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Home My WebLink AboutSP201800023 Action Letter 2020-08-05RESOLUTION TO APPROVE THE RIVER'S EDGE REQUEST FOR A CENTRAL SEWERAGE SYSTEM ON TAX PARCELS 03200-00-00-005A1 AND 03200-00-00-005A0 NOW BE IT RESOLVED that, upon consideration of the staff report prepared for this request and all of its attachments, the information presented to the Board of Supervisors, and the factors relevant to central sewerage systems in County Code Chapter 16 and the Albemarle County Comprehensive Plan, the Albemarle County Board of Supervisors hereby approves the request for a central sewerage system on Tax Parcels 03200-00-00-005AI and 03200-00-00-005A0, subject to the conditions contained herein. I, Claudette K. Borgersen, do hereby certify that the foregoing writing is a hue, correct copy of a Resolution duly adopted by the Board of Supervisors of Albemarle County, Virginia, by a vote of five to zero, as recorded below, at a regular meeting held on August 5, 2020. eza l / A _ Clerk, Board of County Sq isors Aye Nay Mr. Gallaway Y Ms. LaPisto-Kirtley Y Ms. Mallek Y Ms. McKeel y _ Ms. Palmer Absent Ms. Price _ Y The River's Edge Central Sewerage System Conditions 1. The central sewerage system must be established and operated in accord with the Preliminary Central Sewage System Plan prepared by Shimp Engineering, P.C., last revised on July 24, 2020, and with DEQ's Reliability Classification Worksheet for Sewerage Pump Stations completed by Shimp Engineering, P.C.; 2. Before any building permits may be issued for dwelling units to be served by this sewerage facility, the facility must be either (a) filly completed and authorized for use or (b) bonded with the County; 3. The Owner(s) of Tax Parcel 03200-00-00-005A1 and 03200-00-00-005AO assume full responsibility for the proper operation and maintenance of the sewerage system; and 4. If requested by the County Engineer, the Owner must demonstrate annually to the County Engineer full compliance with all State operation and maintenance requirements. SHIMP ENGINEERING, P.C. Design Focused Engineering June 29.2020 Claudette Borgersen, Clerk to the Board of Supervisors County of Albemarle Department of Community Development 401 McIntire Road, North Wing Charlottesville, Virginia 22902 RE: River's Edge Central Sewer System Request Notice (Sec.16-102) Dear Claudette, On behalf of Rivers Edge Holdings LLC and Rivers Edge Associates LLC (collectively, the "applicant"), please consider this notice made to the Board of Supervisors in accordance with Sec. 16-102 of the Code of Albemarle regarding the proposed construction of a central sewer system on TMP 03200-00-00- 005A1 (the "property") in Albemarle County. The applicant is currently pursuing ZMA2018-018, a rezoning request to rezone the property from Rural Areas "RA" to Planned Residential Development "PRD." To achieve the design proposed in the application plan for ZMA2018-18, a central sewer system is being pursued to serve the proposed residential units on the property. If you have any questions, please do not hesitate to contact me at michael@shimp-en i¢ ncering com or by phone at 434-227-5140. You can also contact Justin Shimp at Justin@shimp-en ing eering com. Best regards, Justin Shimp Shimp Engineering, P.C. 912 E. High Sr. Charlottesville, VA 22902 1434.227.5140 1 shimp-engineering.com LEGEND EXISTING 16 N 311.5 x 311.5 TC x 311.5 TW x 311.5 BW x X X m m OHU OHU ucu ucu q q 0 s s _W W _ O O t t GAS GAS DESCRIPTION BOUNDARIES BENCHMARK SITE PROPERTY LINE ADJACENT PROPERTY LINE BUILDING SETBACK PARKING SETBACK SITE TEXT PARKING COUNT TOPOGRAPHY INDEX CONTOUR INTERVAL CONTOUR SPOT ELEVATION TOP OF CURB ELEVATION TOP OF WALL ELEVATION BOTTOM OF WALL ELEVATION STREAM STREAM BUFFER 100 YEAR FLOODPLAIN BUILDING BUILDING RETAINING