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HomeMy WebLinkAboutSDP201600021 Assessment - Groundwater 2016-08-29Chapman Grove Baptist Church Addition TM 62-67,68 Tier 3 Groundwater Assessment Groundwater Management Plan August 1, 2016 Prepared for: Chapman Grove Baptist Church 2064 Stony Point Road Charlottesville, VA 22911 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 21 Table of Contents Summary 3 Introduction 4 Site Overview 4-5 Site Topography 5 The Project 5 Water Usage 6 Watershed 6-7 Underlying Geology 8 Soils and Saprolite 9 Aquifer Characteristics and Potential (Actual) Well Yields 10-14 Site Groundwater Flow and Recharge 14-16 Groundwater Sensitivity 17-19 Groundwater Management Plan 20 Engineer and Geologist Certification 21 Appendix 1 - Site Plan Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 3 of 21 Summary Hydrogeologic units: IE (Blue Ridge East) Groundwater availability zone: Class 2 (medium relative groundwater availability) Hydrogeologic conditions favorable to proposed use? Yes Estimated daily groundwater withdrawal: • Phase 1 - 122 gpd • Phase 2 - 244 gpd Estimated daily groundwater recharge to site: • Phase 1 - 518 gpd (+ 116 gpd non consumptive use returned through onsite dispersal) • Phase 2 - 483 gpd (+ 232 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: No pollution sources within 1000 feet. Additional contaminant threats observed from field survey: None Anticipated impacts of proposed use on existing users: None Groundwater Management Plan: 1. Check the water quality of the well prior to phase 1 construction. 2. Prevent future pollution of well through directing runoff away from the well. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980 • 540-942-5600 • olddomeng@ntelos.net Page 4 of 21 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 two phase expansion of Chapman Grove Baptist Church. 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, site reconnaissance visits, and interviews. Site Overview Chapman Grove Baptist Church is located in Albemarle County on two parcels (TM 62- 67,68) with a total area of approximately 1. 12 acres at 2064 Stony Point Road Charlottesville (north west side of Stony Point Road past the junction of Flicker Drive). The property is primarily bounded by residential properties. Across Stony Point Road the 43.13 acre parcel is held in a dedicated land usage without a residence. (Figure 1) 78'27.888' W 78'26.888' W 7825.880' W WGG84 70'24.000'W F r � X. of Project Site lv �,n r \1 lit ✓�� .� 9fj / F, -,� > \ �. l� 4 " �U Map capCWRh I`02006 -Natio al Ge'ograpfi�c3T 79-97 nnn' w 7H'95 nFID' w 79-15 nnn' W W4;SB4 7R-94. nnn' W o.❑ os 1.o macs 0.0 0.5 1.6 1.5 km Figure 1. Site Location and General Surrounding Area There is an existing church with parking area on the parcel with an accessory building and a small cemetery. The area around the church and toward Stony Point Road is Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 5 of 21 primarily open land with a few trees. Water and sewer for the parcel is an existing private well and conventional septic system. The remainder of the parcel (a very minor area) is a mixture of maples and other hardwoods (6" to 24") with groundcover along the northwest property line. The existing parcel site topography is shown in Figure 2. Figure 2. Site Topography The Project The project consists of a two phase addition to the Chapman Groves Baptist Church: • Phase 1 will include adding 27 additional sanctuary seats, an office, and modifying of the northern parking area. • Phase 2 will include expanding the parish hall and reconfiguring the toilets and kitchen areas. The existing septic system will be used for the Phase 1 project. A new septic system will be required for the Phase 2 project since the addition will be built over the existing septic system and an increase in water usage is expected. The existing well will be used for both Phase 1 and Phase 2. Phase 1 will not add impervious area to the site because the church addition will be built over the existing paved parking area. Phase 2 will add minor amounts of impervious area (962 sqft or a 2% increase). No storm water runoff facilities for detaining and treating will be added. A site plan showing the proposed development layout and projected areas of land disturbance is attached as an appendix. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 6 of 21 Water Usage The existing septic permit for the church was obtained in 1974 for 200 gpd. During the reconnaissance survey no evidence was found of failure of the drainfield system. Based upon Old Dominion Engineering water usage studies at other churches with similar usage patterns, the average water usage at the Phase 1 expanded church (122 sanctuary seats) will not exceed 200 gpd (estimated at 122 gpd). The projected water usage from Phase 1 expansion is less than 400 gpd per acre (108.9 gpd/acre). The Phase 2 expansion will increase the overall average water usage through the expansion of the parish hall and parish hall usage. The extent of the additional water usage will depend on the frequency and duration of the parish hall usage. Based upon other similar churches it would be anticipated that the Phase 2 water usage would be between 183 gpd - 244 gpd. The projected water usage for Phase 2 at 244 gpd would be less than 400 gpd per acre (217.9 gpd/acre). It is strongly recommended for the church to add a water meter to the water supply and track water usage. 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. The project site is located in the Rivanna River - Mechunk Creek Watershed (HUC 10 0208020404 (VAHU5 JR -D) and the Rivanna River - Meadow Creek Sub -Watershed (HUC12 020802040401 (VAHU6 - JR14). The sites surface water drainage is incorporated into up stream Sub -Watershed JR01 to JR13 prior to flowing through the Rivanna Sub Basin to the James River. (Figure 3) Figure 3 -Rivanna Sub Basin and Corresponding Watershed/Sub-Watersheds Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 7 of 21 The site varies in elevation from 475 feet to 449 feet. The drainage area of the parcel flows south west toward an unnamed tributary flowing to Baileys Pond and then to the Rivanna River. (Figure 4) Other adjacent local drainage areas also flow toward the Rivanna River. A small portion of the parcel on its southern end is designated as water supply protection area or 100 year floodplain area. There are planned disturbances within the 100' buffer. There are no other surface water features (streams or springs) on the parcels. Figure 4 -Local Drainage Divides and Surface Water Features Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 8 of 21 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 3500 feet northwest of the parcel. No bedrock exposures were observed on the property during field reconnaissance. Figure 5 - Underlying Geology of Project Site and Surrounding Area Legend: [Zc: Catoctin Formation - Metabasalt (Proterozoic Z -Cambrian) Zch: Lynchburg Group; Charlottesville Formation (Proterozoic Z) [Zmd: Metagabbro (Proterozoic Z -Cambrian) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 9 of 21 Soil and Saprolite The soil on the parcel is mapped as Rabun Clay. Other soils mapped in the vicinity of the site include Rapidan Silt Loam and Starr Silt Loam. Both Rapidan Silt Loam and Starr Silt Loam are soil series found to a lesser extent than the Rabun Clay series. Rabun Clay is derived from Greenstone and Rapidan Silt Loam is derived from the Triassic conglomerate while Starr Soils are primarily alluvium eroded mostly from upland residual Piedmont soils. Soil borings on the site indicated that the soils are as mapped (Rabun Clay) due to the rhodic colors found in