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Home My WebLink AboutSDP200400106 Plan - VSMP Final Site Plan and Comps. 2005-03-21 STORMWATER MANAGEMENT DESIGN, AND EROSION & SEDIMENT CONTROL CALCULATIONS FOR CHARLOTTESVILLE SELF STORAGE AT CROZET ALBEMARLE COUNTY, VIRGINIA Prepared by: WAr'll. iriM""= ENGINEERS SURVEYORS PLANNERS ASSOCIATES 147 Mill Ridge Road 1402 Greenbrier Place Lynchburg,VA 24502 Charlottesville,VA 22901 Phone:434-582-6175 Phone:434-984-2700 www.wwassociates.net March 21, 2005 Project Number: 204135.01 Stormwater Management Calculations WWA No. 204135.01 Table of Contents Chapter Page I. Stormwater Narrative .2 II. Pre-developed Conditions 4 III. Post-developed Conditions 5 IV. Water Quality Analysis 6 V. Water Quantity Analysis 7 Appendices Figure 1 (Drainage Areas and Time of Concentration) A Hydraflow Hydrographs Water Quantity Routing Output B Albemarle County Short Version BMP Computation Worksheets 2-6 C SWM Inlet Computations and Drainage Maps D Erosion and Sediment Control Computations ..E 1 Stormwater Management Calculations WWA No. 204135.01 I. Stormwater Narrative The project site is within the Beaver Creek Reservoir watershed. Stormwater management will be provided onsite in accordance with all federal, state and local requirements. Surface runoff within the project site is directed to two drainage ways (unnamed tributaries to Beaver Creek). Drainage shed A is comprised of approximately 1.71 acres onsite and surface drainage is directed north to the natural drainage way along the northern property line, and then east offsite. The exisiting conditions in shed A consist of an existing parking lot that will be redeveloped with a new self storage facility with travel ways. There will be no increase in impervious area within drainage shed A, therefore,no quantity controls will be provided. Stormwater management quality controls (BMP) in accordance with Albemarle County requirements for drinking water watersheds will be provided by a bio- retention facility located to the north of new storage building G. The bio-retention facility will provide 50 percent removal of the target pollutant phosphorous exceeding the required 15 percent removal. The facility will be 15 feet wide and 194 feet long equipped with a 25-foot grassed buffer strip to pre-treat overland sheet flow directed into the facility. The concentrated flow from the closed conduit storm drain system within shed A is directed into a VDOT Class I dry rip-rap apron prior to entering the bio- retention facility to retard discharge velocity and dissipate energy. The facility incorporates a 10-foot wide by 15-foot rip-rap emergency outfall apron with the invert set at elevation 643.50 to provide a maximum ponded depth of one foot. The bio-retention facility is designed with a bio-filter consisting of Luck bio-filter mix or tested approved equal with the underdrain and D.I. with 12"HPDE outfall. The bio-retention area will be equipped with vegetative plantings in accordance with WR-14. The 12-inch HPDE bio- filter outfall is equipped with a 10-foot by 10-foot VDOT Class I dry rip-rap outfall. Sufficient rip-rap aprons are included below both the emergency outfall and the bio-filter outfall to dissipate energy and render outfall velocities non-erosive prior to discharge into the natural drainage ways. Drainage shed B is comprised of 7.09 acres, of which 3.66 acres are onsite, and 3.43 acres are offsite. The existing conditions in shed B consist of an existing parking lot and open space. The onsite area will be redeveloped with new self storage buildings, along with travel ways and parking areas. Approximately 0.40 acres of additional impervious surface will be generated in shed B. Surface runoff in shed B will be directed to a bisecting natural drainage way that collects and conveys surface runoff southeast and eventually offsite. A combination surface facility will provide both water quality control and extended detention. Storage for water quantity will be provided to attenuate the 2- year and 10-year post-development events. Utilizing the modified direct method,the allowable release rate for the post-developed 2-year storm is 21.8 cfs, and 28.5 cfs for the 10-year storm. Routed release rates were 8.33 cfs for the 2-year storm, and 14.19 cfs for the 10-year storm. Extended detention volume will be provided for twice the water quality volume, as determined by capturing the first 1/2 inch of post-developed impervious surface in drainage shed B. The facility is designed with a multi-stage outfall structure containing a 3' weir notch to control the 2-year storm event. The facility outfall will be 2 Stormwater Management Calculations WWA No. 204135.01 Iprovided with VDOT Class I dry rip-rap to retard pipe exit velocity by dissipating energy and rendering the outfall velocity non-erosive prior to entering the natural drainage way. IDrainage shed C is comprised of 0.50 acres onsite. The existing surface conditions consist of an asphalt driveway and open space. This area will be redeveloped with travel I ways,parking lots,new self-storage buildings and an office that incorporates an employee residential apartment. This area drains by overland sheet flow to the analysis point(at the Facility