioe Tolo,,yPJPJJ. From _ To From To From To 4. USE DATA: _ Type of use: Drinking `! Livestock Watering Irrigation Food processing___— , Household Manufacturing _ , F ire safety __ , Cleaning _ Recreation . Aesthetic , Cooling or heating Injection , Other •Type of facility. Domestic water supply Public institution Farm___- , Industry Commercial , Other 5. PUMP DATA: Type _ q Rated H.P. •Intake depth (Capacity_______ at head 6. WELLHEAD: Typc well seal Pressure tank gal., Loc. __ _ Sample tap , Measurement port Well vent Pressure rehA Gate valve . Check valve (when required) _ Electrical disconnect switch on power supply 7. DISINFECTION: Well disinfected _ _ yes no _ Date Disinfectant used Amount _ , Flours used 8. ABANDONMENT (where applicable) •yes no _ Casing pulled yes __ no not applicable Plugging grout From _to ___ material Owner BWCM No. 9. State law requires submitting to the Virginia State Water Control Board Information about groundwater and wells for every well made in the State intended for water, or any other non - exempt well. This information must be submitted whether the well is completed, on standby, or abandoned. Information required includes: an accurately and completely prepared water well completion report, full data from any aquifer pumping tests, drill cuttings taken at ten foot intervals (unless exemption is secured), the results of any chemical analyses, and copies of any geophysical logs. Quarterly pumpage and use reports are required from owners of public supply and industrial wells. County or State permits to drill may be required in some parts of the state. Some counties require submission of a water well completion report. The Virginia State Health Department requires a water well completion report for public sgpply wells. State Water Control Board Regional Offices Valley Reg. Off. 116 NortA Main Street P. O. Box 268 Bridgewater, Va. 22812 703 -828 -2595 Southwest Reg. Off. 408 East Main Street P. O. Box 476 Abingdon, Va. 24210 703- 628 -5183 West Central Reg. Off. Executive Park 3312 Peters Creek Road Roanoke, Va. 24019 703- 982-7432 Piedmont Reg. Off. 4010 West Broad Street P- O. Box 6616 Richmond, Va. 23230 804- 257 -1006 Tidewater Reg. Off. 287 Pembroke Office Park Suite 310 Pembroke No. 2 Va. Beach, Va. 23462 804 - 499 -8742 Northern Virginia Reg. Off 5515 Cherokee Avenue Suite 404 Alexandria, Va. 22312 703 - 750 -9111 13. Well lot dedicated? Size Distance to nearest pollutant source Distance to nearest property line _ ft. X ft.; Well house? ft., Type ft., Building 14. WATER SERVICE PIPE: Checked under P.s.i, for minutes. Pip* Size inches r Material Installer Date — ft. 15. 1 certify that the information contained herein Is true and correct and that this well and /or system has been installed and constructed in accordance with the requirements for well construction as specified in compliance with appropriate county or independent city ordinances and the laws and rules of the Commonwealth of Virginia. Signature ' t ° 4 C `U� (Seal), Date ` ( Well J,iller or authorized person) License No. D-t" 71 7 '7 -? ®81 I 422" VIRGIENILA 2,954611 y T I R'I'A, D! N" G P v'A TE, ii Ly EW L (P 14.10 20 2 4 L 2 20 6 -1-71 25 28 - 14:23 41 24 20 14, �o 502 -39 lr-- 12 650 A PL ,14,41-11 752 12 4! : 4;0� 846 182 12 1 L4.53, 940 18i 1-2 V-6 19 12 "2 2 -,400 L 12 15.37 177 6 I , 19 - 15, -. 51 2059 S)o 18 I 6 2-2259 I Q.!k% 1,7 14 L 16/.1 2520 19 12 16.300- 2800 18 J? _`3 16 0 ? 2 17- 00 3 01 0 18 L 12 2127 8202 07.02 18218 17 11 08-94 19772 16 10 11.20 22558 165� 1-2 20"18' D 16, 15 21:21 '32487 16� 1-1 0 - 7. 21 L 42205 16 e 12.33 47183 i6 12 13:00 14.70` `17 4785-7 16 -1 13.40 4 8 41 16 11 14:00 4J 5 7 -3/ 16 11 P , T T i I S S T, M 3, SY ) 11 0 L�jT LLT .ill: Tj411 Page 18 of 23 Site Groundwater Flow and Recharge Groundwater flows at the proposed development site are predominantly driven by the slope gradients of the Southwest Mountains and corresponding foothills. Thus, flow across the site is in the southerly direction with final discharge into the Rivanna River. Recharge also occurs via the slopes of the Southwest Mountains. Figure 9 - Predicted Groundwater Flow in the Vicinity of the Project Area 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 656 GPD. Long term recharge from treated effluent will approach 95% of withdrawn water or 623 GPD. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 19 of 23 The regolith is more porous than the bedrock. The porosity of the regolith in the Piedmont 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 below in Figure (13). 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 thicker regolith as found at the site, the greater the volume of water in storage and the more likely well yield can be sustained. Based upon 9.48 acres, a saturated regolith thickness of 30 feet (60 -30), and an average porosity of 25 percent the site has a storage capacity of almost 23.1 million gallons of water. Figure 10 - Reservoir Pipeline Conceptual Model of Piedmont Province Ground Water System Water Budget for the site: Annual Precipitation - 43 inches Site Area - 9.4825 Acres (7.2084 Acres Pervious) Median Recharge per USGS Regional Aquifer System Analysis - 13 inches Daily Groundwater Recharge from Precipitation - 6,972 GPD Estimated Groundwater Withdrawal - 656 GPD Long Term Groundwater Recharge Due to Onsite Dispersal - 623 GPD Estimated Total Long Term Groundwater Recharge - 7,595 GPD It is not anticipated that net groundwater withdrawal of this magnitude will impact neighboring wells or general groundwater supplies. Furthermore, the proposed groundwater usage does not pose a threat of groundwater contamination under normal circumstances. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net WELL—� Water table REGOLIFH RESERVOIR ' -;.� ........ SrORAGE. !N AEGOLII'N Z Z , ni l• I _ M STORAGE BEDROCK IN FRACTURES _ BEDROCK x I i Figure 10 - Reservoir Pipeline Conceptual Model of Piedmont Province Ground Water System Water Budget for the site: Annual Precipitation - 43 inches Site Area - 9.4825 Acres (7.2084 Acres Pervious) Median Recharge per USGS Regional Aquifer System Analysis - 13 inches Daily Groundwater Recharge from Precipitation - 6,972 GPD Estimated Groundwater Withdrawal - 656 GPD Long Term Groundwater Recharge Due to Onsite Dispersal - 623 GPD Estimated Total Long Term Groundwater Recharge - 7,595 GPD It is not anticipated that net groundwater withdrawal of this magnitude will impact neighboring wells or general groundwater supplies. Furthermore, the proposed groundwater usage does not pose a threat of groundwater contamination under normal circumstances. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 20 of 23 Groundwater Sensitivity The parcels of the proposed development do not lie within a known area of groundwater sensitivity. However, there are several potential pollution sources (past /present) located within 1000 feet of the parcel. There are no active petroleum leaks or leaking underground storage tanks. Figure 11 - Groundwater Sensitivity Map Showing Pollution Sources Contamination threats within a 1000 feet of the parcel: Y There were two petroleum releases • PC Num 20116057, 2011,Confirmed, Closed • PC Num 20096080, 2009, Confirmed, Closed Y There is one registered underground storage tank o FAC ID 6020348 - Gasoline Tank - Closed Y There is one VPDES discharge system (Shadwell Creek) o Ramada Inn Monticello STP o VA0075981 o .04 MGD Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 21 of 23 There are approximately 20 existing drainfields (locations inferred from field reconnaissance and air photos). From USGS topographical maps, there appears to be only 5 existing drainfields up gradient from the site. Public Water Supplies There are several public ground water supplies within 1000 feet of the parcel. They appear to be inactive. • Sleepy Hollow TP - WSID VA2003700 (Inactive since 2009) (Two Wells) • Ramada Inn - WSID VA2003690 (Inactive since 2000) (several wells) ■ a t rer, -so- �j -w- I+� N 53 ■ 7g_51 & SA -, 78 -45 i &sQG ■ _ 79-fi406 z T r i8 -32i4 ap r 7 &33C �7'93A�F- ii 36 N ? RFiNL � 78.3 Spa N �� ' ■ 79 -47R ■ 1� 7S-4# Jp4 -�_ 73-7+ • Y 71i- 33A1RICFiMnflh-or- Legend r A, Private Well I� Public Well LocAonsinferred from wdIdatabase, ■ ExistingDrainfeld field reconnaissance, and aerial photography Figure 12 - Wells and Drainfields within 1000 feet of the Project Site Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 22 of 23 Potential for the proposed use to affect existing users of groundwater The proposed development anticipates using a maximum of 656 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 /1 of TN to be dispersed into the soil. Based upon a average discharge of 656 GPD a maximum of . I 1 lbs per day of Total Nitrogen will be released to the soil per day (assuming no Nitrogen uptake into soil matrix). Groundwater Management Plan The proposed development increases the impervious area of the site from less than 5% in its current state (existing house and drive ways) to about 24 %. Impervious areas include buildings, pavement, sidewalks, and retaining walls. The site plan utilizes underground detention and storm water treatment (Filterra Units) for water quantity and quality runoff control. According to the site plan engineer, the post 2 year and 10 year - 24 hour storm runoff rates are less than their corresponding pre development runoff rates. The stormwater runoff is detained, but not reduced. No infiltration practices are employed at the site. The site design does keep about 76% of the site in a open and/or wooded state which is good for stormwater infiltration. It also utilizes stream buffer mitigation plantings which serve to keep these areas in a "natural state" which also significantly increases stormwater infiltration in these areas. By utilizing a decentralized onsite wastewater system, the majority of water used at the site from the groundwater source is treated and ultimately returned to the groundwater. The site design does not appear to reduce, but increase the stormwater runoff. Based upon the water budget analysis of the site, this does not appear to be an issue. In the event that the existing well becomes contaminated or runs dry, there is adequate area at the rear of the property to use as a reserve well area. Also if needed, stormwater infiltration could be increased at the site by converting grassed areas into more natural vegetative states (treed areas, natural fauna plantings, etc.) or by utilizing stormwater management practices that feature infiltration. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540- 942 -5600 • olddomeng @ntelos.net Page 7-3 of 2 3 Certification Page Faith Christian Center International. Tnc. TMP 78-47,47A Tier 3 Groundwater Assessment Groundwater Management Plan F Craun PE - License Number 0402036859 AV n► ♦ # ♦: 1 Stephen P Gooch CPG - License Number 2801000481 Old Dominion Engineering - 2036 Forest Drive Waynesboro, VA 22980 •540- 942 -5600 • oiddomeng 4mielos.net MATCH LINE (SEE SHEET C3.0) V (0° / I 24 00' �� X1 / ° vim N ° /o rya/ / I / ° °p�'° vn✓Qm� o I a AO' / a 7. 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