WALL STAIRS EDGE OF PAVEMENT ROAD CENTERLINE FRONT OF CURB BACK OF CURB CG-12 TRUNCATED DOME SIDEWALK BIKE PARKING HANDICAP ACCESSIBLE AISLE HANDICAP PARKING MATERIAL CONCRETE RIPRAP ASPHALT EC-2 MATTING EC-3 MATTING WETLAND TREELINE FENCE UTILITY UTILITY POLE GUY WIRE OVERHEAD UTILITY UNDERGROUND UTILITY STORM STORM MANHOLE DROP INLET STORM SEWER ROOF DRAIN SANITARY SANITARY MANHOLE SANITARY SEWER MAIN SANITARY SEWER LATERAL WATER WATER LINE WATER METER WATER METER VAULT FIRE HYDRANT FIRE DEPARTMENT CONNECTION GAS GAS LINE CONSTRUCTION GRADING ACCESS SIGHT DISTANCE UTILITY STORMWATER FACILITY MAINTENANCE STORMWATER ACCESS DRAINAGE SANITARY WATERLINE GASLINE SHEETINDEX C1 COVER SHEET. C2 SITE OVERVIEW C3 PRELIMINARY CENTRAL SEWAGE SYSTEM PLAN C4 PRELIMINARY CENTERAL SEWAGE SYSTEM PLAN C5 PRELIMINARY CENTERAL SEWAGE SYSTEM CALCULATIONS & DETAILS Preliminary Central Sewage System Plan For: RIVER'S EDGE TM P 32-5A1 & TM P 32-5A0 ALBEMARLE COUNTY, VIRGINIA VICINITY MAP SCALE: 1°=2000' 1.11 :kris Greene Lake Park �iBRIARWOOD 4� 606CAMELOT Piney Mountain IKE ACRES 850 N 0 CMURDO c ao ntic LLC 9 Nall"s Auto Body PINERIDGE AIRPORT ACRES Map provided by Google.com SHIMP ENGINEERING2 LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. CHARLOTTESVILLE VA, 22902 Loll Risy 434.227.5140 JUSTIN@SH IMP-E N GI NEERING.COM e. No. 45183 ?%zFlZo PRELIMINARY CENTRAL SEWAGE SYSTEM PLAN RIVER'S EDGE ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.06.29 REVISION: 1.7-24-2020 FILE NO. COVER SHEET C1 of 5 15.064 ci ________-- - _ - - - - - - - - - - - - - - - - -=-4 �___ _____ ___ _----______ ___ _�_ _____- - - - - _ _ _ _ _--------------- ______----- ______�_______------------- '-------___--_-------_---- —��_ -------------------- __ _ _ ---- _------_--_---------420-- \\ - ___ -------------------------- ------------------ ` 1 _... _ 3" FORCE MAIN------. AIN--- — ----- ----- ------ \ 1 \ \ \ / s FORE MAIN y/ \ \ \ \ \ I \ \ I s \ \ MP STA� ON W. / DERGROU UD �S N / `\ \s s ��e WEIT WELL \ \ ��s s s SAN LAT YP> s " \ 5 s s S / / 4" SAN LA ' GRA Y s A�,s' T / 1--s —S —s s i Tip) I s / / / // O 040 / / / / _ s s Q--- SHIMP "_ems" s / y '' ENGINEERING8 \S/' , `r LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 _ _ /' ' 5/ / / ' CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM / 1p S�sB—� ,� /� ' / /' /' No.45183 SSlONAL SAN. LA y /y / 'GRAVITY / / ' �' /' �' / PRELIMINARY CENTRAL / (TV/ / / / /' / SEWAGE SYSTEM PLAN \ s (TYP>) --- /5 MAINQDP) RIVER'S EDGE \\ \ S T I's _ S �s !_ --- / / // ,' /' ,' / ALBEMARLE COUNTY, VIRGINIA S �S �S —S —5�= / /ice'' / / �/ /' /' /' / / — SUBMISSION: -- �' 2020.06.29 REVISION: 1. 7-24-2020 \------------ 0-------- ' \ \------------ \\ FILE NO. 15.064 '' //'' i'/ �� I SITE PLAN / \ ' / i // / SHEET C3 of 5 30 0 �0 \60 90C3_ / // ' Scale: 1' 30' 111 I / i `------------------- — , X. 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FORCE MAIN_— �_,, -- -- \ \ \ \ \ SHIMP ENGINEERING LAND PLANNING - PROJECT MANAGEMENT 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN@SHIMP-ENGINEERING.COM La, e. No. 45183 I/S41ZO PRELIMINARY CENTRAL SEWAGE SYSTEM PLAN RIVER'S EDGE ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.06.29 REVISION: 1. 7-24-2020 FILE NO. SITE PLAN SHEET C4 of 5 15.064 50 Scale: 1 0 50 100 150 Daily Average Flowrates Type: Unit: Number of Units: gpd/unit Total (gpd) 2-Person Townhomes Each 100 200 20,000 Daily Peak Flowrates Type: Unit: Number of Units: Daily Average Flow gpd 20,000 gpm 14 MGD 0.02 Peaking factor n/a 2.5 Peak Daily Flow gpd 50,000 gpm 35 MGD 0.05 Wet Well Sizing Type: Unit: Number of Units: Diameter it 5 Volume per foot gallons 100 Wet Working Depth it 4.35 Total Storage gallons 1,422 Pumping Rate gpm 35 Time to Empy minutes 41 SEWER FLOW CALCULAT C5 NOT TO SCALE Minor Losses Type K-values # Fittings Gate Valve 0.19 Plug Valve 99%open) 0.86 1 Butterfly Valve 0.4 Swing Check Valve 2.5 1 900 Bend 0.25 3 450 Bend 0.2 22.50 Bend 0.12 11.250 Bend 0.06 Tee (through) 0.6 Tee side out 1.8 1 Cross (through) 0.6 Cross side out 1.8 0.1 ZReducer/Increaser char a oar 1 1 Pump settings: 1 Bottom of wet well 401.00 it 2 Pump Inlet 401.17 it 2 All pumps off 401.34 it 3 Lead um on 405.35 it 4 La um on 406.35 it 5 High Water Alarm 407.35 it 6) To of wet well 411.00 it Wet Well Wet Well Diameter 5 ft Wet Well Hei ht 10 ft Pump Rate PUMP 3 35 lgpm Min active wet well volume 1 Min of 1 minute um rate time 35 allons 2 10minutes um cycle time 3 cles/l1r/ um 87.5 allons Volume r foot of depth of wet well Depth ft Volume al D 0 1 100 2 247 3 394 4 540 5 687 6 834 7 981 8 1128 9 1275 10 1422 2 PUMP STATION CALCULATIONS (LOSSES C5 NOT TO SCALE Pump Selection Pump Option: Pump 1 Pump 2 Pump 3 Description: Goulds, 1.5 HP, 230V, 3 Goulds, 5 hp, 230V, 3 Goulds, 2 hp, 230V, 3 Phase Phase Phase Model#: 2DM51 F-3NA WS5OD4 3SD52G3CA Discharge Size: 2" Discharge (Solids) 3" Discharge (solids) 2.5" Discharge (solids) Flow TDH TDH TDH (gpm) (ft) (+t) (ft) 0 47 51 45 5 48 51 45 10 45 51 44 15 44 50 as 20 43 50 as 25 42 50 43 30 41 49 43 35 40 49 42 40 39 as az 45 38 48 42 50 37 48 41 55 36 48 41 60 35 47 40 ss 35 47 ao 70 34 47 ao 75 33 46 39 80 32 46 39 65 31 46 39 90 30 46 38 95 29 45 38 100 28 45 38 USE: residential System &Pump Curves -River's Edge 80.00 - - 70.00 - 60.00 - - --8-TDH -Min. 50.00 +Pump 1 tPump 2 x 0 �FTDH - Max. 40.00 -- -__ - CIF -Pump 3 - a E to n°o E m � � o 20.00 3 - pin On Pump 1 Details: Pump 2 Details: Pump 3 Details: Gould 2DM51 F-3NA Gould WS50D4 Gould WS50134 HP 1.5 HP 5 HP 2 Discharge (in) 2 Discharge (in) 3 Discharge (in) 3 Solids (in) 2 Solids (in) 3 Solids (in) 2.5 Height (in) 18.81 Height (in) 28.25 Heigh (in) 28.25 Discharge Heigh (in) 4.38 Discharge Heigh (in) 6.75 Discharge Heigh (in) 6.75 Length (in) 7.75 Length (in) 15.75 Length (in) 15.75 Weight (lb) 32 Weight (lb) 13 Weight (lb) 13 Volts 230 Volts 230 Volts 230 Phase 3 Phase 3 Phase 3 Max Amps 3 Max Amps 17 Max Amps 10 RPM 3,450 RPM 1,750 RPM 1,750 Cord Length (ft) 20 Cord Length (a) 20 Cord Length (ft) 20 Minimum Submergence Hx Fd= 0.025 Hx= 0.177 ft Hmin= 4.011 it Hz =Pump Inlet to Pumps'OFF' Hmin =Pump "00 to Lead Pump "ON" Hlag =Lead Pump "On" to Lag Pump "ON" Hres =Lag Pump "ON" to High Water Alarm 3 PUMP SELECTION DATA � 5 NOT TO SCALE 4 SYSTEM CURVE PLOT C5 NOT TO SCALE System Curve -Head Loss Calculations Flowrate Water Velocity In: Dynamic Losses, it Total Head gpm Wett/s Velocity Minor Losses Pipe Friction Min. Lift ft Max. Lift ft 0 0 0 0 0 36.65 37.00 5 0.01 0.23 0.01 0.31 36.96 37.31 10 0.02 0.45 0.02 1.11 37.77 38.13 15 0.03 0.68 0.05 2.34 39.04 39.39 20 0.04 0.91 0.09 3.99 40.72 41.07 25 0.06 1.13 0.14 6.02 42.81 43.16 30 0.07 1.36 0.20 8.44 45.28 45.64 35 0.06 1.59 0.27 11.22 48.14 48.49 40 0.09 1.82 0.35 14.37 51.37 51.72 45 0.10 2.04 0.45 17.86 54.96 55.31 50 0.11 2.27 0.55 21.71 58.91 59.26 55 0.12 2.50 0.67 25.90 63.21 63.56 60 0.13 2.72 0.80 30.42 67.86 68.21 65 0.14 2.95 0.93 35.27 72.85 73.21 70 0.16 3.18 1.08 40.46 78.18 78.54 75 0.17 3.40 1.24 45.96 83.85 84.21 80 0.18 3.63 1.41 51.79 89.85 90.21 85 0.19 3.86 1.60 57.94 96.18 96.54 90 0.20 4.08 1.79 64.40 102.84 103.19 95 0.21 4.31 1.99 71.18 109.82 110.17 100 0.22 4.54 2.21 78.26 117.12 117.47 BACKUP TOP OF WET HELL ELEV. - CONCRETE GENERATOR 5 SYSTEM CURVE TABLE C5 NOT TO SCALE CONTROL PANEL BOX SHALL CONTAIN A REMOTE MONITORING SYSTEM TO RE MANAGED BY A CONTRACTED PROFESSIONAL THIRD PARTY. ROL PANEL PORT POLE h CONDUIT HIGH WATER ALARM DGHT GONTft0. PANEL 1-1 HIGH WATER ALARM ELEV. _ LAG PUMP 'ON' ELEV. _ LEAD PUMP 'ON' ELEV. _ ALL PUMPS 'OFF" ELEV. = 401.34' 1i i PUMP INLET ELEV. = 401.1 )' BOTTOM OF WET WELL ELEV. 601.00' ��WET WELL WATER ELEVATIONS TOP VIEW CONCRETE PAD BACKUP GENERATOR CONTROL PANEL �O� 2" VENT PIPES 3" DISCHARGE GRAVITY INFLOW ■ s PUMP STATION PLAN C5 SCALE: 1"=4' DISCHARGE PLUG vALXE (]-WAY) 45' ELBOW OUT OF KET WELL POINTED TOW r E PLUG VALVE (]-1 N OUT OF WET WEU ELBOW TEE h DROPLEG FRONT VIEW SIDE VIEW 8 PUMP STATION CROSS-SECTION C5 SCALE: 1.