B outfall). I Drainage shed D is comprised of 2.64 acres onsite. This area consists of undeveloped p P open space and will remain undeveloped open space. Drainage occurs via overland sheet Iflow to analysis point B (downstream of the SWM/BMP detention facility). Natural drainage sheds have been honored with this plan and outfalls have been rendered adequate and in compliance with MS-19. In shed A there is no increase in runoff and water quality control has been provided in a manner which exceeds the requirements for drinking water watersheds. In shed B,water quality control has been provided to attenuate post development runoff rates to that less than the pre-developed rate, and water quantity control has been provided in a manner which exceeds the requirement for drinking water watersheds. This project(Charlottesville Self Storage at Crozet) is in compliance with MS-19 in that stormwater management(SWM)quantity control has been provided onsite, which attenuates the post-developed 2-year and 10-year surface runoff rate to that below the pre-developed 2-year and 10-year surface runoff generated by the site. (See SWM/BMP narrative.) 3 Stormwater Management Calculations WWA No. 204135.01 II. Pre-Developed Conditions Drainage Shed A Total Area= 1.71 acres(all onsite) Impervious= 1.51 acres C=0.9 Grassed=0.2 acres C =0.3 Cpre= (1.5lac)(0.9)+(0.2ac)(0.3) =0.82 1.71ac Drainage Shed B Total Area= 7.09 acres (3.66 acres onsite, 3.43 acres offsite) Impervious: C=0.9 1.90 acres (onsite) 2.38 acres (offsite) Grassed: C=0.3 1.76 acres (onsite) 1.05 acres (offsite) Cpre = (4.28ac)(0.9)+(2.8lac)(0.3) =0.66 7.09ac Drainage Shed C Total Area= 0.50 acres (all onsite) Impervious=0.19 acres C =0.9 Grassed=0.31 acres C=0.3 Cpre= (0.19ac)(0.9)+(0.31ac)(0.3) = 0.53 0.50ac Drainage Shed D Total Area=2.64 acres (all onsite) Grassed=2.64 acres C =0.3 4 Stormwater Management Calculations WWA No. 204135.01 III. Post-Developed Conditions Drainage Shed A Total Area= 1.71 acres (all onsite) Impervious= 1.51 acres C=0.9 Grassed=0.2 acres C=0.3 Cpost = (1.5 lac)(0.9)+(0.2ac)(0.3) =0.82 1.71ac Drainage Shed B Total Area= 7.09 acres(3.66 acres onsite, 3.43 acres offsite) Impervious: C =0.9 2.30 acres (onsite) 2.38 acres (offsite) Grassed: C =0.3 1.36 acres (onsite) 1.05 acres (offsite) Cpost = (4.68ac)(0.9)+(2.41ac)(0.3) = 0.70 7.09ac Drainage Shed C Total Area= 0.50 acres (all onsite) Impervious=0.32 acres C=0.9 Grassed=0.18 acres C =0.3 Cpost = (0.32ac)(0.9)+(0.1 8ac)(0.3) =0.68 0.50ac Drainage Shed D Total Area=2.64 acres (all onsite) Grassed=2.64 acres C =0.3 5 Stormwater Management Calculations WWA No. 204135.01 IV. Water Quality Analysis Drainage Shed A • Criteria: Redevelopment/Drinking Water Watershed • %Impervious Pre-Development= 89% • % Impervious Post-Development= 89% • %Removal Required= 15% (Per Albemarle County Short Version BMP Computation Worksheet 2-6; please see Appendix C) • Provide bio-retention facility for the first flush WQV(first 0.5"rainfall) • %Removal Provided= 50% • Water Quality Volume=(0.5"/12"/1 ft.)(43,560 sf/ac.)(1.51 impervious ac.) = 2,740 c.f. • Provide 2740 c.f. @ 1.0 ft. maximum depth • Bio-Filter Dimensions: Length= 194 ft. Width= 15 ft. Depth= 1.0 ft. Total Volume=2,910 c.f. Drainage Shed B • Criteria: Redevelopment/Drinking Water Watershed • %Removal Required=21% (Per Albemarle County Short Version BMP Computation Worksheet 2-6;please see Appendix C) • %Removal Provided=30% • Provide Extended Detention with 2(WQV) • Water Quality Volume =(2)(0.5"/12"/ 1 ft.)(43,560 sf./ac.)(4.68 impervious ac.) = 17,000 c.f. Drainage Shed C • Criteria: New Development/Drinking Water Watershed • %Removal Required=0%(Per Albemarle County Short Version BMP Computation Worksheet 2-6;please see Appendix C) Drainage Shed D • Criteria: New Development/Drinking Water Watershed • %Removal Required=0%(Per Albemarle County Short Version BMP Computation Worksheet 2-6;please see Appendix C) 6 Stormwater Management Calculations WWA No.204135.01 V. Water Quantity Analysis Strateev There was no increase in impervious area between pre- and post-development in Drainage Shed A and D,therefore SWM is not required. A SWM facility named Facility B will be provided for the increase in impervious area in Drainage Shed B (3.66 acres onsite and 3.43 acres offsite). Since Drainage Shed C bypasses Facility B, the SWM facility design will use a lower allowable release rate to compensate. Time of Concentration (Please reference for Appendix A for Te flow paths) Drainage Shed B Pre-development(two parts): 1) Seelye Method for Overland Flow (A -3 B) TCo=0.2250.42S4119C-1.o L=200 ft S =0.05 C =0.67 To= 5.49 min 2) Kirpich Method for Shallow Concentrated Flow (B - C- Z) TC2=0.0009481- 0 3sL1.13 H=32ft L=681 ft TC2=4.0 min tc= TC1 + TC2=9.49 min (Pre-Developed) Post-Developed(three parts): 1) Seelye Method for Overland Flow (A -*B) TCi=0.2250.42S-o.19C-1.o L=200 ft S =0.05 C =0.70 TCi= 5.26 min 2) Kirpich Method for Shallow Concentrated Flow (B - C -* D -*E) TC2= 0.00948FI°38L1.13 H=23 ft L=440ft TC2=2.8min 3) Conduit Flow (E-->Z) _ L TC3 V V=4 fps or 240 ft/min 7 Stormwater Management Calculations WWA No. 204135.01 L=270 ft(closed conduit) TC3 = 1.1 min tc= To + TC2+ TC3 = 9.16 min (Post-Developed) Drainage Shed C Pre-developed: Seelye Method for Overland Flow (A B) TCo=0.2250.42S°•19C-1.o L= 175ft S =0.02 C=0.53 TCi=6.94 min Post-developed: Seelye Method for Overland Flow (A B) TCo=0.2250.42S-o.19C-i.o L= 175ft S =0.02 C=0.68 To= 5.41 min Intensity(VSMH Appendix 4D-Albemarle County IDF) Drainage Shed B 2 yr(te=9.49 min): I2=4.3 in/hr 10 yr(tc=9.49 min): IIo= 5.7 in/hr 100 yr(te=9.49 min): Il oo=9.1 in/hr Drainage Shed C 2 yr(te=6.94 min): I2=4.8 in/hr 10 yr(tc=6.94 min): Iio=6.4 in/hr 100 yr(tc=6.94 min): I100=8.8 in/hr Rational Method Q = CIA (Allowable Discharge) Drainage Shed B 2 yr: Q2 = (0.67)(4.3 in/hr)(7.09 ac.)