the Bt and BC horizons and the lack of ochric epipedons. Furthermore, at deeper depths some soil borings had greenstone fragments. Rabun soils are deep and well drained. Rabun soils lend themselves well to storing groundwater and allowing groundwater flow to fractures in the bedrock. Figure 6 - Soil Map of Project Area Legend: 7 1 B - Rabun Clay Loam (2-7%) 7 1 C - Rabun Clay Loam (7-15%) 7 1 D - Rabun Clay Loam (15-25%) 7 1 E - Rabun Clay Loam (25-45%) 74B - Rapidan Silt Loam (2%-7%) 74C - Rapidan Silt Loam (7%-15%) 79B - Starr Silt Loam (2%-7%) 72133 - Rabun Clay, Severely Eroded (2%-7%) 72C3 - Rabun Clay, Severely Eroded (7%-15%) 72133 - Rabun Clay, Severely Eroded (15%-25%) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 10 of 21 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 7) EXPLANATION MICH LAKE N.Y. MASS Physiographic 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 7 - 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 8) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page I 1 of 2 I Unsaturated . zone Water table—,,",. Saturated a f.•,; `4 a ..r ; Q `- Re all#t1 9 transition +. •,o- Ione 0. tiJ `. " .:•: ',a. ..; : The regolith has 20 to 50 times 150 feet maximum rathe � watrr–sforing capacity of � t�3' Q � the consolidated rocks fractures 800 fret Open Ivactur+la are aoarce Consolidated WOW $00 iaot racks Figure 8 - 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 12 of 21 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 9) Piedmnet Physiographie Prnrinve ❑ Phyllitie gabbro hydrugcnlvgl¢ trrrane—Intcryuar ik range in yield w nnndomesttc wells 5 to 2u gWrain. lnctadcs geologic units that Are predoniumnlly gabbro, greenmune, phyllite, and serpentine ■ Gneiss­scbbt hydropentogic terrane—tnterguattile range in ocid to noadamewc wells 10 to 60 gallmin. ineiudm geologic tenits that are prcdominandy argitlitc, oongloeaernte, diabase., [tissue, gnein, granite., grat'el. hmn .sIone, metavglCati]c,, mudstone, quartzite, sand. schist tafP, and volcauics ■ C Shale -sandstone hvdrogeolo& terrane—Imeryuardle range in yield w nondomcxtic wells 35 to 220 gsYmin, Ineludcx geologic units that are predominantly basalt, dolomite, gtaywaskc. wwbic, sandswnc, sbalc, and siltstom 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 hese latter two provinces 85° Date trona U.S. Gaalagical Survey DLG data, 1'100.000 o as to ao aoMllES n 2p +o oc tw ttlLone�rEas Figure 9 - 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 13 421 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 is one existing well at the site. The existing well is a IIIC well (private well) and will be used for Phase 1 and Phase 2. Based upon the projected building usages, the existing well will not be required to be upgraded to a public water system. The local health department has no information on the well. The existing well is not ideally located at the site and there is not a good location for a replacement well. It is recommended that prior to Phase 2 the well yield be tested through a short duration term well yield test to ensure the water quantity is sufficient for the phase 2 expansion. The existing well is located in close proximity to the building in a parking drive grass island. Pollution sources in proximity to the existing well location include: • Drainfields (actual and proposed) are greater than 100 feet away (100 feet and 120-180 feet) • Sewer laterals (actual) are greater than 50 feet (80 feet) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net DEPTH STATIC YIELD BOREHOLE 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 is one existing well at the site. The existing well is a IIIC well (private well) and will be used for Phase 1 and Phase 2. Based upon the projected building usages, the existing well will not be required to be upgraded to a public water system. The local health