=4' (3-WAY) TRACER WIFE INSTALLED ALONG DISCHARGE LINE DISCHARGE urvE EEMA BEE SHIMP ENGINEERING LAND PLANNING -PROJECT MANAGEMENTLoll 912 E. HIGH ST. 434.227.5140 CHARLOTTESVILLE VA, 22902 JUSTIN(o15HIMP-ENGINEERING.COM e. No. 45183 ? fI PRELIMINARY CENTRAL SEWAGE SYSTEM PLAN RIVER'S EDGE ALBEMARLE COUNTY, VIRGINIA SUBMISSION: 2020.06.29 REVISION: 1. 7-24-2020 FILE N0. 15.064 PUMP STATION DETAILS SHEET C5 of 5 C5 /SCALE: 1 "=4r C5 SHIMP ENGINEERING, P.C. Design Focused Engineering June 29,2020 Frank Pohl County of Albemarle Department of Community Development 401 McIntire Road, North Wing Charlottesville, Virginia 22902 RE: ZMA2018-018 River's Edge Pump Station Preliminary Design Dear Mr. Pohl, As part of the plan requirements, we have completed a basic preliminary design for the sewer pump stations. Flow Calculations: A design population of 100 2-person units has an average design flow of 100 gpd/person = 200 gpd/unit. (SCAT regs - 9VAC25-790-460-F) The design peak capacity of the system shall be 2.5 times this avg. design flow. (SCAT regs - 9VAC25-790-310-D) Avg Design Flow = 100 units x 200 gpd/units = 20,000 gpd Peak Design Flow = 2.5 x Avg Design Flow = 50,000 gpd (34.7 gpm) Minimum design pump rate must exceed 35 gpm to allow for the Peak Design Flow. Basic Pump Station Design: The pump station shall be an inline underground wet well with submersible pumps that will pump effluent through a force main at select times when the sewage level reaches set elevations in the wet well. The pump station will consist of a remote monitoring system that will be managed by a contracted professional third party, a backup generator in case of loss of power, and an onsite alarm in case of failure. Preliminary Wet Well Sizing: The wet well will be a 60" precast lined watertight manhole. For a wet well with 10' depth well and a design lead pump switch "on" elevation at 6' above the invert, the well storage would reach 834 gal. of effluent before the lead pump engaged. In this scenario, the pump would operate roughly 37 times per day (using the avg. design flow estimate of 20,000 gpd for the 100 units from above). With this basic design, the lead pump would engage on average every 39 minutes. This cycle period minimizes potential nuisance from the pump station by ensuring the sewage does not sit long enough to go anaerobic and also ensures potential adverse noise impacts on future residents are mitigated through cycle frequency management. 912 E. High St. Charlottesville, VA 22902 1434.227.5140 1 shimp-engmeenng com Additional Design Considerations: The following considerations are based on previous design experience with pump stations, and the final design shall account for these considerations. 1. Since the pump station will be handling raw sewage, pumps and force main must be capable of passing 2" solids. Thus, the minimum force main size should be 3". A minimum scour velocity of 2 fps must be achieved within the force main. 2. Two robust pumps shall be chosen to provide redundancy. Multiple switches shall be implemented which will trigger first one, then both pumps when sewer levels reach critical elevations within the wet well. 3. CCS Tracer wire shall be installed along the force main to allow for maintenance to immediately identify the location from above ground. 4. To prevent unpleasant odors, which are mainly caused by sewage going anaerobic, a small air pump and diffuser shall be installed for the wet well. 5. Fencing and vegetative screening shall be provided to make the pump less conspicuous for residents. If you have any questions please do not hesitate to contact me at your convenience. I can be reached at: justin@shimp-engineering.com or by phone at 434-227-5140. i P.C. Reliability Classification Worksheet for Sewage Pumping Stations Pump Station Name: River's Edge Location: 38.154061,-78.415820 (off Rte 29 behind Clayton Homes) Average Daily Design Flow/ Peak Design Flow MGD/MGD : 0.02 / 0.05 Complete Part I and Part II of this form, and submit this form with your CTC application. All assessments are based on the average daily design flow of the pump station (not peak flow or current flow). Part I. Reliability Classification Assessment 1. Is the station located in the Dulles Watershed (9 VAC 25-401) or in the Occoquan Watershed (9 VAC 25-410)? ❑ If yes, STOP - Reliability is Class I with special construction requirements (see 9 VAC 25-401 and/or 410). ® If no, proceed to Question 2. 2. The default Reliability Classification for all other pump stations within Virginia is Class I. Is the pump station to be constructed to meet Reliability Class I? ❑ If yes, STOP - Reliability is Class I. ® If no, proceed to Question 3. 3. Is the design average daily flow to the pump station greater than or equal to 0.5 MGD? ❑ If yes, STOP - Reliability is Class I. ® If no, proceed to Question 4. 4. Is the pump station located in the any of the following localities? Counties of Accomack, Charles City, Essex, Gloucester, Isle of Wight, James City, King and Queen, King George, King William, Lancaster, Mathews, Middlesex, New Kent, Northampton, Northumberland, Richmond, Southampton, Surry, Westmoreland or York; or Cities of Chesapeake, Franklin, Hampton, Newport News, Norfolk, Poquoson, Portsmouth, Suffolk, Virginia Beach or Williamsburg. ❑ If yes, STOP - Reliability is Class I. ® If no, proceed to Question 5. 5. Is a public water supply surface water intake within 5 miles downgradient of the pump station or within 1 tidal cycle upstream of the pump station? [Contact the appropriate field office of VDH's Office of Drinking Water htto://www.vdh.virainia.aov/drinkinawater/contacts/. Provide VDH with latitude/longitude information for the pump station and the average and peak design flows.] ❑ If yes, STOP - Reliability is Class I. ® If no, proceed to Question 6. 6. If the pump station were to overflow, is there high probability of public contact with the wastewater? [Is the station close to residential/commercial/institutional areas and/or recreational areas (boat landings, posted swimming/fishing/boating areas, parks) such that an overflow would likely present a public health hazard?] ® If yes, STOP - Reliability is Class I. ❑ If no, proceed to Question 7. 7. Is average daily design flow to the pump station < 2000 gpd? ❑ If yes, STOP - Reliability is Class ll. ❑ If no, proceed to Question 8. 8. Is there a perennial surface water located within 1500 It downgradient of the facility? (Perennial stream defined as a solid blue line on USGS quad map or determined from field investigation.) ❑ If no, STOP - Reliability is Class II. ❑ If yes, proceed to Question 9. Reliability Classification Assessment for Sewage Pump Stations 10/22/10 Page 1 of 2 9. Does the perennial surface water considered in Question 8 above provide less than a 10:1 dilution (7Q10 receiving water flow to average daily design flow); OR is the perennial surface water a 303d listed impaired segment? [See htto://www.dea.virainia.ciov/wastewater/MunicioalNonWQIFProceduresO32010 for location and list of stream gauges and 7010 information, and htto://www.den.viminia.aov/waa/303d.htmi for 303d listings] ❑ If yes to either of the questions, STOP - Reliability is Class I. ❑ If no, STOP - Reliability is Class II. Based on the Part l assessment, the designated reliability classification for this pump station is Note that DEQ has determined that Reliability Class III is not protective of water quality and is not a valid classification for a new pump station. Part II. Method of Complying with Reliability Classification For this pump station, select your method of complying with the reliability class requirements. Reference 9 VAC 25-790-390 through 420. Reliability Class l: ® Option A: Emergency generator with automatic transfer switch or dual electrical feeds. Class I must monitor main power supply, auxiliary power supply, failure of pump to discharge, and high liquid level in wet/dry wells; a test function must also be provided. On -site audio-visual alarm required with telemetry or autodialer to site manned 24 hours a day. ❑ Option B: Permanently installed engine -driven emergency pump. Wet well storage above the high water alarm equal to or greater than documented response time of owner/service provider (i.e., no overflow is allowed). Automatic transfer in the event of a power failure is preferred. The emergency pump must pass the peak flow and must monitor main power supply, failure of pumps to discharge, and high liquid level in wet/dry wells; a test function must also be provided. On -site audio-visual alarm required with telemetry or autodialer to site manned 24 hours a day. Battery or other acceptable backup for pump controls is required. ❑ Option C: 24 hour emergency storage. Class I must monitor main power supply, failure of pump to discharge, and high liquid level in wet/dry wells; a test function must also be provided. On -site audio-visual alarm required with telemetry or autodialer to site manned 24 hours a day. (24 hour storage based on average daily design flow.) ❑ Option D: Closing the facility to eliminate generation of sewage. On -site audio-visual alarm required with telemetry or autodialer to site manned 24 hours a day. (Only available to facilities that will close during a power outage such as schools, certain industries, some recreational and park areas.) ❑ Option E: Portable Equipment (e.g., pumps and generators). [Only available for facilities to be owned and operated by a locality, utility, or service authority.] Wet well storage above the high water alarm equal to or greater than documented response time of owner/service provider. Owner/Service Provider has sufficient portable equipment (see 9 VAC 25-790- 410 for details). Portable pump and/or portable generator hookup provided. Class I must monitor main power supply, failure of pump to discharge, and high liquid level in wet/dry wells; a test function must also be provided. On -site audio- visual alarm required with telemetry or autodialer to site manned 24 hours a day. ❑ Option F: For facilities in the Dulles Watershed Only: In addition to complying with Reliability Class I requirements in 9 VAC 25-790, the facility also complies with 9 VAC 25-401-30.D. ❑ Option G: For facilities in the Occoquan Watershed Only: In addition to complying with Reliability Class I requirements in 9 VAC 25-790, the facility also complies with 9 VAC 25-410-20-F.5. Reliability Class I ❑ Option A: Portable/standby generator (manual transfer switch or quick connect). On -site audio-visual high water alarm. ❑ Option B: Emergency pump connection (and access to a portable pump). On -site audio-visual high water alarm. ❑ Option C: Closing the facility I nate generation of sewage. On -site audio-visual high water alarm. (Only available to facilities that will close durin a pow outage such as schools, certain industries, some recreational and park areas.) Form to be completed and si ned y ngineer. Form completed by Printed name Justin Shimp Reliability Classification Assessment for Sewage Pump Stations 10/22/1 o Page 2 of 2