=20.4 cfs 10 yr: Qio= (0.67)(5.7 in/hr)( 7.09 ac.)=27.1 cfs 100 yr:Qioo=(0.67)(9.1 in/hr)( 7.09 ac.) =43.2 cfs Drainage Shed C 2 yr: Q2 =(0.53)(4.8 in/hr)(0.50 ac.)= 1.3 cfs 10 yr: Qio=(0.53)(6.4 in/hr)(0.50 ac.)= 1.7 cfs 100 yr:Qtoo=(0.53)(8.8 in/hr)( 0.50 ac.) =2.3 cfs 8 Stormwater Management Calculations WWA No. 204135.01 Compensation for Bypassed Flow from Drainage Shed C 2 yr: Q2=20.4 cfs— 1.3 cfs = 19.1 cfs 10 yr: Qio=27.1 cfs— 1.7 cfs=25.4 cfs 100yr:QIoo=43.2 cfs—2.3 cfs =40.9 cfs Modified Rational Direct Solution (VSMH p. 5-23) 1) Define 2-year critical storm duration. T, 2CAa(b—tc/4) —b d2 —— qo2 C=0.70 A=7.09 ac tc=9.2 min qo2= 19.1 cfs a2= 106.02 b2= 15.51 2(0.70)(7.09)(106.02)(15.51—9)4 Tdz =1 —15.51 =11.5min 11 19.1 2. Solve for the 2-yr critical storm intensity, I2. _ _a _ 106.02 I2 b+Td2 15.51+11.5 3.9in/hr 3. Determine 2-yr peak inflow. Qr2 =Cl2A =(0.70)(3.9in/hr)(7.09ac) =19.5cfs 4. Determine the 2 yr required storage volume. V2 = Qi2Td2 + Qnt� — go2Td2 —3go2tc]60 4 2 4 Qi2= 19.5cfs C =0.70 A=7.09 ac Td2= 11.5 min t,=9.2 min q02= 19.1[(19.5)(11.5) cfs V2 = + (19.)(9.2) — (19.1)(11.5) — (3)(19.1)(9.2)]60 V2= 1,633 cf 9 Stormwater Management Calculations WWA No. 204135.01 5. Determine 10-year'Lilo C =0.70 A=7.09 ac to=9.2 min (low=25.4 cfs alo= 161.60 b1o= 18.73 T (0.70)(7.09)(161.60)(18.73-9.2)(2) _18.73 =13.5 min duo = 25.4 6. Solve for Iio I = alo _ 161.60 =5.0in/hr �� boo +Taco 18.73+13.5min 7. Solve for Q u o Quo=CII0A=(0.70)(5.0 in/hr)(7.09ac)=24.9 cfs 8. Solve for Vlo Vio =[QIOT dio + Q,rot� _ 4oroTd10 _ 3401otc]60 4 2 4 Qjio=24.9 cfs C=0.70 A=7.09 ac Tdlo= 13.5 min tc=9.2 min golo=9.4 cfs V,o =[(24.9)(13.5min)+ (13. (9.2) - (9.4)�13.5) - (3)(9.4)(9.2)160 J V10=2,788 cf Check Critical Storm Duration for itilaxinrum ['olufne 1. Try Td2=5 min 2. Solve for the 2-yr critical storm intensity, I2. I - a - 106.02 =5.2in/hr 2 b+Td2 15.51+5 10 Stormwater Management Calculations WWA No. 204135.01 3. Determine 2-yr peak inflow. Qi2 = Cl2A =(0.70)(5.2in/hr)(7.09ac) = 25.7cfs 4. Determine the 2 yr required storage volume. V2 = Qi2Td2 + Qi2tc _ go2Td2 _ 3go2tc 160 4 2 4 Qi2=25.7 cfs C=0.70 A=7.09 ac Td2 = 5 min t,=9.2 min q02= 19.1 cfs V2 =[(25.7)(5)+ (25.)(9.2) —(19.1)(5) (3)(19.)(9.2) 60 4 2 4 1\72 1. Try Td2= 15 min 2. Solve for the 2-yr critical storm intensity, I2. _ _ _a 106.02 IZ b+Td2 15.51+15 3.Sin/hr 3. Determine 2-yr peak inflow. Qi2 = Cl2A =(0.70)(3.5in/hr)(7.09ac) =17.2cfs 4. Determine the 2 yr required storage volume. V2 Qi2Td2 + Qi2tc _ go2Td2 _3go2tc]60 4 2 4 Qi2 = 17.2 cfs C =0.70 A=7.09ac Td2 = 15 min tc=9.2 min qo2= 19.1 cfs V2 = (25.7)(5)+ (25.7)(9.2) — (19.1)(5) — (3)(19.)(9.2) 60 4 2 4 V2= 1,399 cf 11 Stormwater Management Calculations WWA No. 204135.01 1. Try Tdio=5 min 2. Solve for I;o a,o _ 161.60 I10 = =6.8in/hr bio +Tdio 18.73+5min 3. Solve for Quo Q sio=Ch0A=(0.70)(6.8 in/hr)(7.09ac) = 33.8 cfs 4. Solve for Vio Vio =[QiI0Td10 + QnotC go4°Tdmo _ 34aiotc]60 4 2 4 Q;lo=33.8 cfs C=0.70 A=7.09 ac Tdlo=5 min t, =9.2min goio=9.4 cfs Vio =[(33.8)(5min)+ (33.8)(9.2) (9.4)(5) _ (3)(9.4)(9.2)160 4 Vio = 478cf 1. Try Tdlo= 15 min 2. Solve for Ito I _ a,o _ 161.60 =4.8in/hr 10 — bo +Td,o 18.73+15min 3. Solve for Q i io Q;;o = CIioA=(0.70)(4.8 in/hr)(7.09ac)=23.8 cfs 4. Solve for Vio Vio = QnoTdto + Qrlotc _go1oTdio _ 3golot,]60 4 2 4 Quo=23.8 cfs C=0.70 A=7.09 ac Tdlo= 15 min 12 Stormwater Management Calculations WWA No. 204135.01 tt=9.2min gaio=9.4 cfs Y10 = (23.8)(15 min)+ (23.8)(9.2) _ (9.4)(15) _ (3)(9.4)(9.2) 60 V10=2,736 cf Water Quality Orifice Sizing Average Head, h= 1.5 ft Target Drawdown Time, t= 12 hrs (43,200 sec.) Gravity Constant, g=32.174 Water Quality Volume= 17,000 c.f. Flow Rate, Q= 17,000 c.f./43,200 sec. =0.4 cfs -05 -05 d = 4 = 4 0'4 = 0.35 ft or 4.2 inches 0.6'r(gh)0.5 0.67r(32.174*1.5)°5 Use a 4-inch orifice to obtain the drawdown time. Hvdraflow Hydragraphs Routing Inflow hydragraphs were generated by the rational method using the critical storm durations for the 2-year(12 minutes) and 10-year storm(14 minutes) events. Hydrographs for the 25-year event(used to set the invert of the emergency spillway) and the 100-year event were generated using the rational method and the 10-year storm event critical duration. Using the 10-year critical duration(found by the Modified Rational Method) for the 25-year and 100-year routing was found to be more conservative than using the time of concentration found by the Seelye and Kirpich methods (reference pgs. 7 and 8). The hydrographs were routed through Facility B as follows. First, the water quality volume(17,000 c.f.) and elevation(elev. 649.00)were established. This volume was considered unavailable(or full) during routing. The 2-year event was routed through a 3' weir notch. The 10-year and 25-year events were then routed through the multi-stage riser and the 25-year WSE established the emergency spillway invert. Finally,the 100- year event was routed through the multi-stage riser and emergency spillway. 