department has no information on the well. The existing well is not ideally located at the site and there is not a good location for a replacement well. It is recommended that prior to Phase 2 the well yield be tested through a short duration term well yield test to ensure the water quantity is sufficient for the phase 2 expansion. The existing well is located in close proximity to the building in a parking drive grass island. Pollution sources in proximity to the existing well location include: • Drainfields (actual and proposed) are greater than 100 feet away (100 feet and 120-180 feet) • Sewer laterals (actual) are greater than 50 feet (80 feet) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 14 of 21 Building and additions are closer than 50 feet (at closest point - 6 feet) o Building and addition termite treatment is required to be Boracare per VDH regulations Parking lot runoff - a small section of the parking area is sloped toward the well Other Pollution Sources o Propane tank is within 5 feet of the well o Cemetery 38' up gradient form the well Site Groundwater Flow and Recharge Groundwater flows at the proposed development site are predominantly driven by local slope gradients of the surrounding area. Thus, groundwater flow across the site is generally in the southerly direction with final discharge into the Rivanna River. (Figure 10) Larger area view of aquifer recharge occurs via the slopes of the Southwest Mountains. (Figure 11) Figure 10 - Predicted Groundwater Flow in the Vicinity of the Project Area Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 15 of 21 ]82].000' W ]826.000' W 7825.000' W ]824.000' W ]823.000' W W6584 ]822.000' W `a /` - °��Site' gq _ ' � �� % �f ��„ l � �� lam, � � � f ✓ 1 r - �r��✓�//�� Predicted Groundwater Flow �ri ' 'L��I� o.o o.s iso i s km Figure 11 - Predicted Groundwater Flow in the Larger Area View 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 Phase 1 - 122 GPD (Phase 2 - 244 GPD). Long term recharge from treated effluent will approach 95% of withdrawn water or Phase 1 - 115.9 GPD (Phase 2 - 231.8 GPD). 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 (12). 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 1.12 acres, a saturated regolith thickness of 5.7 feet (47.5 average depth to bedrock, - 41.8 average depth to static water table), and an average porosity of 25 percent indicates the site has a storage capacity of almost 520 thousand gallons of water. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 16 of 21 WELL Water table-- ----- - - - - - REGOLITH RESERVOIR 'l ' ` : - ------- STORAGE D rN AEGOU Z G) I �h ro STORAGE i BEDROOK IN - FRACTURES - BEDROCK iti Figure 12 - Reservoir Pipeline Conceptual Model of Piedmont Province Ground Water System Phase I - Water Budget for the site: Annual Precipitation - 43 inches Site Area - 1.12 Acres (.53 Acres Pervious) Median Recharge per USGS Regional Aquifer System Analysis - 13 inches Daily Groundwater Recharge from Precipitation - 513 GPD Estimated Groundwater Withdrawal - 122 GPD Long Term Groundwater Recharge Due to Onsite Dispersal - 116 GPD Estimated Total Long Term Groundwater Recharge - 507 GPD Phase 2 - Water Budget for the site: Annual Precipitation - 43 inches Site Area - 1.12 Acres (50 Acres Pervious) Median Recharge per USGS Regional Aquifer System Analysis - 13 inches Daily Groundwater Recharge from Precipitation - 483 GPD Estimated Groundwater Withdrawal - 244 GPD Long Term Groundwater Recharge Due to Onsite Dispersal - 232 GPD Estimated Total Long Term Groundwater Recharge - 471 GPD Potential for the proposed use to affect existing users of groundwater 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 17 of 21 Groundwater Sensitivity The parcel lies within a known area of groundwater sensitivity. There are no pollution sources (past/present) located within 1000 feet of the parcel. There are no active petroleum leaks or leaking underground storage tanks within 1000 feet of the parcel. Figure 13 - Groundwater Sensitivity Map Showing Pollution Sources within 1000 feet Closest contamination threats (within a 1400 feet of the parcel): • There were two past petroleum releases within 1400 feet 1. Bealieau Farm, PC Num 2006118, 2000-2000,Confirmed, Closed 2. Randy Dickerson Residence, PC Num 20136135, 2013-2014, Confirmed, Closed There were 16 residential petroleum releases (15 confirmed, 1 suspected) within 1 mile of the parcel with active cases from 1996-2015. (Figure 15) Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 18 of 21 Figure 14 - Groundwater Sensitivity Map Showing Pollution Sources within a mile of the parcel There are approximately 32 existing drainfields and 23 private wells (locations inferred from field reconnaissance and air photos) within 1000 feet of the parcel. From USGS topographical maps, there appears to be 4 existing drainfields directly up gradient from the site. Public Water Supplies There are no public ground water supplies within 1000 feet of the parcel. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net 1663 ■ POO A fit 40 Page 19 of 21 1929 U49FI �ti2 Aiif iy 1014 I� A,- C2.43 �w riEa i 052 ■ s d2F3: - 0.1 .G 6 tt 4 ■ A i pry 570 52�'JP� # �h2B2`rpJ=S 1461887 2�1 e`s ■ Y022 4;1282_ 359 1 0 •■ I'..1i � 1'qw 9T5 $1;d 624 M2 52-496 2-93Ati d: G2 EM -DJ ■fir fel 162 100 82-47F.313� 2154 6i.SF 552■' ■ q '76283 -UG -IS ��', OS 6247 ,0*6261 GG-56 2-4EIA 62132 o0G 1.7 9>ti. i jj i C 12 tiSr ■ V n y' 2 a b C [f21VC 1 1663 ■ POO A fit 40 Page 19 of 21 1929 U49FI �ti2 Aiif iy 1014 I� A,- 11F25 ■ �a 0r by 1051 riEa i 052 ■ ■ A 2�1 ■■ 92110dEi 1456 ■ Y022 359 1 0 •■ IFO s ■ 2078 ��� ■ 2-93Ati d: 2412 ■fir 023 2154 6i.SF 552■' ■ 2110■ 62-61313 A tir 62-Y 3C 'D rip' F Legend 4' ■ F Private Well ■ ® Public Well ■ 0 Exlstln Grainfield Locations interred from well database_ 9 field reconnaissances' and aerial photography Figure 15 - Wells and Drainfields within 1000 feet of the Project Site It is strongly recommended to test the well water prior to Phase 1 for: • Total Coliform and E. Coli • Nitrate/Nitrite • PCB -Pesticides Drinking Water Methods 508 Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Page 20 of 21 Groundwater Management Plan The site plan utilizes no detention or storm water treatment for water quantity and quality runoff control. Furthermore, there is no existing storm water control practices at the site. The storm water runoff is neither detained, nor reduced. No infiltration practices are currently employed at the site or are planned for during Phase 1 or 2. The Phase 1 development does not increase the impervious area on the site and the Phase 2 development increases the impervious are on the site by approximately 2%. There is little "natural state" or treed areas on the site to allow for good storm water infiltration. 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's current condition and future phased designs does increase the storm water runoff from a natural state. Based upon the water budget analysis of the site, this does not appear to be an issue with groundwater quality or quantity. In the event that the existing well becomes contaminated or runs dry, there is not adequate area on the property for a reserve well area without impacting future drainfield area which will be required for Phase 2. The Phase 1 and Phase 2 plans should include measures to quantify the well water quality and protect it in the future by limited existing pollution sources such as directing runoff away from the well and using only Borocare for termite treatment of building additions. To increase groundwater recharge at the site, storm water infiltration could be increased by converting grassed areas into more natural vegetative states (treed