13 Stormwater Management Calculations WWA No. 204135.01 Facility B Routing Summary 2-Year Storm: Q2 = 8.55cfs Time to Peak Inflow (Critical Storm Duration) = 12 min Time to Peak Outflow= 18 min Peak Elevation=649.90 Maximum Storage=25,312 cf 10-Year Storm: Qio= 14.31 cfs Time to Peak Inflow(Critical Storm Duration)= 14 min Time to Peak Outflow=20 min Peak Elevation=650.13 Maximum Storage=27,522 cf 100-Year Storm: Qioo=25.48 cfs Time to Peak Inflow (Critical Storm Duration)= 14 min Time to Peak Outflow= 18 min Peak Elevation=650.36 Maximum Storage=29,854 cf The post-development discharges for the 2-year and 10-year storms are less than the pre-development discharges,therefore Facility B meets requirements. 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R REST .(AL \ --,__,;� � \ \\\ �\\ \ \ \ ' ( \t��\ \ PRESc�1\VT U3� : RESiD AL \\ / � ! ' X\ , \ I x \ \/\\ I i \ - L/ / / / REV_ BY I DATE NO. REVISION BY I DATE E ENGINEERS SURVEYORS PLANNERS ASSOCIATES 147 Mill Ridge Road 1402 Greenbrier Place Lynchburg, Va 24502 Charlottesville, VA 22901 Phone: 434.582.6175 Phone:434.984.2700 www.wwassociates.net DESIGNED BY: DMJ/JLW DRAWN BY: JLW REVIEVED BY: HFW/AKS WWA NUMBER: 204135.01 IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED 6 0' 0 601 PROJECT: REVISION NUMBER: CHARLOTTESVILLE SELF STORAGE AT CROZET ALBEMARLE COUNTY, VIRGINIA TITLE. DRAINAGE AREA FiLE NAME. DISCIPLINE.- SCALE: 4135cO2.dgn CIVIL I" = 60, DATE: 12101104 DRAWING NUMBER: DA-1 SHEET NUMBER: 4 OF /6 Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) I elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 18.36 1 12 13,216 -- ----- --- Grit Time 2 Reservoir 8.55 1 18 13,216 1 649.90 25,312 Facility B Proj. file: CSS-2yr.gpw Return Period: 2 yr Run date: 03-18-2005 Hydraflow Hydrographs by Intelisolve OOOOOOOOooOOOOOOOOOOOOOOOOOOOOOOOOOOOO — -.1 Ic_n � 5 _ _ CD CD CDCnCAcnCnCnCnCnCn � � � � A .PW CO CO CO W CO NNNNNN 000 . = � o Iv ---, 0`G Sy �/ -.4 n CO NOCO �I (n WNOCO -.4 ncoNOCbV Cn co NOCO -.4 n W NOCO --4 n CO NOCO V (n � Cp a. X 0 Li O n. Q c `° • * 3 -, r: • Q O0000000000000000 - � rn JCO m � rn � Ca a m � �� `< Z 1. 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Reservoir Report Page 1 Reservoir No. 1 - Facility B Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 646.00 00 0 0 1.00 647.00 00 0 4,435 2.00 648.00 00 0 10,192 3.00 649.00 00 0 17,397 4.00 650.00 00 0 26,177 5.00 651.00 00 0 36,360 6.00 652.00 00 0 47,734 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 3.00 0.00 0.00 0.00 Span in = 24.0 0.0 0.0 0.0 Crest El.ft = 649.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El.ft = 645.50 0.00 0.00 0.00 Weir Type = Rect --- --- --- Length ft = 52.0 0.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.80 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 646.00 0.00 --- --- --- 0.00 --- --- --- --- 0.00 1.00 4,435 647.00 2.04 --- --- --- 0.00 --- --- --- --- 0.00 2.00 10,192 648.00 2.04 --- --- --- 0.00 --- --- --- --- 0.00 3.00 17,397 649.00 2.04 --- --- --- 0.00 --- --- --- --- 0.00 4.00 26,177 650.00 10.00 --- --- --- 9.99 --- --- -- --- 9.99 5.00 36,360 651.00 27.06 --- --- --- 27.06 --- --- --- --- 27.06 6.00 47,734 652.00 35.41 --- --- --- 35.41 --- --- --- --- 35.41 Hyd. No. 2 - Reservoir - 2 Yr - Qp = 8.55 cfs - Facility B 20 15 N 9- U 0 10 5 0 0.0 0.3 0.6 0.9 1 .2 1 .5 1.8 2.0 2.3 2.6 2.9 Time (hrs) / Hyd. 1 A Hyd. 2 Hydrograph Summary Report Pagel Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 23.72 1 14 19,925 --- ---- Crit Time 2 Reservoir 14.31 1 20 19,925 1 650.13 27,522 Facility B Proj. file: CSS-10_25_100 yr.gpw Return Period: 10 yr Run date: 03-18-2005 Hydraflow Hydrographs by Intelisolve 00000000000000000000000000000000000000 9 -1 Ic_n � 5 2• (� �1 ICAO *CD 66 1U1U1664=. AAA ? � W co co co co CONNNNNN 000 U) 3 o a) vcnCON00O --4cnCONOOO -.4cnCONOOO -.4cnCONOCO -.4cn W NOOO --4cnC0NOOO �IUI � � Q• cn X O 0 Q C)- Q pcD • * O Q 0000000000000 -AW C11C) CO NNNNN � � � -A � COcncn C) CO . mC `G Z mig •CD CD •CDOOOOOOCD00001) W Owl AO . co CJ7 . . . . CO NJ . . . . . . . 41 �ICD 0 y, co v < Q CD" Di)" 0 0 0000000000000 (DCDODOD �IvCC6J1N441CCOONow - 4CNCu CO � wao j s '^ - Z CD .4- �.5 A 3 o N 'Z A p 0 D . 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No. 2 - Reservoir - 10 Yr - Qp = 14.31 cfs - Facility B 25 20 u) 15 10 5 0 0.0 0.3 0.5 0.8 1 .1 1 .3 1 .6 1.8 2.1 2.4 2.6 Time (hrs) / Hyd. 1 / Hyd. 2 Hydrograph Summary Report Page Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 27.82 1 14 23,367 ---- Crit Time 2 Reservoir 18.18 1 19 23,367 1 650.24 28,607 Facility B Proj. file: CSS-10_25_100 yr.gpw Return Period: 25 yr Run date: 03-18-2005 Hydraflow Hydrographs by Intelisolve Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Facility B Hydrograph type = Reservoir Peak discharge = 18.18 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = Facility B Max. Elevation = 650.24 ft Max. Storage = 28,607 cuft Storage Indication method used. Outflow hydrograph volume=23,367 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 5.96 649.06 2.04 0.19 0.19 0.07 7.95 649.11 2.04 0.35 0.35 0.08 9.93 649.16 2.04 0.68 0.68 0.10 11.92 649.23 2.04 1.13 1.13 0.12 13.91 649.31 2.09 1.73 1.73 0.13 15.90 649.40 2.53 2.50 2.50 0.15 17.88 649.49 3.46 3.45 3.45 0.17 19.87 649.59 4.78 4.57 4.57 0.18 21.86 649.70 5.88 5.86 5.86 0.20 23.84 649.81 7.39 7.31 7.31 0.22 25.83 649.93 8.92 8.91 0.15 9.05 0.23 27.82 « 650.03 10.52 10.51 0.98 11.48 0.25 25.83 650.12 11.81 11.80 2.04 13.84 0.27 23.84 650.18 12.75 12.75 2.97 15.72 0.28 21.86 650.21 13.37 13.37 3.61 0.12 17.10 0.30 19.87 650.23 13.70 13.70 3.97 0.30 17.97 0.32 17.88 650.24 13.78 13.78 4.06 0.34 18.18 « 0.33 15.90 650.23 13.67 13.67 3.93 0.28 17.88 0.35 13.91 650.22 13.41 13.41 3.65 0.14 17.19 0.37 11.92 650.19 13.04 13.03 3.24 16.28 0.38 9.93 650.17 12.58 12.57 2.79 15.36 0.40 7.95 650.13 12.02 12.02 2.25 14.26 0.42 5.96 650.09 11.40 11.39 1.66 13.05 0.43 3.97 650.05 10.72 10.71 1.14 11.85 0.45 1.99 650.00 9.98 9.97 0.57 10.53 0.47 0.00 649.94 9.09 9.07 0.22 9.29 0.48 0.00 649.88 8.25 8.22 8.22 0.50 0.00 649.82 7.55 7.48 7.48 0.52 0.00 649.77 6.89 6.82 6.82 0.53 0.00 649.73 6.29 6.24 6.24 0.55 0.00 649.69 5.77 5.72 5.72 0.57 0.00 649.65 5.39 5.27 5.27 0.58 0.00 649.62 5.04 4.85 4.85 0.60 0.00 649.59 4.67 4.48 4.48 0.62 0.00 649.56 4.28 4.15 4.15 0.63 0.00 649.53 3.91 3.85 3.85 0.65 0.00 649.50 3.58 3.57 3.57 0.67 0.00 649.48 3.33 3.33 3.33 Continues on next page... 0000000000000000000 —I _ M U1UTAAAAAA W W W W W W NNNNMN 000000CflCOCfl (0 (.0C0 ) 0000 ) 0) 0 --4 --4 10) -, = 0 NOOO -l01C..) 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Sp Sp sp SI3 Sp S 3 Sip Sp S 3 Sip 11 Sip (siq) mown() IgX3 a IAA 3 JM 8 JM H JM a AI3 3 M3 8 M3 V Ma uogeAeo Mo!;Ui aw!1 mei e6aegosia gdea6o.ipAH £ abed 9 Agiaed Reservoir Report Page 1 Reservoir No. 1 - Facility B Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 646.00 00 0 0 1.00 647.00 00 0 4,435 2.00 648.00 00 0 10,192 3.00 649.00 00 0 17,397 4.00 650.00 00 0 26,177 5.00 651.00 00 0 36,360 6.00 652.00 00 0 47,734 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 3.00 6.42 30.00 0.00 Span in = 24.0 0.0 0.0 0.0 Crest El.ft = 649.00 649.91 650.25 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 0.00 Invert El.ft = 645.50 0.00 0.00 0.00 Weir Type = Rect Riser Broad --- Length ft = 52.0 0.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.80 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note All outflows have been analyzed under inlet and outlet control. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 646.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- 0.00 1.00 4,435 647.00 2.04 --- --- --- 0.00 0.00 0.00 --- --- 0.00 2.00 10,192 648.00 2.04 --- --- --- 0.00 0.00 0.00 --- --- 0.00 3.00 17,397 649.00 2.04 --- --- --- 0.00 0.00 0.00 --- --- 0.00 4.00 26,177 650.00 10.00 --- --- --- 9.99 0.58 0.00 --- --- 10.57 5.00 36,360 651.00 27.06 --- --- --- 27.06 24.33 50.66 --- --- 102.06 6.00 47,734 652.00 35.41 --- --- --- 35.41 64.60 180.57 --- --- 280.58 Hyd. No. 2 - Reservoir - 25 Yr - Qp = 18.18 cfs - Facility B 30 25 20 - c° 15- 10 5 0 0.0 0.2 0.5 0.7 1.0 1 .2 1 .5 1.7 2.0 2.2 2.5 Time (hrs) / Hyd. 1 / Hyd. 2 Hydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 34.26 1 14 28,782 ---- Crit Time 2 Reservoir 25.48 1 18 28,782 1 650.36 29,854 Facility B Proj. file: CSS-10_25_100 yr.gpw Return Period: 100 yr Run date: 03-18-2005 Hydraflow Hydrographs by Intelisolve 00000000000000000000000000000000000000 9 -I = c_n K5— � 1 m 2 2 OOOOOCnU1U1U1C11CnU1AAAAAAW W W W W W NNNNNN 00 , = C Q) h'< n CO -J01 co N0C -.J01 co NOCb "l01 WN01 co N O VU1 C..) N 0 6 co N 0 CO CO "1CCO C000 CO "4 � Cp Q 8 X O () Q- . 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OE'0 0£'0 170"Z 60"6179 00"0 99"I Sp sp Sp spp Sp Sip sjo spp spp Sj3 41 sp (s.q) molpnO I!iX3 a JM a-IM 9 JM V IAA a AIa a AIa 9 Ma V MO uol;enal3 Mol;ul augi mei afiaey3sia gdeafioapAH g abed 8 tipped Reservoir Report Page Reservoir No. 1 - Facility B Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 646.00 00 0 0 1.00 647.00 00 0 4,435 2.00 648.00 00 0 10,192 3.00 649.00 00 0 17,397 4.00 650.00 00 0 26,177 5.00 651.00 00 0 36,360 6.00 652.00 00 0 47,734 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 3.00 6.42 30.00 0.00 Span in = 24.0 0.0 0.0 0.0 Crest El.ft = 649.00 649.91 650.25 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 0.00 Invert El.ft = 645.50 0.00 0.00 0.00 Weir Type = Rect Riser Broad --- Length ft = 52.0 0.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.80 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note.All outflows have been analyzed under inlet and outlet control Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 646.00 0.00 --- --- --- 0.00 0.00 0.00 --- --- 0.00 1.00 4,435 647.00 2.04 --- --- --- 0.00 0.00 0.00 --- --- 0.00 2.00 10,192 648.00 2.04 --- --- --- 0.00 0.00 0.00 --- --- 0.00 3.00 17,397 649.00 2.04 --- --- --- 0.00 0.00 0.00 --- --- 0.00 4.00 26,177 650.00 10.00 --- --- --- 9.99 0.58 0.00 --- --- 10.57 5.00 36,360 651.00 27.06 -- --- 27.06 24.33 50.66 --- --- 102.06 6.00 47,734 652.00 35.41 --- --- --- 35.41 64.60 180.57 --- --- 280.58 Hyd. No. 2 - Reservoir - 100 Yr - Qp = 25.48 cfs - Facility B 40 30 a 20 10 0 0.0 0.2 0.4 0.7 0.9 1 .1 1.3 1.6 1.8 2.0 2.2 Time (hrs) / Hyd. 1 / Hyd. 2 Short Version BMP Computations For Worksheets 2 -6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Preparer: Eric F.Anderson Date: 14-Mar-05 Project Drainage Area Designation Drainage Shed"A" L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 1.71 C pollutant concentration,mg/I or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal O 0 0 0 O 0 0 O 0 O 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 O 0 0 0 Parking Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 65,776 65,776 65,776 65,776 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal 0 0 0 x0.70= 0 0 0 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 Actively-grazed pasture& Area Area yards and cultivated turf 8,712 x 0.08= 696.96 8,712 x 0.08= 696.96 Active crop land Area Area 0 x 0.25= 0 0 x 0.25= 0 Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3 0 0 0 0 Impervious Cover 89% 89% I(pre) l(post) Rv(post) V 0.85 102.6 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.85 8.96 8.96 0.00 0% Development Area 0.35 1.00 0% 0.85 4.48 4.48 0.00 0% Drinking Water Watersheds 0.40 1.00 1% 0.85 5.12 5.12 0.00 0% Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.85 8.96 8.96 0.90 10% Development Area 0.35 0.85 0% 0.85 4.48 4.48 0.67 15% Drinking Water Watersheds 0.40 0.85 1% 0.85 5.12 5.12 0.77 15% Other Rural Land rev.30 May 2002 JMK Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Preparer: Eric F.Anderson Date: 14-Mar-05 Project Drainage Area Designation Drainage Shed"B" L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 7.09 C pollutant concentration,mg/l or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal O 0 0 0 O 0 0 O 0 O 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 O 0 0 0 Parking Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 82,764.0 103,673 186,437 100,188 103,673 203,861 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal 0 0 0 x 0.70= 0 0 0 0 x 0.70= 0 Structures Area no. subtotal Area no. subtotal 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 Actively-grazed pasture& Area Area yards and cultivated turf 122,404 x 0.08= 9792.32 104,980 x 0.08= 8398.4 Active crop land Area Area 0 x 0.25= 0 0 x 0.25= 0 Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3 0 0 0 0 Impervious Cover 64% 69% l(pre) l(post) Rv(post) V 0.67 327.6 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.62 27.07 29.10 2.03 7% Development Area 0.35 1.00 0% 0.62 13.53 14.55 1.02 7% Drinking Water Watersheds 0.40 1.00 1% 0.62 15.47 16.63 1.16 7% Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.62 27.07 29.10 4.74 16% Development Area 0.35 0.85 0% 0.62 13.53 14.55 3.05 21% Drinking Water Watersheds 0.40 0.85 1% 0.62 15.47 16.63 3.48 21% Other Rural Land rev.30 May 2002 JMK Short Version BMP Computations For Worksheets 2 -6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Preparer: Eric F.Anderson Date: 14-Mar-05 Project Drainage Area Designation Drainage Shed"C" L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 0.50 C pollutant concentration,mg/I or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal O 0 0 0 O 0 0 0 0 0 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Parking Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 8,276.0 8,276 13,939 13,939 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal 0 0 0 x 0.70= 0 0 0 0 x 0.70= 0 Structures Area no. subtotal Area no. subtotal 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 Actively-grazed pasture& Area Area yards and cultivated turf 13,504 x 0.08= 1080 7,841 x 0.08= 627 Active crop land Area Area 0 x0.25= 0 0 x0.25= 0 Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3 O 0 0 0 Impervious Cover 43% 67% I(pre) l(post) Rv(post) V 0.65 22.5 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.44 1.34 2.00 0.66 33% Development Area 0.35 1.00 0% 0.44 0.67 1.00 0.33 33% Drinking Water Watersheds 0.40 1.00 1% 0.44 0.77 1.14 0.38 33% Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.44 1.34 2.00 0.79 40% Development Area 0.35 0.85 0% 0.44 0.67 1.00 0.43 43% Drinking Water Watersheds 0.40 0.85 1% 0.44 0.77 1.14 0.49 43% Other Rural Land rev.30 May 2002 JMK Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Preparer: Eric F.Anderson Date: 14-Mar-05 Project Drainage Area Designation Drainage Shed"D" L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 1 percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 2.64 C pollutant concentration,mg/1 or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal 0 0 0 0 O 0 0 O 0 O 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 O 0 0 0 Parking Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 0 0 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal 0 0 0 x 0.70= 0 0 0 0 x 0.70= 0 Structures Area no. subtotal Area no. subtotal O 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 Actively-grazed pasture& Area Area yards and cultivated turf 114,998 x 0.08= 9200 114,998 x 0.08= 9200 Active crop land Area Area 0 x 0.25= 0 0 x 0.25= 0 Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3 0 0 0 0 Impervious Cover 8% 8% I(pre) l(post) Rv(post) V 0.12 14.2 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.23 3.73 1.98 -1.75 -89% Development Area 0.35 1.00 0% 0.12 0.99 0.99 0.00 0% Drinking Water Watersheds 0.40 1.00 1% 0.12 1.13 1.13 0.00 0% Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.23 3.73 1.98 -1.38 -70% Development Area 0.35 0.85 0% 0.12 0.99 0.99 0.15 15% Drinking Water Watersheds 0.40 0.85 1% 0.12 1.13 1.13 0.17 15% Other Rural Land rev.30 May 2002 JMK Stormwater Inlet Computations W- EnciNr:eks Project: Charlottesville Self-Storage at Crozet By: AKS PVC HS NNE WWA Project Number: 204135.00 Date: 2-25-05 ASSOCIATES INLET INLETS ON GRADE SAG INLETS ONLY • a) 7 w . 6 N mo o _O C Q: ex v N QI J W W a) 13 i o pt tlr co 'O I-ca .- ED. c 0 a a r o T. o o ;? L. U REMARKS F- +- U U Cr) Z H :a O 0 C U d i � .'.-. v c Z D I- W m N R _ Z m 7 y E CI O W Z Z s O 0 C7 a N r C7 0 O N N I-- J 1-1 DI-5 1.33 0.48 0.64 4.00 2.55 2.55 0.330 0.55 0.18 Drop Inlet in Sump 1-2 DI-1 0.13 0.90 0.12 4.00 0.47 0.47 0.025 4.00 0.10 Drop Inlet in Sump 2-1 DI-7 1.44 0.86 1.24 4.00 4.95 4.95 0.030 6.33* 0.36 Drop Inlet in Sump 2-2 DI-1 0.55 0.90 0.50 4.00 1.98 1.98 0.015 11.33 0.17 Drop Inlet in Sump 2-3 DI-7 1.06 0.78 0.83 4.00 3.31 3.31 0.015 3.33` 0.22 Drop Inlet in Sump 2-4 DI-1 0.07 0.90 0.06 4.00 0.25 0.25 0.015 6.67 0.10 Drop Inlet in Sump 3-1 DI-1 0.57 0.90 0.51 4.00 2.05 2.05 0.015 10.67 0.16 Drop Inlet in Sump 3-2 DI-1 0.33 0.90 0.30 4.00 1.19 1.19 0.015 8.67 0.13 Drop Inlet in Sump 3-3 DI-1 0.18 0.90 0.16 4.00 0.65 0.65 0.040 2.50 0.10 Drop Inlet in Sump *SUBTRACT 2"LOCAL DEPRESSION PRIOR TO CALCULATING SPREAD FOR DI-7 INLETS 41 35WWA inletcalculatorl xls Chapter 9-Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump 10 . 1 . 0 { / i t7',``y v` , J y { CJ,/ Qt/ __ J T f' J L W 7�1 . 0 ' U V. 5 k 1 / '/7 H -----"----"l OPEN AREA = 2.33 FT2 PERIMETER = 9.00 FT 1 5 10 50 100 //1/ /_ / 4/ R vZ _a DISCHARGE ( CFS ) 6r=r°. _ v /7 / /7 ' g /. 6 L3 , --›- s pRri9n /I 33/ Source: VDOT 1 of 1 VDOT Drainage Manual Chapter 9-Storm Drains Appendix 9C-14 Performance Curve DI-7 in a Sump 10. 0 E 5. 0 . . I r` 1 . 0 f�. w 0 0. 5 GLt� • OPEN AREA = 6.0 FT2 PERIMETER = 12,8 FT 0. 1 I I 1 5 10 50 100 N/ r /01mr3 ai ---� --l.) DISCHARGE ( CFS) 47 _ 5- GCs , D.0)1tH - o. 3 6 N s� G/� D 36 44/ //0.0&44 nr�PR6S iW) / 7 ' 3% s �c 5/4,w/ 6.33 ' Source: VDOT 1 of 1 VDOT Drainage Manual STORM SEWER DESIGN WWA PROJECT NUMBER 204135.00 COMPUTATIONS COUNTY ALBEMARLE DISTRICT DESCRIPTION Self-Storage at Crozet SHEET 1 OF 1 AREA RUN- INLET RAIN RUNOFF INVERT CAPA- FLOW FROM TO DRAIN OFF CA TIME FALL 0 ELEVATIONS LENGTH SLOPE DIA MANNINGS CITY VEL(10) VEL(2) TIME TOP INLET INLET DEPTH INLET No POINT POINT 'A' COEF (TO) (I,o) (FULL) (FULL) (FULL) REMARKS ELEVATIONS (H) ACRES C INCRE- ACCUM- MIN IN/HR CFS UPPER LOWER FT FT/FT IN n CFS FPS FPS SEC FT FT - MENT ULATED END END (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) (23) 1-1 1-2 1.33 0.480 0 84 0.64 5 0 6.8 4.4 650.28 649.58 74 00 0.01 15 0.013 6.3 5.1 2.8 14.4 DI-5 655.95 5 67 1-1 1-2 1.3 0.13 0.900 0.12 0 76 5.0 6.8 5 2 649.38 648 69 71.00 0 01 15 0 013 6.4 5 2 3.3 13.6 0I-1 656 53 7.15 1-2 2-1 2-2 . 1.44 0 660 1.24 1.24 5.0 6.1 7 6 653.08 650.65 245.00 0.01 21 0.013 15.8 6.6 4.3 37.4 01-7 655.30 2.24 2-1 2-2 2-3 0.55 0.880 0.48 1.72 7.8 8.1 10.5 850.45 649.46 100.00 , 0.01 21 0 013 15.8 6 8 4.3 15.2 01-1 655.30 4.85 2-2 2-3 2-4 1.06 0.780 0.83 2.55 5 0 6.1 15.6 649.28 648.49 100 00 0.01 24 0.013 19.9 6.3 4.5 15.8 01.7 655.30 6 04 2-3 2-4 2-5 0.07 0 900 , 0.08 2.61 5.0 _ 6.1 15 9 648.29 647.88 59.00 0.01 24 0.013 18.9 6.0 4.6 9.8 01-1 655.30 7.01 2-4 3-1 3-2 0.57 0.900 0.51 0.51 5 0 6.8 3 5 651.91 651.25 70 00 0.01 15 0.013 6.3 5.1 2.2 13.7 01-1 655.30 3.39 3-1 3-2 3-3 0.33 0.900 0.30 0.81 5 0 8.8 5 5 651.15 643.98 80.00 0.09 15 0.013 19.4 15.8 3.8 5.1 01-1 655 30 4.15 3-2 3-3 3-4 0 18 0.900 0 16 0.97 5 0 , 6.8 6 6 643 78 642.13 48 00 0.03 15 0.013 12.0 9.8 4.3 4 9 01-1 647 10 3.32 3-3 II \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ - _ - -- - r --- _ ' -- -- r / \ /- -- _ - _- ~- - `_\\\\` - \\ r \\\\ i \I '_ �\ \ \ \ \ \ \ \ \ ` \ \ \ \ \ -- �'-------624- -- ( { - .- ,�- _------------ -- \., `` \`./ \\,\\ \ I\11 \ \\ �11 \ \ \ \ \ \ \ \ \\ \ \ \ \ \ \\ \\\ - - __ _ - � r� - - --- _ -1 ,-'~\-__-~/,� __.---------- ``\ �\ \\ \ ` \`\\ \\ l' 1\ I- �, `\ \\\ \\\ \ \\ \\ \\ \ \\\\\\\\\ \\ \\ \\ \\ \\\ \,_ _ .11 _---62L_ _Z0 �z� ,' - /- __ - -- '/ --- _-_--------_-~ ~````�\� \` \\\\ - \\\I \ \\`, _- _ _ \ _ \\ \ \ \ ` \ \ ` \ \ \ \ \ \ ---- -' -- �� A\ / - "� - - -- ------ - - -' -- --~ - - � \ ` \\ \' \\ \\ \ \ \\ \\ \ \ \ \ \ \ \ \ \ \ \ � /� _ --' _ �b� i0 / r'� -— _ _ - _.`-- � \\ \ \ - -- Ill 1 \ --_. _ _ \\\ -- \\ \\ `\ \ \ \ \ \ `\\\ \\\ \ \\\ \\ \ \ \\ \\ , - _-�,-- - z' 11(() ' ' �__- -- �- _- ---�- -------� `- �� ,\\-\ --- 111I t \ \\��` � \ \ \ \ \ \ \ -b --61 _ — — -- — — ----- ---- —'--_� —_ — III\ — \ \ \ \ \ ` \ \ \ \ \` \ \ \ _ — —I'll � --- _6>6_ — — — --- --" -- ___�—`—` —_ —_ — ` —, - -II 1 \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \` \ \ \ `\ \ �` �` ----- - - // P/L - i I 1C)--- _ — . -- - -�� --- _ _� -_---� j ( ` \\\ \ \ \ \ \ \ \ \ \ \ - - r - ___- -6 _-— - - - --_ --_- _ -_ _ _� �_ ___� , \ -11 \ , \ \ \ ` \ \ \ - -� ` pit °40 — -- 6' Zg--3~ — _ — _______________ -- __ \\ \ \ I , \ \ \ \ \ \ \\ - S-7 _ -' f� -'- � -V, --6 __6 0-__ _-___- - _ _ - -- ~- I \ \ \ i \ \ \ 11 \ i \ \\\\\\ \\ \\ \\ \\ �\ \\ \\ \ `� `\\ \ - ' /` '�'-,� -i -i i_ - - : i - !/�` -(��'- J - - 7} _ _ - _ _ _ _ l - - - _ - — --- -- - - - _ -�\ - _` _� -\ t "\\ \ \ \ I i \ \ \ \ \ \ \ \ \ \ \ '\ \ \ \ \ \ - _ - �� . , ' / - / "`��- - - - - ` - - - N _ - � '� ' 6 -. 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C \ n \ \ �,�� -i 5 F \ ` \ \ \ \ \ \ \�\ \ \ P\ 56A(2)-/- \� \ u Ply ',,,h v \ ` \ \I \ \ \ ZONE . R� REST SAL \ � - T \ \ �\`\ \ \' I \I\\ \\PRES�#T U. :RESID AL \` r - __-/' \ \ \ \ \ \ - - / \\ \ \\ I \\ I �` - ` \ _ '� - _ - / / / / / / IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED I m I 60' 0 60' ENGINEERS SURVEYORS PLANNERS sSOCUTES 147 Mill Ridge Road 1402 Greenbrier Place Lynchbwg,va24502 Charlottesville, VA22901 Phone: 434.582.6175 Phone: 434.984.2700 www.wwassociates.net DESIGNED BY: DMJ/JLW PROJECT: CHARLOTTESVILLE SELF STORAGE AT CROZET ALBEMARLE COUNTY, VIRGINIA REVISION NUMBER. DRAWN BY: JLw DRAWING NUMBER- C-12 TITLE. DRAINAGE AREA REVIEWED BY: HFW,�5 SHEET NUMBER. 4 OF I WWA NUMBER: 204135.01 FILE NAME. 4135CO2.dgn DISCIPLINE. CIVIL SCALE.- r = 60' DATE. 12101104 N0. REVISION BY DATE NO. REVISION BY DATE Erosion&Sediment Control Narrative WWA No.204135.01 A Temporary Sediment Trap has been shown on the North end of the site. This trap will serve the rear portion(1.08 acres)of the site until it is fully stabilized. Upon complete stabilization,the trap will be removed and the biofilter installed. The trap requirements for wet/dry storage are shown on the E&S plans. A Temporary Sediment Basin will be utilized on the South end of the site near Route 240. This basin will be converted to a Stormwater Management Basin once the site is fully stabilized. The opening for the dewatering orifice will be sealed and the principal spillway 3' weir notch cut for use in the SWM basin. Critical elevations for the water surface elevations are shown on detail sheet C-11A, Sheet 13A of 16. Calculations for the Temporary Sediment Basin have been performed using the design data sheet from the Virginia Erosion and Sediment Control Handbook. The calculations follow this narrative. 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project Charlottesville Self Storage at Crozet Basin # 1 Location Albemarle County, Virginia Total area draining to basin: 7.09 acres. Basin Volume Design Wet Storage: 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 7.09 acres = 475 cu. yds. 2. Available basin volume = 475 cu. yds. at elevation 648.37 (From storage - elevation curve) 3. Excavate 475 cu. yds. to obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x 7.09 acres = 234 cu. yds. 5. Elevation corresponding to cleanout level = 647.33 (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = 1.04 ft. (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 7.09 acres = 475 cu. yds. III - 112 1992 3.14 8. Total available basin volume at crest of riser* = 950 cu. yds. at elevation 649.94 . (From Storage - Elevation Curve) * Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = 5 in. 10. Diameter of flexible tubing = 7 in. (diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations 11. Crest of Riser = 649.94 Top of Dam = 652.35 Design High Water = 650.12 Upstream Toe of Dam = 646.00 Basin. Shape 12. Length of Flow L = Effective Width We 60/110 = 0.55 If > 2, baffles are not required If < 2, baffles are required N/A- Waived Runoff 13. Q, = 20.4 cfs (From Chapter 5) Q10 = 27.1 14. Q25 = 31.4 cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity Qt, = Q, = 20.4 cis. (riser and barrel) Without emergency spillway, required spillway capacity Qp = Q25 = N/A cfs. (riser and barrel) III - 113 1992 3.14 16. With emergency spillway: Assumed available head (h) = 0.3 ft. (Using 42) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = N/A ft. (Using Q25) h = Design High Water Elevation - Crest of Riser Elevation 17. Riser diameter (Dr) = 36 in. Actual head (h) = 0.8 ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length (1) = 52 ft. Head (H) on barrel through embankment = 5.74 ft. (From Plate 3.14-7). 19. Barrel diameter = 24 in. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti-vortex device Diameter = 54 inches. Height = 17 inches. (From Table 3.14-D). Emergency Spillway Design 21. Required spillway capacity Qe = Q25 - Qp = 11 cfs. 22. Bottom width (b) = 30 ft.; the slope of the exit channel (s) = 0.07 ft./foot; and the minimum length of the exit channel (x) = 45 ft. (From Table 3.14-C). �-- III - 114 1992 3.14 Anti-Seep Collar Design 23. Depth of water at principal spillway crest (Y) = 3.94 ft. Slope of upstream face of embankment (Z) = 4.5 :1. SloFe of principal spillway barrel (Sb) = 2.5 cc Length of barrel in saturated zone (Li) = 50 ft. 24. Number of collars required = N/A dimensions = N/A- Waived (from Plate 3.14-12). Final Design Elevations 25. Top of Dam = 652.35 Design High Water = 650.12 Emergency Spillway Crest = 650.24 Principal Spillway Crest = 649.94 Dewatering Orifice Invert = 648.37 Cleanout Elevation = 647.33 Elevation of Upstream Toe of Dam or Excavated Bottom of "Wet Storage Area" (if excavation was performed) = 646.00 III - 115