areas, natural fauna plantings, etc.) or by utilizing storm water management practices that feature infiltration. Old Dominion Engineering • 2036 Forest Drive Waynesboro, VA 22980.540-942-5600 • olddomeng@ntelos.net Certification Page Chapman Grove Baptist Church TM 62-67,68 Tier 3 Groundwater Assessment Groundwater Management Plan Michael F Craun PE - License Number 0402036859 -i Stephen P GNoch CPG - License Number 2801000481 Page 21 of2l Old Domirtion Engineering - 2036 Forest Drive WayTtesboro, VA 22980.540-942-5600 - olddomengfimclos.net T.M.62-4913 JOHN W. & BETTY PROPST D.B. 349-334, 336 PLAT RESIDENTIAL USIE IN RURAL AREA existing church has 95 seats the addition proposes 27 additional for a 28% increase car count for a typical service is 30/service 28% increase in parking brings count to 38 38 SPACES SPACES PROVIDED + ONE HC EXISTING GRAVELED LOT REFURBISHEDCIC EXISTING EDGE OF PARKING AREA c� 09- .s. , 1 •1 0 `•g 5 ti � .. .. . .:. .: ..:....:. : • . ,....`... '1:X'L�TING'~GRX�VEL.. Lfl�.: .. .. ... ... R1010 IRON FOUND I / APPROXIMATE LOCATION POLE 19611 _,EEMETERY \ PAVED DRIVE N��1� FENCE 47 � I FRAM I F BUILDIN " ISTING PAVED DRIVE v 882 S.F. 962 S.F. 1844 WELL & 1OFT DISTURBED AREA OP FSET EXISTING PA ED DRIVE A I POLE R�� 0 76.8' (PROPOSED ADDITION Cn N � T.M. 62-67N T.M.62-66 CHAPMAN GROVE BAPTIST C m EVELYNE CARTER WILLIAMS & D.B. 1264-270, 27 AT AMY C. REID EXISTING: 2806 Li D.B. 112-394 37 4-2707 s.fD.B. . 273 PLAT O O CHURCH USE IN RUR o _ O O I 18.0 18.0 RESIDENTIAL USE IN RURAL AREA O O O O o rn EXISTING PAVED LOT 9 0010 0 existing boxwood hedge 6 7 , I i 1308 S.F.(1 C o ; U :• .:• .::....:•:.... VIbT1yL:tr'fW'\fXl'I �.,.,,.�n- ' exists 10 cedar `P:AR'fCI.N° BtOKS`':�::fi'.. LL SPACE:,':':..cy:. n9 174 S.F.(PH SS TWO)I IRON ••t�rn 1 FOUND - � � o a a .. _ UnO D 3 —e \ v 295 S. -P 0 / \ O0 i m !� _ Q IRON POLE ON \ o -i m x x P 0 L E . s .-8 t d . v v• a0 00D a � 0 O 0 FOUND PED CHAPMAN 4o - MEMORIAL Do D \ a D V� 0 D S r MARKER 04 0 IR -- c� v I <_ O v rTl Y v Z FOUI`...... .... . ... ... . CENTRAL TELEPHONE _ " '•' " "' ' " " existingstand of mixed tree - o • XISTING PAVED DRIV o 0 0 COMPAN \ ER OP IC ; 153 S.F.(1) REPAIR WASHED m c d� 4 2� EASEMENT \ CABL r rb FO D - NO MODIFICATIONS TO - r maples IRON (D.6.1687-133) \ / / \ ••'�'L^'EDAR -� 24" D EX TING ENTRANCE PROPO D OUND CHAPMAN GROVE BAPTIST CHURL ROCK 'CEDA DOUBLE i D.B. 1403-685 TEL. \ BOX °D D.B. 1403-12 PED. K / D.B. 245-7 \ \ - -------- '�p�F ALONG OLD ROAD BED _ W ti0 / S51°17'45"W 242.00',__-- S55°39'09"W 218.12 - - - -------------- - STATE ROUTE 20 _ - - ONY P I f R AD (30' PRESCRIPTIVE EASEMENT) ---- STATE ROUTE 20 - S ONY POINT ROAD (30'PRESCRIPTIVE EASEMENT) Site Plan VARIANCE FOR REDUCTION OF FRONT YARD SETBACK: VA -00-31 APPROVED BUILDING HEIGHT: 22 ft EAVE HEIGHT, 31 ft TOP OF CUPOLA NO ADDITIONAL OUTDOOR LIGHITNG PROPOSED NO AREAS WITH A SLOPE OF 25% OR MORE WILL BE DISTURBED. SURVEY BY ROGER RAY, INC. TOPO DATA FROM ALBEMARLE COUNTY GIS 1"=20'-0" hO EXISTING BUILDING AREA: PHASE ONE ADDITION AREA: PHASE TWO BUILDING AREA: TOTAL ADDITIONS: TOTAL BUILDING AREA: 2806 S.F. 882 S.F. 962 S.F. 1844 S.F. 4650 S.F. 3129 PHASE ONE DISTURBED AREA 1745 PHASE TWO DISTURBED AREA 4847 TOTAL DISTURBED AREA PROPOSED STONEKING VON STORCH A R C H I T E C T S P.O.BOX 1332 CHARLOTTESVILLE, VIRGINIA 22902 telephone 804.295.4204 telefax: 804.295.6954 THESE DRAWINGS ARE PROVIDED AS INSTRUMENTS OF SERVICE AND SHALL REMAIN THE SOLE AND EXCLUSIVE PROPERTY OF STONEKING/VON STORCH ARCHITECTS. THESE DOCUMENTS MAY NOT BE COPIED OR REPRODUCED IN WHOLE, OR IN PART, NOR BE TRANSFERED TO ANY OTHER PERSON OR FIRM WITHOUT THE EXPRESS, WRITTEN CONSENT OF STONEKING/ VON STORCH ARCHITECTS ©COPYRIGHT STONEKING/VON STORCH 1999 SITE PLAN PRECONSTRUCTION ISSUES: Date: Issue: 3.1.2016 SP/SUP/ARB APPLICATIO I CONSTRUCTION ISSUES: Date: Issue: Project Number: