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WPO201100071 Calculations Stormwater Management Plan 2012-07-03
Os 1a County of Albemarle Department of Community Development Memorandum From: Phil Custer Date: 3 July 2012 Subject: Stormwater Management Summary The calculation package provided by the applicant is not clear in demonstrating that detention standards have been met and the calculations do not route the critical storm through the facility. However, independent county calculations have confirmed that detention requirements were met with each submittal, so adjustments to the routings were not vital. I have included the county's routings to demonstrate that the 2 and 10 year post-development release rates were not greater than pre-development rates. Since less than half of the parcel is being converted from meadow to pavement,only the developed area(1.49acres)was analyzed. Please see the table below. Pre-Development (cfs) Post-Development(cfs) Storm Modified Rational SCS Modified Rational SCS 2 1.12 0.716 0.368 0.425 10 1.49 2.027 0.463 1.182 Pre-Dev.Assumptions: tc=20mins,A=1.49acres,C=0.25,CN=58 Both of the applicant's consultants,Jo Higgins and Nat Perkins, stated that the owners of TMP 55B-4 and 55-107 would not allow them onsite to survey the downstream channel for an MS-19 analysis. In similar situations,the county has considered MS-19 addressed if over-detention is performed. The state formula where post-development target rates are based off a percentage of the forested condition are difficult to meet on smaller sites. Instead,the applicant was required to size the detention facility so that the two year SCS storm was routed entirely through the 3inch orifice,the minimum advised by the VSMH. No excess detention requirements were placed on the ten year storm because there appeared to be no manmade structures downstream until after the point where the development area was equal to 1%of the total stream watershed. Pipes June.txt BasinFlow printout INPUT: Basin: 13 Contour Areas Elevation(ft) Area(sf) Computed vol . (cy) 669.60 1513.60 0.0 670.10 942.00 22. 5 670.60 743 .00 38.1 671.10 619.00 50.7 671.60 540.00 61.4 672.10 495.00 71.0 672.60 481.00 80.0 673.10 495.00 89.1 673.60 540.00 98.6 674.10 619.00 109.4 674.60 743.00 122 .0 675.10 942.00 137. 5 675.60 1513.60 160.1 5 Storage Pipes Storage pipe 0 name: one diameter (in) 72.000 length (ft) 84.000 invert (ft) 669.600 angle 0.000 volume (cy) 87.965 Storage pipe 1 name: two diameter (in) 72.000 length (ft) 84.000 invert (ft) 669.600 angle 0.000 volume (cy) 87.965 storage pipe 2 name: three diameter (in) 72.000 length (ft) 84.000 invert (ft) 669.600 angle 0.000 volume (cy) 87.965 Storage pipe 3 name: four diameter (in) 72.000 length (ft) 84.000 invert (ft) 669.600 angle 0.000 volume (cy) 87.965 storage pipe 4 name: five diameter (in) 72.000 length (ft) 84.000 invert (ft) 669.600 angle 0.000 volume (cy) 87.965 Page 1 Pipes June.txt Start_Elevation(ft) 669.60 Vol . (cy) 0.00 3 Outlet Structures outlet structure 0 Orifice name: lower area (sf) 0.049 diameter or depth (in) 3.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 669.600 multiple 1 discharge into riser Outlet structure 1 Culvert name: name multiple 1 discharge out of riser D (in) 15.000 h (in) 0.000 Length (ft) 6.000 Slope 0.050 Manning's n 0.025 Inlet coeff. Ke 0.500 Equation constant set 0 Invert (ft) 669.600 Outlet structure 2 Weir name: name length (ft) 4.500 side angle 0.000 coefficient 3.000 invert (ft) 674.530 multiple 1 discharge into riser 5 Inflow Hydrographs Hydro9raph 0 Modified_Rational name: post dev captured C 0.900 Area (acres) 1.490 IDF file: a2 time of concentration (min) 6.00 receding factor 1.670 time increment 5.00 time limit (min) 200.00 fudge factor 1.00 storm: specified duration volume (cy) 340.42 peak flow (cfs) 1.071 intensity (in/hr) 0.799 time to peak (min) 6.000 duration of peak (min) 135.00 routed true Hydro9raph 1 Modified_Rational name: post dev captured C 0.900 Area (acres) 1.490 Page 2 Pipes June.txt IMF file: a10 time of concentration (min) 6.00 receding factor 1.670 time increment 5.00 time limit (min) 200.00 fudge factor 1.00 storm: specified duration volume (cy) 530.66 peak flow (cfs) 1.511 intensity (in/hr) 1.127 time to peak (min) 6.000 duration of peak (min) 150.00 routed true Hydrograph 2 Modified_Rational name: post dev captured C 0.900 Area (acres) 1.490 IDF file: a100 time of concentration (min) 6.00 receding factor 1.670 time increment 5.00 time limit (min) 200.00 fudge factor 1.00 storm: specified duration volume (cy) 700.03 peak flow (cfs) 3.387 intensity (in/hr) 2. 526 time to peak (min) 6.000 duration of peak (min) 85.00 routed true Hydrograph 3 SCS name: name Area (acres) 1.490 CN 98.000 Type 2 rainfall , P (in) 3.700 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 6.553 peak time (hrs) 11.917 volume (cy) 693.754 Hydrograph 4 SCS name: name Area (acres) 1.490 CN 98.000 Type 2 rainfall , P (in) 5.600 time of conc. (hrs) 0.1000 time increment (hrs) 0.0200 time limit (hrs) 30.000 fudge factor 1.00 routed true peak flow (cfs) 10.138 peak time (hrs) 11.917 Page 3 • Pipes )une.txt volume (cy) 1073.359 OUTPUT: Routing Method: storage-indication Hydrograph 0 Routing summary of Peaks: post dev captured inflow (cfs) 1.071 at 10.00 (min) discharge (cfs) 0.368 at 145.00 (min) water level (ft) 672.155 at 150.00 (min) storage (cy) 250.594 Hydrograph 1 Routing summary of Peaks: post dev captured inflow (cfs) 1.511 at 10.00 (min) discharge (cfs) 0.463 at 160.00 (min) water level (ft) 673. 571 at 165.00 (min) storage (cy) 406.996 Hydrograph 2 Routing summary of Peaks: post dev captured inflow (cfs) 3.387 at 10.00 (min) discharge (cfs) 3.127 at 90.00 (min) water level (ft) 674.863 at 90.00 (min) storage (cy) 538.640 Hydrograph 3 Routing Summary of Peaks: name inflow (cfs) 6.522 at 11.92 (hrs) discharge (cfs) 0.425 at 12.54 (hrs) water level (ft) 672.960 at 12.68 (hrs) storage (cy) 339.954 Hydrograph 4 Routing Summary of Peaks: name inflow (cfs) 10.091 at 11.92 (hrs) discharge (cfs) 1.182 at 12.24 (hrs) water level (ft) 674.663 at 12.24 (hrs) storage (cy) 519.782 Tue Jul 03 12:34:42 EDT 2012 Page 4 v�,•v'vvw•Iv'.r.'v+r..nnrv.rw; • .v'✓vw^.,nnn�v✓.nrv-,.nvr..�r.n • -Mi�N�I�w'�l\^./\�/�.'V„^rV•.iw Wes/` .NAM."..^./•..N`.rV\N`.�Y�.n./vL V'.+'�./�/\f�+ �^ N • , E5TORE ' N STATION IUII vwL" nNv,l.nn.nn! nn'r'iw'�-`�v n�`r:,r✓.n �." • Stormwater Management Narrative & Calculations • • • • • • • • vw�wwvw v\MJ�/'vNL�✓�/�r 'vim✓vnl.iv'v''' •.nnl��+wM �rww�.L.N•w•..v.I�n�.nnniv�n,� •/`v'v,a/V�.�1/`.N\ '�/�.IVLNLNLNN'VV�F • �+/WV'v'N.�.�N./4M/V N�.'V`'V�.'.nJ,•�Jl/VV\n,W v.nr.v'.�v�.rrww•..LN'v<vti.�.n.n. W vL�I�N'vV wwnhN'J.,Ln.'w Ln, �nrtnn.w-.rrti ww�.ww inn"''r„v".nr:"wti'^"'%��v�I.nrwnrvM.nr.nr•n.'.�• `n'nnw•i�'`I.�'vJ"`i�n�:ww`�.�.^.r;tiNv�r �./�/\Ili'�.'L^.,r.J�.nNISI\n/•N�:'�I.i�✓.1�./�/�./V`. v.n�n�n.�n.w�nN•..�r,.N�.vwvr.n �N.,nl�r�.Nv✓"v�n n,vvv�rml�n� •'•v.n.W nrwwwv.NLMrlvwn"�Iv'� �/Y�/`..N''✓�r'•.N'YAM.`�.'V�l�/`./\nN��'�N��I.�''�\�� W�MI•/`.i�/�FV�M.MrV�rw�/W..h� .,wn..Iti.v�.w..vv�nr..+v✓.rw�r✓,n. nr.iw•www-...w�rvww•.,v wlNnr wtirnN, .�,�,W.,.,,..,..`r,�,.,'�,,.�.,,,.r„n'.,�„'•,,` NP Engineering w�nnrv�lwwwNwwww-.�,v�ri '.nl..'.i•,niv.ter.,^•nlrrv�rvLnr`i•.nN�.v.n •,.nni..�I�n.nN.rv.i•..v..N�.v�M.n �'�nl�I.nl,n��✓\.v�.^.n.nr..vnr.MN,n., Dated: September 12, 2011 .,,r,N...,•.,,�,,,..•,,,..r,.,,.,,,.,,_ Revised: July 3, 2012 vf�n/vnl�W�•NwWW�/• Restore'n Station Stormwater Management Narrative & Calculations Drainace Area A The change from pre-development conditions to post development conditions is limited to drainage area A. Drainage area B, considering most of the area is offsite or left as open space if on-site, does not have a net increase in impervious area and therefore SWM for these areas are not required. In addition, the runoff from Drainage Area B will not be retained in the stormwater management system, however, the runoff flowrate was used for sizing the system. All of drainage area A, in the post development state, will drain to the underground storm sewer system and to the underground storm detention area (rain tank #2), so the pre-development conditions for this drainage area will be investigated separately.The pre-development runoff rate for Drainage Area A will determined the allowable release rate for the stormwater basin. As above: Drainage Area A Onsite Grass area = 1.49 acres, C = 0.30 (grass) Time of concentration 1) Seelye method for overland flow TOLF =0.225L0.42S-0.19C-1.0 L = 140 ft S =0.043 C =0.30 TOLF= 10.86 min 2) Kirpich method for shallow concentrated flow TcF =0.00948H-0.38L1.13 H =26 ft L =420 ft TcF = 2.53 min Tc =TOLF+TCF = 10.86 + 2.53 = 13.39 minutes= 14 minutes Runoff Intensity (VSMH Appendix 4D-Albemarle County IDF) g. 12 =3.55 inches/hour h. 15 = 4.30 inches/hour i. 110 =4.85 inches/hour j. 125 = 5.70 inches/hour k. 150 = 6.30 inches/hour I. 1100 = 7.00 inches/hour NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone:434.531.7387 • Email: nat.perkins@cgmail.com Restore'n Station Stormwater Management Narrative & Calculations Weighted C factor calculation Type C A CA A-Grass 0.30 1.49 0.447 Weighted Total 0.30 1.49 0.447 Rational Method Flow Calculation: g. Q2 = CIA= (0.30)(3.55)(1.49) = 1.59 cfs h. Qs = CIA= (0.30)(4.30)(1.49) = 1.92 cfs i. Qio = CIA = (0.30)(4.85)(1.49) = 2.17 cfs 1. Q25 = CIA = (0.30)(5.70)(1.49) = 2.55 cfs k. Qso = CIA = (0.30)(6.30)(1.49) = 2.82 cfs I. Qloo = CIA = (0.30)(7.00)(1.49) = 3.13 cfs The allowable discharge for the Restore'n Station project are: QAllowable = QRS-PRE Q2-Allowable = Q2-pre= 1.59 cfs Q10-Allowable = Q10-pre= 2.17 cfs NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone:434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations III. Post-Development Conditions: Entire Drainage Area The change from pre-development conditions to post development conditions is limited to drainage area A. Drainage area B, considering most of the area is offsite or left as open space if on-site, does not have a net increase in impervious area and therefore SWM for these areas are not required. In addition, the runoff from Drainage Area B will not be retained in the stormwater management (SWM) system, however, the runoff flow- rate was used for sizing the system. All of drainage area A, in the post development state,will drain to the underground storm sewer system and to the underground storm detention area (system #2). Post-development stormwater runoff for the entire site will be managed by on-site stormwater detention basin located at the southwestern corner of the property.This is also the area to be used as an erosion control basin for the site and will be converted to a permanent stormwater facility as soon as areas are stabilized. Drainage Area A Onsite Impervious area = 1.49 acres, C = 0.90 (pavement & building) Drainage Area B (no change from pre-development state) Onsite Grass area = 1.03 acres, C =0.30 Offsite Grass area = 2.01 acres, C=0.30 Impervious area =0.15 acres, C=0.90 Time of concentration 1) Seelye method for overland flow TOLF=0.225L042S-0.19C-1.0 L =80 ft S =0.01 C = 0.30 ToLF = 11.33 min 2) Conduit Flow From storm sewer computations, structure 9 to structure 1 time of flow Tpipe flow=2.32 min Tc =TOLF +Tpipe flow= 11.33 + 2.32 = 13.65 minutes= 14 minutes NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations Runoff Intensity (VSMH Appendix 4D-Albemarle County IDF) m. 12 = 3.55 inches/hour n. 15 =4.30 inches/hour o. Ito =4.85 inches/hour p. 125 = 5.70 inches/hour q. 150 = 6.30 inches/hour r. 1100= 7.00 inches/hour Weighted C factor calculation Type C A CA A-Grass 0.90 1.49 1.341 B (onsite) -Grass 0.30 1.03 0.309 B (offsite) -Grass 0.30 2.01 0.603 B (offsite) -Imp. 0.90 0.15 0.135 Weighted Total 0.510 4.68 2.388 Rational Method Flow Calculation: a. Q2 = CIA = (0.510)(3.55)(4.68) = 8.48 cfs b. Q5 = CIA = (0.510)(4.30)(4.68) = 10.27 cfs c. Qio= CIA= (0.510)(4.85)(4.68) = 11.58 cfs d. Q25 = CIA= (0.510)(5.70)(4.68) = 13.61 cfs e. Q5o = CIA= (0.510)(6.30)(4.68) = 15.04 cfs f. Q10o = CIA= (0.510)(7.00)(4.68) = 16.72 cfs The Modified Rational Direct Solution (VSMH p5-23) was used to determined the critical storm duration, intensity,flow and required storage volume for the 2, 10 and 100 year storms. C = 0.510 A =4.68 acres Tc = 14 minutes Q2= 5.11 cfs (pre-development amount) a and b constants for each storm frequency per VSMH (Appendix 5A) FULL DRAINAGE AREA SCENARIO(4.68 ACRES) 2 Year-Critical Storm 110 Year-Critical Storm 100 Year-Critical Storm 2-year critical storm duration 110-year critical storm duration 100-year critical storm duration C= 0.51 IC= 0.51 C= 0.51 A= 4.68 acres 1A= 4.68 acres A= 4.68 acres tc= 14.00 min tc= 14.00 min tc= 14.00 min go= 5.30 cfs qo= 5.30 cfs qo= 5.30 cfs a= 106.02 a= 161.60 a= 244.82 b= 15.51 b= 18.73 b= 20.81 Ta= 18.35 Ta= 28.35 T,= 40.97 2-yea critical storm duration Intensity 10-year critical storm duration Intensity 100-year critical storm duration Intensity 1= 3.13 I= 3.43 1= 3.96 2-year Peak Inflow for critical storm 10-year Peak Inflow for critical storm 100-year Peak Inflow for critical storm Q= 747 cfs Q= 8.19 cfs Q= 9.46 cfs 2-year Critical Storm Required Volume 10-year Critical Storm Required Volume 100-year Critical Storm Required Volume V= 3.541 cf V= 7,809 cf V= 15,384 cf NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations From the above spreadsheet, the following parameters will be used for the basin design: Critical Storm Volume for the 2 year storm = 3,541 cf Critical Storm Volume for the 10 year storm = 7,809 cf Critical Storm Volume for the 100 year storm = 15,384 cf Check/confirm the critical storm duration for maximum storage volume (2 year) Check storm duration for maximum storage(2 year) I Time(T,)(min) Intensity(In/hr) Peak Flow,Q(cfs) Volume,V(et) 10.00 4.16 9.92 3,106 11.00 4.00 9.55 3.216 12.00 3.85 9.20 3,308 13.00 3.72 8.88 3,381 14.00 3.59 8.58 3.439 15.00 3.47 8.29 3,482 16.00 3.36 8.03 3,513 17.00 3.26 7.78 3,532 18.00 3.16 7.55 3.540 19.00 3.07 7.33 3,539 20.00 2.99 7.13 3,529 21.00 2.90 6.93 3,510 22.00 2.83 6.75 3,485 23.00 2.75 6 57 3.452 Check/confirm the critical storm duration for maximum storage volume (10 year) Check storm duration for maximum storage(10 year) Time(Ta)(min) Intensity(In/hr) Peak Flow,Q(cfs) Volume,V(cf) 20.00 4.17 9.96 7,523 21.00 4.07 9.71 7,593 22.00 3.97 9.47 7,652 23.00 3.87 9.24 7.700 24.00 3.78 9.03 7.739 25.00 3.70 8.82 7,769 26.00 3.61 8.62 7,790 27.00 3.53 8.43 7,803 28.00 3.46 8.25 7,809 29.00 3.39 8.08 7,808 30.00 3.32 7.92 7,801 31.00 3.25 7.76 7,787 32.00 3.19 7.60 7,768 33.00 3.12 7.46 7,743 Check/confirm the critical storm duration for maximum storage volume (100 year) Check storm duration for maximum storage(100 year) Time(Ta)(min) Intensity(in/hr) Peak Flow,Q(cis) Volume,V(cf) 32.00 4.64 11.06 15.141 33.00 4.55 10.86 15,196 34.00 4.47 10.66 15,243 35.00 4.39 10.47 15.282 36.00 4.31 10.29 15.314 37.00 4.23 10.11 15.340 38.00 4.16 9.94 15.360 39.00 4.09 9.77 15,373 40.00 4.03 9.61 15,381 41.00 3.96 9.45 15.384 42.00 3.90 9.30 15,381 43.00 3.84 9.16 15,373 44.00 3.78 9.02 15,361 45.00 3.72 8.88 15,344 Basin Design The design of the basin (system #2) was determined by taking the 100 year critical storm volume (15,384 cf) and adding a factor of 8%.This yielded a design volume for the basin of 16,614 cf.The volume provided in the basin is 16,614 cf. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations Drainage Area A The entire drainage area was used for sizing the stormwater facility, however, only Drainage Area A is to be retained in the structure, therefore, calculations for the critical storm from Drainage Area A need to be routed through the proposed facility. Calculating the post development conditions for drainage area A is similar to that above: Drainage Area A Onsite Impervious area = 1.49 acres, C =0.90 (pavement & building) Time of concentration for Drainage Area A is the same as that calculated for the entire drainage area =Tc =TOLF+Tpipe flow= 11.33+ 2.32 = 13.65 minutes= 14 minutes Runoff Intensity (VSMH Appendix 4D-Albemarle County IDF) s. 12 =3.55 inches/hour t. 15=4.30 inches/hour u. lio = 4.85 inches/hour v. 125 =5.70 inches/hour w. 150 = 6.30 inches/hour x. 1100 = 7.00 inches/hour Weighted C factor calculation Type C A CA A-Grass 0.90 1.49 1.341 Weighted Total 0.90 1.49 1.341 Rational Method Flow Calculation: g. Q2= CIA = (0.90)(3.55)(1.49) =4.76 cfs h. Qs = CIA = (0.90)(4.30)(1.49) = 5.77 cfs i. Qio= CIA= (0.90)(4.85)(1.49) = 6.50 cfs j. Q25 = CIA= (0.90)(5.70)(1.49) = 7.64 cfs k. Qso = CIA = (0.90)(6.30)(1.49) = 8.45 cfs I. Qioo=CIA= (0.90)(7.00)(1.49) = 9.39 cfs The Modified Rational Direct Solution (VSMH p5-23) was used to determined the critical storm duration, intensity, flow and required storage volume for the 2, 10 and 100 year storms. C = 0.90 A = 1.49 acres Tc = 14 minutes Q2= 1.59 cfs (pre-development amount) a and b constants for each storm frequency per VSMH (Appendix 5A) NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station • Stormwater Management Narrative & Calculations DRAINAGE AREA A(1.49 ACRES) 2 Year-Critical Storm 10 Year-Critical Storm 100 Year-Critical Storm 2-year critical storm duration 10-year cntical storm duration 100-year critical storm duration C= 0.90 C= 0.90 C= 0.90 A= 1.49 acres A= 1.49 acres A= 1.49 acres tc= 14.00 min tc= 14.00 min tc= 14.00 min qo= 1.59 cfs qo= 1.59 cfs qo= 1.59 cfs a= 106.02 a= 161.60 a= 244.82 b= 15.51 b= 18.73 b= 20.81 Td= 30.83 ICI= 45.70 Td= 63.74 2-year critical storm duration Intensity 10-year critical storm duration Intensity 100-year critical storm duration Intensity I= 2.29 I= 2.51 I= 2.90 2-year Peak Inflow for critical storm 10-year Peak Inflow for critical storm 100-year Peak Inflow for critical storm Q= 3.07 cfs Q= 3.36 cfs Q= 3.88 cfs 2-year Cnti cal Storm Required Volume 10-year Critical Storm Required Volume 100-year Critical Storm Required Volume V= 3.847 cf V= 6.747 cf V= 11,623 cf From the above spreadsheet: Critical Storm Volume for the 2 year storm = 3,847 cf Critical Storm Volume for the 10 year storm = 6,747 cf Critical Storm Volume for the 100 year storm = 11,623 cf The capacity of the proposed stormwater facility (16,692 cf) exceeds the capacity of the 10 year critical storm, so the storage is adequate. Check the critical storm duration for maximum storage volume (2 year) Check storm duration for maximum storage(2 year) I Time(Te)(min) Intensify(In/hr) Peak Flow,Q(cfs) Volume,V(cf) 22.00 2.83 3.79 3.748 23.00 2.75 3.69 3,771 24 00 2.68 3.60 3,791 25.00 2.62 3.51 3.807 26.00 2.55 3.43 3.820 27.00 2.49 3.34 3,831 28.00 2.44 3.27 3.838 29.00 2.38 3.19 3.844 I 30.00 2.33 3.12 3,847 I 31.00 2.28 3.06 3,847 32.00 2.23 2.99 3,846 33.00 2.19 2.93 3,843 34.00 2.14 2.87 3.838 35.00 2.10 2.81 3.831 Check the critical storm duration for maximum storage volume (10 year) Check storm duration for maximum storage(10 year) Time(T,)(min) Intensify(In/hr) Peak Flow,Q(cfs) Volume,V(cf) 37.00 2.90 3.89 6.682 38.00 2.85 3.82 6,697 39.00 2.80 3.75 6,710 40.00 2.75 3.69 6,721 41.00 2.71 3.63 6,730 42.00 2.66 3.57 6,736 43.00 2.62 3.51 6.742 44.00 2.58 3.45 6.745 I 45.00 2.54 3.40 6.747 I 46.00 2.50 3.35 6,747 47.00 2.46 3.30 6.746 48.00 2.42 3.25 6,743 49.00 2.39 3.20 6,740 50.00 2.35 3.15 6.734 NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone:434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station • Stormwater Management Narrative & Calculations Check the critical storm duration for maximum storage volume (100 year) Check storm duration for maximum storage(100 year) Time(1)(min) Intensity(In/hr) Peak Flow,0(cm) Volume.V(cf) 55.00 3.23 4.33 11.575 56.00 3.19 427 11,586 57.00 3.15 4.22 11,595 58.00 3.11 4.17 11,603 59.00 3.07 4.11 11.610 60.00 3.03 4.06 11.615 61.00 2.99 4.01 11,619 62.00 2.96 3.96 11.622 I 63.00 2.92 3.92 11,623 I 64.00 2.89 3.87 11,623 65.00 2.85 3.83 11,622 66 00 2.82 3.78 11.620 67.00 2.79 3.74 11,618 68.00 2.76 3.70 11.614 NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone:434.531.7387 • Email: nat.aerkins©amail.com Restore'n Station Stormwater Management Narrative & Calculations IV. Water Quality Analysis: Water quality issues for the site development focus on the removal of total phosphorus (TP). The Chesapeake Bay Protection Act spreadsheet,which is the same as the Albemarle County Water Protection Ordinance, Modified Simple Worksheet,will be used to determine the total removal rate of total phosphorus. In short, the pollutant removal target is the removal of all TP in excess of pre-development conditions. To obtain the removal rate targets (62%as per the Albemarle County Short Version BMP worksheet; see Appendix B), Filterra boxes have been sized and implemented into the site plan. Filterra boxes harness the power of nature to capture, cycle and immobilize storm-water pollutants to treat runoff and have been successfully implemented on many Albemarle County projects.The Filterra boxes use a combination of landscape vegetation and a specially designed filter media to naturally remove bacteria, oil and grease, metals, nutrients and total suspended solids (TSS). In addition, Filterra is well suited for low impact, high removal efficiency environment for many stormwater pollutants. Its small footprint allows it to be used in highly developed sites such as landscaped areas, green space, parking lots, and streetscapes without the aesthetic problems that plague many other water quality systems. The runoff after routing through the Filterra system and bypass flows will then be routed to the underground detention pond (rain tank) which will further enhance the removal rate of total phosphorus and handle the water quantity for the site development. Drainage Area (A and B) Criteria: New Development/Drinking Water Watershed Impervious Pre-Development = 10 Impervious Post-Development =36 % Removal Required = 62% (per Albemarle County Short Version BMP Computation Worksheet 2-6)(Appendix B) Water Quality Volume (only Drainage Area A is applicable) = (.5"/12"/1 ft.)(43,560 sf/ac.)(1.49 impervious area) = 2,704.35 cf Provide Filterra boxes to handle first flush (first 0.5" rainfall) Design by Filterra a. Ches. Bay Protection Act spreadsheet b. New development c. Average watershed %impervious: 16% d. Average rainfall 43 inches per year e. Pollutant target: Removal of all TP in excess of pre-development conditions 2) Treatment Train calculations allowed 3) Filterra %TP allowance according to VA DCR Technical Bulletin #6 a. Allows up to 74%TP removal rate b. TARP data submitted to VA DCR shows Filterra %TP performance at 73% 4) General SWM plan design a. 1.49 impervious acres providing post-development pollutant load b. Filterra units placed to treat appropriate drainage area c. Filterra units effluent and bypass flows to Stormwater facility d. ALL 1.49 imp. acres drain to stormwater facility for quantity control e. Stormwater facility%TP is 30%, irregardless of influent TP concentration NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 2 29 01 Phone: 434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station • Stormwater Management Narrative & Calculations Final Design FilterraOO Fl, F2, F7 and F8 are to be 8'x4' boxes with a total contributing drainage area of 0.26 acres. Based on Filterra's Mid-Atlantic Sizing Table, the 8x4 structures treat a drainage area between 0.20 and 0.26. Filterra®F3, F4, F5 and F6 are to be 6'x4' boxes with a total contributing drainage area less than .20 acres. Based on Filterra's Mid-Atlantic Sizing Table, the 6x4 structures treat a drainage area up to .20 acres. Filterra®F9 is to be 6'x4'roof drain configuration with a total contributing drainage area of 0.14 acres. Based on Filterra's Mid-Atlantic Sizing Table, the 6x4 structures treat a drainage area up to .20 acres. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations V. Water Quantity Analysis: The quantity of storm-water detention is the difference between the pre-development storm-water runoff (10 year storm) and the post-development storm-water runoff (10 year storm).The design intent for water quantity will be to exceed the current Albemarle County standard by designing more detention capacity into the storm-water system. The detention will be handled by use of underground rain tanks. The first system, system #1 (cistern), closest to Rte 250,will be a lined rain-tank for rainwater harvesting for re-use to water plants and washing the parking lots.The source water for this rain tank system will be only the roof of the building and the front fuel canopy.Since this rain tank is only used for rainwater harvesting, the routings for water quantity will not be applied to this structure. Instead the areas for system #1 will be included in the drainage area for system #2 and capacity will be added to that structure. It is the intent of the system #1 design to overflow if larger storm events exceed its capacity. The second rain tank, system #2, (at the rear of the property in the southwest corner) will be unlined and will serve as the water quantity control for the site. The source water for this rain tank is the area collected by the underground storm sewer system. The overflow, in case of larger storm events,will be handled with discharge to a natural drainage course. The calculations that follow pertain to the design of system #2. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 2 29 01 Phone:434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations SYSTEM #1 (Cistern) Drainage Area The drainage area for system #1 is limited to the building roof and the front fuel canopy roof only. Building roof= 2,775 sf Front fuel canopy roof= 3,495.41 sf Total area = 6,270.41 sf or 0.144 ac Time of concentration for this area is: Tc=5 minutes Runoff Intensity (VSMH Appendix 4D-Albemarle County IDF) a. 12= 5.40 inches/hour b. Is = 6.35 inches/hour c. I)o = 7.10 inches/hour d. 125 =8.00 inches/hour e. 150 =8.90 inches/hour f. 1100 = 9.60 inches/hour Weighted C factor calculation Tvoe C A CA Roof 0.90 0.144 0.130 Weighted Total 0.90 0.144 0.130 Rational Method Flow Calculation: a. Q2 = CIA = (0.90)(5.40)(0.144) =0.70 cfs b. Qs = CIA = (0.90)(6.35)(0.144) =0.82 cfs c. Qio = CIA = (0.90)(7.10)(0.144) = 0.92 cfs d. Q25 = CIA= (0.90)(8.00)(0.144) = 1.04 cfs e. Qso = CIA = (0.90)(8.90)(0.144) = 1.15 cfs f. Qioo = CIA = (0.90)(9.60)(0.144) = 1.24 cfs The Modified Rational Direct Solution (VSMH p5-23) was used to determined the critical storm duration, intensity, flow and required storage volume for the 2, 10 and 100 year storms. C =0.90 A =0.144 acres Tc =5 minutes Q2=0.23 cfs (pre-development amount) a and b constants for each storm frequency per VSMH (Appendix 5A) NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations SYSTEM#1 ANALYSIS-(0.144 ACRES) 2 Year-Critical Storm 10 Year-Critical Storm 100 Year-Critical Storm 2-year critical storm duration 10-year critical storm duration 100-year critical storm duration C= 0.90 C= 0.90 C= 0.90 A= 0.14 acres A= 0.14 acres A= 0.14 acres tc= 5.00 min tc= 5.00 min tc= 5.00 min qo= 0.23 cis go= 0.23 cfs qo= 0.23 cfs a= 106.02 a= 161.60 a= 244,82 b= 15.51 b= 18.73 b= 20.81 Td= 25.77 T,= 37.69 Ta= 52.65 2-year critical storm duration Intensity 10-year critical storm duration Intensity 100-year critical storm duration Intensity I= 2.57 I= 2.86 1= 3.33 2-year Peak Inflow for critical storm 10-year Peak Inflow for critical storm 100-year Peak Inflow for critical store 0= 0.33 cfs 0= 0.37 cfs Q= 0.43 cfs 2-year Critical Storm Required Volume 10-year Critical Storm Required Volume 100-year Critical Storm Required Volume V= 310 cf V= 555 cf V= 982 cf From the above spreadsheet: Critical Storm Volume for the 2 year storm = 310 cf Critical Storm Volume for the 10 year storm = 555 cf Critical Storm Volume for the 100 year storm = 982 cf In addition to the critical storm volumes, the rain tank size was confirmed with the Cistern Design Spreadsheet (CDS),which can be downloaded from the Virginia Stormwater BMP Clearinghouse web site at: http://www.vwrrc.vt.edu/swc/NonProprietaryBMPs.html . This spreadsheet is attached in Appendix C. The estimated water usage is 620 gallon/day, or 0.00096 cfs. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone:434.531.7387 • Email: nat.perkins@gmail.com Restore'n Station Stormwater Management Narrative & Calculations SYSTEM #2 Drainage Area A The entire drainage area was used for sizing the stormwater facility, however, only Drainage Area A is to be retained in the structure, therefore, calculations for the critical storm from Drainage Area A need to be routed through the proposed facility. Calculating the post development conditions for drainage area A is similar to that above: Drainage Area A Onsite Impervious area = 1.49 acres, C =0.90 (pavement & building) Time of concentration for Drainage Area A is the same as that calculated for the entire drainage area =Tc =TOLF+Tpipe flow= 11.33 + 2.32 = 13.65 minutes= 14 minutes Runoff Intensity (VSMH Appendix 4D-Albemarle County IDF) y. 12 =3.55 inches/hour z. 15 =4.30 inches/hour aa.lio = 4.85 inches/hour bb.I25 = 5.70 inches/hour cc. Iso = 6.30 inches/hour dd.lioo = 7.00 inches/hour Weighted C factor calculation Type C A CA A-Grass 0.90 1.49 1.341 Weighted Total 0.90 1.49 1.341 Rational Method Flow Calculation: m. Q2= CIA = (0.90)(3.55)(1.49) = 4.76 cfs n. Qs = CIA = (0.90)(4.30)(1.49) = 5.77 cfs o. Qio = CIA= (0.90)(4.85)(1.49) = 6.50 cfs p. Q25= CIA= (0.90)(5.70)(1.49) = 7.64 cfs q. Qso= CIA = (0.90)(6.30)(1.49) = 8.45 cfs r. Qioo= CIA = (0.90)(7.00)(1.49) = 9.39 cfs The Modified Rational Direct Solution (VSMH p5-23) was used to determined the critical storm duration, intensity, flow and required storage volume for the 2, 10 and 100 year storms. C = 0.90 A = 1.49 acres Tc = 14 minutes Q2= 1.59 cfs (pre-development amount) a and b constants for each storm frequency per VSMH (Appendix 5A) NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.perkins@amail.com Restore'n Station Stormwater Management Narrative & Calculations DRAINAGE AREA A(1.49 ACRES) 2 Year-Critical Storm 10 Year-Critical Storm 100 Year-Critical Storm 2-year critical storm duration 10-year critical storm duration 100-year critical storm duration C= 090 C= 0.90 C= 0.90 A= 1.49 acres A= 1.49 acres A= 1.49 acres tc= 14.00 min tc= 14.00 min tc= 14.00 min qo= 1.59 cfs qo= 1.59 cfs qo= 1.59 cfs a= 106.02 a= 161.60 a= 244.82 b= 15.51 b= 18.73 b= 20.81 Ta= 30.83 Ta= 45.70 Ta= 63.74 2-year critical storm duration Intensity 10-year critical storm duration Intensity 100-year critical storm duration Intensity 1= 2.29 1= 2.51 1= 2.90 2-year Peak Inflow for critical storm 10-year Peak Inflow for critical storm 100-year Peak Inflow for critical storm Q= 3.07 cfs Q= 3.36 cfs Q= 3.88 cfs 2-year Critical Storm Required Volume 10-year Critical Storm Required Volume 100-year Critical Storm Required Volume V= 3,847 cf V= 6.747 cf V= 11,623 cf From the above spreadsheet: Critical Storm Volume for the 2 year storm = 3,847 cf Critical Storm Volume for the 10 year storm = 6,747 cf Critical Storm Volume for the 100 year storm = 11,623 cf NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 • Email: nat.oerkins©gmail.com Nat Perkins obi NP Engineering r oy Ivy Farm Drive Charlottesville, VA. 22901 fi e ira April 23,2012 A Growing Idea in Stomauater Filtration. Plan Review of Filterra® Re-Store'n Station, Albemarle County, VA Dear Sirs Thank you for submitting the revised plans on 23 April 2012 for our review of the Re- Store'n Station project. Filterra® structures F 1 (8x4),F2 (8x4), F3 (6x4), F4 (6x4), F5 (6x4), F6 (6x4), F7 (8x4) and F8 (8x4)F9 (6X4 FTRD) were studied for; •Planned Filterra®box size •Filterra®contributing drainage area meeting project's regional sizing specification • Filterra®invert elevations are higher than effluent invert elevations • The bypass is lower than the Filterra®elevation(spot elevations) • The grading pattern encourages cross linear flow and not head-on flow • The Filterra®outlet drain pipe is sized correctly and exits perpendicular to the wall • For any conflicting structures such as storm drain pipes below Filterra® •For most efficient placement of Filterra® units. • Filterra roof drain inverts meet published requirements The plan review concluded that the Filterra® structures listed above is sited and sized appropriately to treat stormwater to our published specifications. Operational consistency with these specifications is contingent upon the stormwater unit being installed correctly and according to the plans, as well as regular maintenance being performed. Installation Help documents will be forwarded to the Buyer at time of order. The Filterra®Installation, Operation and Maintenance Manual will be made available upon request. Yours sincerely tell9 Duane Vincent Engineer Support Filterra®Bioretention Systems Manufactured by Americast T:(804)798-6068 A M E R I CAS T 11352 Virginia Precast Road F:(804)798-8400 not just concrete,concrete solutions. Ashland,VA 23005 E:design@filterra.com www.filterra.com A kuTCAu'0 605 Global Way,Suite 113 • �/ �: j r��r. Linthicum,MD 21090 it `�1 '1 www.contech-cpi.com CONSTRUCTION PRODUCTS INC. Nat Perkins, P.E. June 215L, 2012 NP Engineering 680 Ivy Farm Drive Charlottesville,VA 22901 RE: Review of stormwater management design for Re-Store'N Station, Albemarle County,Virginia The purpose of this letter is to document for Albemarle County and VA DCR our review of the plans and the proposed application of the water quality treatment structures at this site as you have requested. CONTECH has reviewed stormwater management designs for both the rainwater harvesting system and the underground detention pond. Rainwater Harvesting System Based on the catchment area of 7,300 sf (gas station canopy) and irrigation requirements, CONTECH recommends a 72" diameter SPRE cistern with a total length of 741f. This tank will provide a storage volume of approximately 15,000 gallons and a runoff reduction of 78%. The system is designed to irrigate 18,000 sf from April to October with an average depth of 0.785" per week(varies by month). Underground Detention System Perforated 72" diameter CMP was selected to minimize the overall footprint. The dimensions of the system are 44'x86' including a 1' stone perimeter. The system has a total of (4) 36" access risers including one downstream of the outlet control weir plate. In summary, both the rainwater harvesting system and underground detention system are expected to operate in accordance with CONTECH Construction Products' design intent. Please feel free to contact me if you have any questions or concerns. Sincerely, Aaron M. Lowell Design Engineer—Stormwater Products CONTECH Construction Products Inc. lowella@contech-cpi.com www. contechstormwater. com rwi.=* ��� Fhe Store+water Management �� Vortechs° CMP DETENTION SYSTEMS Storm Fi lter' CON 'SPAN' DETENTION SYSTEMS C !6-re z 4.10 DES JbA) Short Version BMP Computations For Worksheets 2 -6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Re-Store'n Station Water Resources Area: Rural Area Preparer NP Date: 20-Mar-12 - Project Drainage Area Designation QAA 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 _ i A project area in acres in subject drainage area, r_A v 0.14 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(I)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 - - -1 ;Roads.pre-development - --- Area .ost-development 'Area ;Roads Length Width subtotal Length- Width subtotal . 01 - 0 --'0 0 0 o f 0 0 0 0 0� 0; ` -_ - 0 0 -` 0 pl Driveways Length _ Width__no. subtotal_ Length _ Width no. subtotal and walks [. 0 of----or o _ _.__.. o ____. o ^_.._oT o 0 0i o 0 0 0 O V 0 Parking Lots _..___..___ 1 2 3 _...____4 - -• 1 2 3 4 0 1._ - _ r -- o o j 0 0 Gravel areas Area _ Area - 0,x0.70= 0 0 x0.70= 0 'Structures _ - Area no. subtotal Area no. subtotal f _0 0 _0 1 2775 1 27751 0� _ 0 0 3495.41 1 3495.411 0 1 0 0 0 0 0 J- 6270.411 6270.41 Actively-grazed pasture& Area Area 1 yards and cultivated turf J _6270.36]x 0.08= 501.6288 _-� _Ix 0.08= - i 0 Active crop land Area Area i r^�x0.25= 0 - x0.25= 0 Other Impervious Areas y 0 0' Impervious Cover 8% 100% l(Pre) l(post) 1_Rv(post) V 1 0.95 9.7 New Development(For Development Areas,existin impervious cover<=20%) CI f I(pre)* R_v(pre)JL(pre) L(post) RR %RR j Area Type - 4 .- '" ` �ec4 r. 0.23 _0.20 0.84 0.64 76% Development Area j` �` r ` ' ? 0.12 0.05 0.42 0.37 87% Drinking Water Watersheds40,....... 4,` i -pp +e c°. �,, 0.12T-0.06 0.48 0.42 87%°�Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) 7 C i f3 -,- I(pre)*7Rv(pre)1 L(pre) TL(post) RR %RR 1 Area Type � 6, *.8 0.23 0.20 0.84 0.66 78%y Development Area r4s "� b -0.12 , _ 0.05 0.42 0.37 89%9 Drinking Water Watersheds --__j ,, }.` v 5 -t� : `'o4 0.12 ~ 0.06 0.48 0.43 89%j Other Rural Land l Interim Manual, Page 70 rev. 16 Feb 1998 GEB PLEASE PRINT AND FAX OR EMAIL THIS FORM 1-10 v01 FTRD Filterra®Roofdrain System Project Information Form Complete&send to Americast by email,fax or mail. d Address: 11352 Virginia Precast Road Toll Free: (866)349-3458 Fax: (804)798-8400 Tllieffa , Ashland,VA 23005 Email: design@filterra.com A Growing Idea in Slnmiweter Filtration. Project Information Engineering Contact Information Project Name/Number: Engineering Firm: Current Date: Regulatory Municipality and State(City,County,etc.): Contact: Phone: ALtC,.v.A Q).{ Cov��1Z( 3..,A 1 P--2)G>•� 4 4 . 5 3 1. 7 3 g7 Target Treatment Rate: 1 Email: Fax: NAT, ( 2.e--i'-q 06 IL,.t.-..-4-. Filterra®Details(Email,mail or fax plans to Americast-Acceptable formats are AutoCAD or pdf) Plans sheets should include(1)cover,(2)grading,(3)drainage areas,(4)stormwater schedules or profile,(5)landscaping&(6)Filterra®details. Filterra Roofdrain Structure# Filterra Filter Surface Area(ID ft) FTRD 6 x/1-_ LP Filterra Contributing Drainage Area Acres O A 9-- Runoff Coefficient C Factor .q Maximum Flow Expected cfs O.1t(o Influent Pipe Diameter inches 4ot r Influent Pipe Direction* A,B,C or D lj Filterra Spot Elevation TOP of SLAB 7o7 INV IN 69 g4G0 INV OUT ar-13 Modified Structure YIN? / /, l ] ,` A/� n Grate or Top Options YIN? / IJ� LA f ta piM1 WOO() s11 \.Jk) LAN 5rszi lL f � *See your regional Filterra Drawing FTRD-IPC for inlet piping configurations C FT Plan Notes shown(YIN) 6" 1 I 6'-0" - — 6" INLET COUPLING LOCATION { /(MAY VARY A-D) A — r 1 1 �� I Am.e A ` A O O - ---- I I I 8 i d C --y D I MODEL# FTRD 6X4 68 (13 PLAN VIEW TREE FRAME & GRATE PLANT AS SUPPLIED CAST IN TOP SLAB BY AMERICAST CLEANOUT COVER - (NOT SHOWN CAST IN TOP SLAB SPLASH FOR CLARITY) lr° PVC PIPE (BY BLOCKS TOP SLAB . CONTRACTOR) y o �� FILTER MEDIA 00 N , X \,\,\,\,,,, %'> �i>z>,>,N,..>>.N PROVIDED BY 1 1 X is 1fII11:II:11:11:�I.�I.11:11:11I�:11,�'',I'O�II1•=11•1171:11:11`. AMERICAST - 1=11=1164PAI=11=11-1, -0 =11-11-11=I!- > o . II: 11=11=11W11=11=11-11= .1=11=i=11 a 1=II=II=1=11=II=I=II �'1111_11- • - • II: 11=11=11=11=11=11=111- 1=11=11=11 • I < • 1=11=114II=II=II=II=11=11• 11=11=11= .n=m.-u=iC-;I..u-u. uilt.11-1,ea= _11 - � U .5 \lam lil11� , 6 , (0q, .LJ, MULCH PROVIDED BY AMERICAST PVC PIPE PERFORATED UNDERDRAIN SYSTEM BY AMERICAST (BY CONTRACTOR) UNDERDRAIN STONE PROVIDED BY AMERICAST SECTION A-A MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIF FILE FORMAT. DATE: 10-15-10 DWG: FTRD 6x4 6 0 6x4 PRECAST FILTER ® 'F uVU Ow LI 11 UO ROOF,DRAIN CONFIGURATION O le ff a �.. WITH 6" PVC PIPED IN US PAT 6,277,274 Copyright®2007 by Americast AND 6,569,321 37'-0' 072",3/4"THICK HDPE STEEL REINFORCED 072•,3/4'THICK HOPE BULKHEAD W/08'HDPE STUB WI WATERTIGHT STEEL REINFORCED BULKHEAD W/012' MANIFOLD BY CONTECH HOPE STUB W/WATERTIGHT COUPLER CALMING INLET. Allak 036"SRPE RISER INV.-TBD Inv=688.9 . INV.=TBD SEE DETAIL. NV 072*SRPE PIPE Rim=698 RIM•TBD Inv=688.9 7 Inv=688.9 INV. TBD 012"HDPE OVERFLOW PIPE IN RISER SEE DETAIL INV.-Teo Inv=694.9 :' TO REUSE OR TMENT O I 4, FINAL TREA INLET y p 11 A ' /1 Oi I ,qi OPTIONAL PUMP MANHOLE, BY CONTECH OR OTHERS rvf I B F- '-__i_072',3/4"THICK HDPESTEEI.REINFORCED BULKHEAD 08"HOPE VENT PIPE INV.=TBD (TYP OF 2) 072'SRPE PIPE038'BRPE RISER 072'.3/4"THICK HOPE STEEL Inv=688.9 RIM•TBD REINFORCED BULKHEAD INV.-Teo INV'-TBD Inv=688.9 Rim=698 Inv=688.9 Y ASSEMBLY b SCALE:1"=5' H VOLUME: 14,766 GAL. 1 036'SRPE RISER Rim=698 LOADING: H2OfH25 08'VENT PIPE SYSTEM INV=TBD Inv=688.9 INV.=TBD Inv=696 0 012'HDPE OUTLET PIPE �-2'�—, INV."TBD Inv=694.9 (II‘ ow 4 If ; $ Top=694.9 NOTES F Y 1�-0"�`� Inv=688.9 • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. • I • ALL ELEVATIONS.DIMENSIONS.AND LOCATIONS OF RISERS AND INLETS. {•�k i SHALL BE VERIFIED BY THE ENGINEER OF RECORD PRIOR TO RELEASING 08.HDPE WATERTIGHT , MANIFOLD THE UNDERSIGNED HEREBY APPROVES THE ATTACHED(5)PAGES. •• ALL FITTINGS FOR FABRICATANDION. REINFORCEMENT COMPLY WITH ASTM D3380. • ALL RISERS AND STUBS ARE HIGH DENSITY POLYETHYLENE UNLESS OTHERWISE NOTED. • RISERS TO BE FIELD TRIMMED TO GRADE. Fl OVERFLOW PIPE DETAIL • FLOTATION CONTROL IS CRITICAL AND THE RESPONSIBILITY OF THE 3 CUSTOMER DATE INSTALLER.THE INFORMATION IS SUBMITTED AS A GUIDELINE ONLY. [rV SCALE:1"-5' CONTECH IS NOT RESPONSIBLE FOR THE USE AND INTERPRETATION OF THIS INFORMATION. RED.No, DAIS: • �^—GA A,1i,L1TCAV® • URBANGREEN SRPE CISTERN-448110-002 44811E 002 1/17/2012 : ^".�1~ �..r, Durl Maxx ^E„� mMW. w,— ��O'IS" ��'— RE STORE'N STATION ^AML NLE .=•• 1•76••"• '^"Y CONSTRUCTION PRODUCTS INC. c�cxcu APPROVED. ••••�...�....N�_-•° """`°^1.M<BLe^m CONIECH CROZET,VA XXX XXX ••-•.•fir••••••:•.� 805 GIOE•I Way,Suite 113,Llnlhlcum,MD 21090 PROPOSAL sNEEr ND, •▪m^" �; 1,•••`•rmla.A.• 688-740331e 410-7408490 BBBa784511FAX DRAWING SITE DESIGNATION: RWH CISTERN • •l••••e•••rr•••rr••• KW DATE REVISION DESCRIPTION BY P1 ^• 5 • • TYPICAL INSTALLATION H20/H25 LIVE LOAD QA2 FINAL BACKFILL Aza INITIAL BACKFILL DIAMETER MAXIMUM FUSION WELD 3/4' COVER HEIGHT THICK HDPE PLATE TO FULL PERIPHERY 24'•d2' 50'-0" OF PIPE ri 48"-60" 30'-0" I 3"X3'X+14' BOLT CAP SEAL ANGLE BOLTED TO PIPE ZONE 66"$4' 30'-0" BULKHEAD 96"-120" 30'-0" PLASTIC WELDED ONTO HAUNCH ZONE di BULKHEAD AND SEALED .[! AROUND FULL PERIPHERY G-° `° J=W:MIIIMEt=�_b= OF CAP 3/4.0 BOLTS -. „_„_, __; ,=.=y=:=:71 I MIN.WIDTH•(1.25 X DIAMETER)•+2' —I Al.)FINAL BACKFILL MATERIAL SELECTION AND COMPACTION REQUIREMENTS PER THE PROJECT PLANS,SPECIFICATIONS, AND ENGINEER-OF-RECORD.MAY INCLUDE APPROVED NATIVE. A2.)MINIMUM HEIGHT OF COVERS PER DIAMET.9ER(DISTANCE AS MEASURED FROM TOP-OF-PIPE TO BOTTOM OF `.=.,=J=,.=�._�_._:__,� FLEXIBLE PAVEMENT OR TOP OF RIGID PAVEMENT): `— 12'MINIMUM FOR PIPE DIAMETERS 24"-66" • R 18"MINIMUM FOR PIPE DIAMETER 72' 24'MINIMUM FOR PIPE DIAMETERS 84'- 6" 36'MINIMUM FOR PIPE DIAMETERS 102' 120" ANGLE SPACING IS _;,_._�.,_.�____„_�' A2-A)FOR INSTALLATION COVERS THAT EXCEED MINIMUM HEIGHTS OF COVER: �- PROJECT SPECIFIC& BASED ON HEIGHT OF 6"MINIMUM FOR PIPE DIAMETERS 24"-60" COVER 12"MINIMUM FOR PIPE DIAMETERS 66"-96" 18"MINIMUM FOR PIPE DIAMETERS 102"-120" EXTEND ANGLE TO A3.)INITIAL BACKFILL 8,HAUNCHING ZONE MATERIAL TO MEET ASTM D2321 CLASS I,II,III OR APPROVED EQUAL, `i•• FULL EDGE OF BULKHEAD t•=° _'•�=-7 COMPACTED TO 90%STANDARD DENSITY(A NATIVE MATERIAL CAN BE UTILIZED THAT MEETS ASTM D2321 OR APPROVED EQUAL SPECIFICATION).FOR COVER HEIGHTS THAT ARE UP TO OR EXCEED 75%OF MAXIMUM COVER H LIMITS MATERIAL TO BE CLASS I OR II AS PER ASTM 2321. A4.)DUROMAXX STEEL REINFORCED(SRPE)PIPE. SIDE VIEW ELEVATION VIEW A5.)BEDDING MATERIAL SHALL BE A RELATIVELY LOOSE COMPACTED BEDDING MATERIAL THAT IS ROUGHLY SHAPED TO FIT THE BOTTOM OF THE PIPE,4'TOP B"IN DEPTH. 2 p • F NOTE: DE' 1.)OTHER STRUCTURAL BACKFILL INCLUDING NATIVE MATERIALS MAY BE USED AS DIRECTED BY THE PROJECT ENGINEER. BACKFILL MATERIALS ARE DEFINED UNDER ASTM D2321.GEOTEXTILE SHOULD BE USED AS REQUIRED TO PREVENT TYPICAL BULKHEAD DETAIL SOIL MIGRATION. • I SCALE:N.T.S. 2.)STANDARD SPACING BETWEEN PARALLEL PIPE RUNS TO BE•PIPE DIAJ2.SPACING BELOW THE AFOREMENTIONED FORMULA FOR PIPE DIAMETERS IS ALLOWED BASED ON PROJECT REQUIREMENTS AND APPROVAL/DESIGN BY CONTECH CONSTRUCTION PRODUCTS INC. 1 ® BACKFILL DETAIL SCALE:N.T.S. §::•.r :r.x..-......r PROJECT,. eeo.9".: DATE l••ono+=-" AI/ TCA�® DuroMaxxm URBANGREEN SRPE CISTERN—448110-002 448110 002 ,/,T 2o,x " V.*� Beaa9E9: a9a� Mad AWING �.�^� :: �;o G=� ".a.a.rra..aaeaa...,", RE-STORE'N STATION AML NLE ^ r „•y,: CONSTRUCTION PRODUCTS INC. ua;caem wpm La^+•�^«s«^ couEc„ CROZET,VA XXX xxx "w.DI•.,�"�,..0 w��. �M 605 Global Way.Sidle 113,Llnrnlcom,MD 21090 •'IXMC '•"'•'"•"""•` Bee•Taa33+6 410.740Aa90 986476-06++FAx PROPOSAL AL MEET ao, MI SITE DESIGNATION: RWH CISTERN P2 0, 5 a�s„•,•I..No yp•,y,a.. NARK DATE REVISION DESCRIPTION BY • TRAFFIC RATED FRAME&ORATE OR METAL PLATE&FRAME TO BE SEPARATE FROM RISER TO PREVENT ANY LIVE LOADS BEING DIRECTED ONTO RISER REINFORCED CONCRETE COLLAR BY OTHERS TO PREVENT LIVE LOADS FROM BEING IMPOSED ON RISER REINFORCED CONCRETE COLLAR AS DESIGNED BY OTHERS AS DESIGNED BY OTHERS TYPICAL BACKFILL FLEXIBLE JOINT MATERIAL TO BE SELECT FILL USED AS SHOWN ON FINAL GRADE BETWEEN THE COLLAR AND RISER TO AROUND RISER AREA ACCESS CAP FINAL GRADE BACKFILL DETAIL HDPE RISER PIPE PREVENT INTERACTION BY OTHERS __ _ �_ IPI r , I Lam` �! CT. -Y� I• _ _.-- 1J '1 '1 a. .\ J���$$���y.. V 4; == =e==vae�=�=v JL - :" . awl � it, . .. 'c'Sc, ■ �-1-^. �` CRUSHEDSTONE FILL BELOW ,4t6. /'�}2 -- = E� .` �..L COLLAR AND AROUND RISER .66 �" ' -� ���4, , SEE SEALING DETAIL +-,''' hhh =e==eL===_ ____. J " �.� `, '` ON THE NEXT PAGE _ ■ 4111k. ��~iI .,-,, '{ � y FOR CONNECTIONS BETWEEN "` - �U '' % , ( ,� I E.` � '."r THE2 PIPES '^. .. U- -zV .. TEIaHC11T;;:1EE PE AREA '"' `- 11 r" .S j ) ..,f�•r. a)1 - , `J'7li J -P`•.. :`�. TYPICAL PIPE BEDDING, ',i.h- 'J>c 4 'k'.t `� ., NOTE: k- I.)THE RISER WILL HAVE TO BE ANALYZED PRIOR TO APPROVAL FOR 1 REINFORCEMENT NEEDS PER PROJECT SPECIFICATIONS AND MANUFACTURERS B SUGGESTIONS. B 2.)FINAL O.D.OF RISER TO BE DIFFERENT THAN I.D.THAT IS e IDENTIFIED ON THE PLAN DRAWINGS PROVIDED.O.D.TO EITHER 'a BE SHOWN ON MANHOLE CAP DESIGN DETAIL OR AVAILABLE UPON REQUEST FOR DESIGNS OF MANHOLE CAPS BY PROJECT ENGINEER. END VIEW $ ELEVATION VIEW 1 TYPICAL RISER DETAIL SCALE:N.T.S. nee ay`..i ..nnN MRit*mei�wud PROJECT ND S.No DME CO°""""en ilalul" "'�^" At\I%MTCALI® Dur Maxxo 445110 002 1/17/2012 URBANGREEN SRPE CISTERN-448110-002 » E"�..� - gyp l G�.. .,N,OR:Eo CO.o.,�..N. DESIONEo: =„A d1172;; CONSTRUCTION rRouucrsINC. RE STORE'N STATION AML NLE www eeb`PL`"" CONTECH CROZET,VA `N"xxx "RPR zxx �� �`C`- 3 5 Globe?wRy,Suite 113 LI Ihi m.MD 21090 PROPOSAL 1 SITE DESIGNATION:RWH CISTERN to�� "�,ry.�.`,� 8567403318 610-7404490 B50a7&B511 FA% DRAWING J eNEEr No. ,sN,.��,.,,,,,,,�„yw y.,.i 1NRK DATE REVISION DESCRIPTION BY P3 5 (� REINFORCING TABLE II 11 OSRPE "BEARING TEMPORARY COVER FOR- 0--c RISER A 0 B REINFORCING PRESSURE CONSTRUCTION LOADS - (PSF) HEIGHT Ei C �1-> 0 5'0" #5®10'OCEW 1,720 OF-, - - FINISHED 36' 5'A'X 5'-6' 44" #5 al B'OCEW 1,210 COVER GRADE •'ASSUMED SOIL BEARING CAPACITY A _ ACCESS CASTING TO BE PROVIDED AND INSTALLED 1 BY CONTRACTOR. N 1. CONSTRUCTION LOADS __ FOR TEMPORARY CONSTRUCTION VEHICLE LOADS,AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER -1---- 1--IMIMI.�� THE TOP OF THE PIPE.THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GASKET MATERIAL GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. SUFFICIENT TO PREVENT 1111.1 o:y^ SLAB FROM BEARING ON LE PIPE SPAN, AXLE LOADS(kips) RISER TO BE PROVIDED BY 99 INCHES CONTRACTOR. OB - 11"TYP c3v, 1850 I 50-75 I 76-110 1110-160 MINIMUM COVER(FT) SECTION VIEW TN OA 12-42 2.0 2.5 3.0 3.0 011 DIAGONAL TRIM A '?l-°°L6, BAR(TYP.4 PLACES). 46.72 3.0 3.5 4.0 4.0 j SEE NOTE 7. 84-96 3.5 4.0 4.5 4.5 #4 DIAGONAL TRIM BAR(TYP.4 PLACES), BEE NOTE 7. .:, 1\\�►�\R_/AM1 I !! hhhhhhhhh1Ih1A 'MINIMUM COVER MAY VARY,DEPENDING ON LOCAL CONDITIONS.THE CONTRACTOR MUST PROVIDE THE ADDITIONAL _ 2'COVER __ COVER REQUIRED TO AVOID DAMAGE TO THE PIPE.MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO l,' lI (NP) �I, •NI= THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE. !-1 t . 4'l 4,,,,,,, IL ' 1 41'1. 't e iki.ii < I rim i ® CONSTRUCTION LOADING DIAGRAM ��- Al �j� �I SCALE:N.T.S. _ OPENING IN I, ®I OPENING IN milli mini SPECIFICATION FOR STEEL REINFORCED POLYETHYLENE PIPE PROTECTION �,,�, PROTECTION �� �„ SLAB FOR SLAB FOR SCOPE INSTALLATION CASTING CASTING INTERRUPTED BAR THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION SHALL BE IN ACCORDANCE WITH ASTM 02321'PRACTICE REPLACEMENT,SEE / \ STANDARD STANDARD , 11 REPLACEMENT, BAR INTERRUPTED INSTALLATION OF THE STEEL REINFORCED POLYETHYLENE PIPE FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR NOTE 6. REINFORCING, REINFORCING, 0B SEE NOTE 6. DETAILED IN THE PROJECT PLANS. SEWERS AND OTHER GRAVITY-FLOW APPLICATIONS'ALONG WITH SEE TABLE SEE TABLE PRODUCT-SPECIFIC RECOMMENDATIONS CONTAINED IN CONTECH MATERIAL INSTALLATION GUIDELINES AND IN CONFORMANCE WITH THE PROJECT ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW PLANS AND SPECIFICATIONS.IF THERE ARE ANT INCONSISTENCIES OR NOTES' VIRGIN HIGH DENSITY POLYETHYLENE PRESSURE-RATED RESINS CONFLICTS.THE CONTRACTOR MUST BRING THEM TO THE ATTENTION OF SHALL CONFORM TO THE MINIMUM REQUIREMENTS OF CELL THE SITE ENGINEER. 1.DESIGN IN ACCORDANCE WITH MSHTO,171h EDITION. 7.TRIM OPENING WITH DIAGONAL 84 BARS,EXTEND CLASSIFICATION 345481 C AS DEFINED AND DESCRIBED IN THE BARS A MINIMUM OF 12'BEYOND OPENING,BEND LATEST VERSION OF ASTM D3350'STANDARD SPECIFICATION IT IS RESPONSIBILITY OF THE CONTRACTORS TO FOLLOW OSHA 2.DESIGN LOAD HS25. BARS AS REQUIRED TO MAINTAIN BAR COVER. i FOR POLYETHYLENE PLASTICS PIPE AND FITTINGS MATERIALS'. GUIDELINES FOR SAFE PRACTICES. 3.EARTH COVER•1'MAX. B.PROTECTION SLAB AND ALL MATERIALS TO BE PIPE AND FITTINGS CONSTRUCTION LOADS PROVIDED AND INSTALLED BY CONTRACTOR. 4.CONCRETE STRENGTH=3,500 pal ALL FITTINGS SHALL BE FABRICATED FROM STEEL REINFORCED CONSTRUCTION LOADS MAY BE HIGHER THAN FINAL LOADS.FOLLOW THE S.DETAIL DESIGN BY DELTA ENGINEERING,BINGHAMTON,NY. POLYETHYLENE PIPE.ANY FITTINGS 24'0 AND BELOW WILL BE MANUFACTURER'S GUIDELINES. 5.REINFORCING STEEL•ASTM A816,GRADE 60. HDPE PIPE. ® MANHOLE CAP DETAIL d ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE 6.PROVIDE ADDITIONAL REINFORCING AROUND SCALE:N.T.S. OPENINGS EQUAL TO THE BARS INTERRUPTED, UNITED STATES. HALF EACH SIDE.ADDITIONAL BARS TO BE IN THE SAME PLANE. In,.de.....,...,,..,,.,«.+r........ WE: ....<...,. ..•:.; ,, /UI' .ITCAI!® PROJECT., 002 1/1772012 :" ^. " -^~ �- Tvrl� Durc Maxx URBANGREEN SRPE CISTERN-448110 002 DESIGNED' DRAWN 1► ■�i�� .,,„.o..,,,,,,„,„.,„.,. RE-STORE'N STATION AML NLE ,ate,,,!......;....,,,P1e'"1' CONSTRUCTION PRODUCTS INC. `�so ...aft w.nrmnleMspLmm CROZET,VA APPROVED: w.M.r•......rm.a.w....r 605 Global Way.SuIIs 113,LITIEIDum,MD 21080 COHIECN XXX %%X .......whet .o.� PROPOSAL ,..,,,,°, L..,w.. . aft...MARK DATE REVISION DESCRIPTION By eee7+aatle 41a7+0ebe0 B66dT86511FA% DRAWING SITE DESIGNATION: RWH CISTERN P4 0 5 • POLYETHYLENE ENCAPSULATED GASKET STEEL RETAINING BAND HDPE r / SPIGOT — POLYETHYLENE ENCAPSULATED I I STEEL RETAINING BAND BELL DETAIL SPIGOT DETAIL It _ INLET FROM CDL OR QG o PREFILTER W O_ J�° FUSION WELD HDPE STAND PIPE TO BULKHEAD.m orivli,„ HEIGHT,BOTH 9DES.ULL FUSION WELD HDPE \� �.�� CALMING INLET TO \\ BELL STAND PIPE LENGTH \ BELL AND SPIGOT ELEVATION VIEW INLET CAN HAVE A DOWN TURNED ELBOW OR BE OPEN ENDED PLAN VIEW BASED ON PROJECT REQUIREMENTS POLYETHYLENE ENCAPSULATED OR SPECIFICATIONS FOR CALMING GASKET STEEL REINFORCING BAND INLETS . '— _ .I INLECDS OR—��ill PREFILTER D co SRPE PIPE W w w 3f4"THICK HDPE HDPE SOLIDWALL IY STEEL REINFORCED STAND PIPE 11' lie BULKHEAD WU rn HDPE CALMING INLET n _ � I FUSION WELD BOTTOM OF CALMING INLET AND STAND PIPE TO SRPE CISTERN FLOOR 1 I ELEVATION VIEW-INSIDE SIDE VIEW R CONNECTED VIEW BELL AND SPIGOT DETAILS I eTYPICAL PIPE CONNECTION DETAILS TYPICAL CALMING INLET DETAILS SCALE:N.T.S. a SCALE:N.T.S. •h...A., b..y e..b,y me PROJECT No 6Ep.No: DALE: ^^�»'M"%:" AJ ��ITCAV® B URBANGREEN SRPE CISTERN-448110 002 448110 002 unno�z , ' A . .Iu .I Dur Maxx DEBbNED: DMWM mow:n q; CONSTRUCTION PRODUCTS INC. APPROVED tonleeh<pLeem CROZET,VA ` `eE°: ROVE°: n.� Aa. .,..•..... 808 Global We Sulte 113,Llnthlcum,MD 21080 PROPOSAL X%% %%% . M.1. A..... .NIs Y PROPOSAL SHEET NO-,yrt.eftft ft e,e..e.'.......,n"bw'MARK DATE REVISION DESCRIPTION BY 986T+o-3J1e 416740-BSBO BDB•J'IeA611FA% DRAWING SITE DESIGNATION:RWH CISTERN P5 a 5 • A. l%1`1TmAt.,■' 0 Rainwater Harvesting R[3 ,NGREEN'"' :, ����'� �'~'n r` Solutions CONSTRUCTION PRODUCTS INC. leaving a greener footprint on your site. Project Name M; , " Re tO 'j' a�t!QhI, �€ z Location ;', r ''"m4.'., . s.. ' r�aiiie' nYAI', .f�.. :Nit: 4.., �. .4, ... .. `,,.M y'4.. Civil Eng r; F *, t' NP gi t l i��'t' y� G � . Rx-. Land Use A". .,, ;,k; k,:' . . " F .:.}. Site Area for Stormwater Sources(Square feet) () Rooftop Landscape Hardscape Total g gee, Traditional Green Roof Basin 1 Area 7,305 0 0 0 7,305 V‘ Runoff C 0.95 0.50 0.05 0.90air • Basin 2 Area 0 0 0 0 0 Runoff C 0.95 0.50 0.05 0.90 Basin 3 Area 0 0 0 0 0 C Runoff C 0.95 0.50 0.05 0.90 2 Effective Runoff Area 6,940 0 0 0 6,940 ‘ii‘ Secondary Sources of Re-Use Water •"'•• AC Condensation N Gray Water ii %of Peak gal/month Capture w (gal/month) Building Sq Footage(ft2) 7,305 Jan 0% 0 0 ti Condensation gal/hr/ft2 0.0007 Feb F� 0% 0 0 Rate gal/hr 5 March to'. 0% 0 0 z gal/day 125 April it 0% � 0 0' Peak gal/month 3,807 May 0% 'I 0 0 .,, Assumptions: June 0% 0 0; `, July 0% 0 01.h Aug 0% 0 0'4-5 Sep 0% 0 • 0*' Oct 0% 0 0 . Nov 0% 0 0 Dec 0% 0 0 `' Total 0 0 • • I M TV:- "Ikuirvi'ILI. LI B EEN ANGR ikig,, 0--41011-=-41 .1.4eirr. Rainwater Harvesting Solutions CONSTRUCTION PRODUCTS INC. leaving a greener footprint on your site. ..., Re-use Demand Units People/Unit Occupancy GPO/Person Demand(gal) Irrigation Cooling Makeup Residential 0,,,z-pr. -• -,,B,sw.. 1 . ,s,- ,,,,,Taty94 ::.77- ..,77- ,- ,,, _ 0 Area(ft2) Flushes per day Volume Daily Demand ' 17 18 000 '' -'L-'2,- Gallons of blow down Office/Com Weekday Weekend (gal per flush) Weekday Weekend Input Units makeup required per day '7,76 ) '-4-177omair,:77g..0 ' : 0 0 Inches per week - Flushes per day Volume Daily Demand Jan ,.. 0.00. 0 ' .:--. 1.., ..., s. . ., Retail Weekday Weekend (gal per flush) 1 Weekday 0 Weekend Feb '-: 0-Ou 0 !!.''... Toilet 0 6 -- -,YIR;w7, iff!Mit , 0 0 Mar ...* coop 0 -, ',„„„;..,o.. ..: Visitor Flushes Volume Daily Demand Apr 0.50 5,610 Other Weekday Weekend (per Visitor) (gal per flush)_ Weekday Weekend May ' o.n 8,415 ,::,-„ ,0 0 f,rdw7,7 7.3P7,7M`8 . ', 1 0 0 Jun 1.00 11,220 :',:',.0 0 0 July ,,'- 1.00 11,220 .•. „,t-,,„ ., ,• , Total Daily Average 0 Aug • 1.00 11,220 0 ,L:0,,,' Annual Total 0 Sep 0.75 8,415 . ',0`,;• ,.Oct ;',, 0,50 5,610 ,- . 0 Loads/Day Gallons/Load Cold Fraction Daily Total Nov 1' 0.00 0 ';i,';'''' ' ,, • n i..i..Fvt% , 0 4. i..:-.'„,',- , Residential '''-40 --.. ,v", 0 Dec -- 040,0 0 -',1 ., Laundry Non-Res 0 Annual Demand 269,280 0 Daily Total 0 • Annual Total 0 Area(ft2) Occupancy ,,,,‘„ Total Building Space "../P/° Daily Average office/com '. 0 P 32 • Residential . L40 Retail ':4,,„,0 ii" 0 f -o• • . ,,,,,,,,,. Wash Water Non-Res School 0., , Daily Total 0 Annual Total 0 C4!TCH • �RB�' GREENTM ' Rainwater Harvesting Solutions CONSTRUCTION PRODUCTS INC. leaving a greener footprint on your site. Location Supply Demand VA-Richmond Source Include? Area/Volume Application Include? Annual Volume Rooftop(effective ftZ) yes`' 6,940 Toilet no 0 Years Modeled 7 Stormwater Surface(effective ftZ) no 0 Laundry no 0 First Flush Bypass(in) 0.00 Total(ft2) 6,940 Wash water no 0 Design Storm(in) 1.00 AC Condensate(gallons) no 0 Irrigation yes 269,280 Cistern Size(gallons) 15,250 Secondary Gray Water(gallons) no 0 Cooling Makeup no _. 0 Total(gal) 0 Total 269,280 Rainfall Stormwater Supply , Utility Rates($/gal) Demand Captured Total Targeted Targeted ' Peak Targeted SW Total Water Rate $0.0030. Average 40.7 33.4 " 144,679 31,374 144,679 176,053 269,280 134,003 Sewer Rate $0,009 Max Year 53.6 40.9 ` 176,708 ` 31,405 176,708 231,645 269,280 165,659 Total 284.9 234.1 1,012,751 219,620 1,012,751 1,232,371 1,884,960 ; 938,020 Cistern Dimensions Diameter Length Runoff Retained Total Retained 4 , 162 Water Savings Savings (Targeted Rainfall) (Targeted,Peak,Secondary) 6 72 Average 111,996 i, '78% 132,447 l'" , 49% 134,003 76% Max Year 125,390 71% '", 165,659 62% 165,659 72°, $1,988 10 26 Total 783,971 17% 927,128 I' ;,,49%6" ' 938,020 76% $11,256 12 ' 18 • • C NTELI. UR[3ANGREEN'Niel Rainwater Harvesting Solutions CONSTRU011ON PRODUCTS INC. it •:"9•'o7rri•nrr r! Span;On y-c ,r gip• Year 1:Daily Ending Cistern Volume 18,00D 16,000 14,000 12,000 µxg." . 10 000 ��. - ..b4.1 1 i AI ` Mts ,tiS1" ,: , A.' r d•5s ,t�' �d ' . p ra h, gyp-. ^5 r•,f= y E 8,000 .. e k e 4,000 i_I tit2,000Mrl 0 01-Jan-80 01-Apr-80 01-Jul-80 01-Oct-80 Year 2:Daily Ending Cistern Volume 18,000 • 16,000 14,000 (.j Jt"-.. 12,000 �Gty� r tK; .1 { 4 _,r , , 10.000 ii c.. t l f;W t +" f r , :'r#1 `' t '{.: 1. 6,000 — - ,I r. a 4,000 N 2,000 0 . , = 1111111 I a A- 01-Jan-81 01-Apr-81 i 01-Jul-81 01-Oct-81 Year 3:Daily Ending Cistern Volume 18,000 16,000 - - 14,000 12,000 ;. Ila i • m 10,000 .�r'd.�i a rX- .,w.l!'�"Jr :1 {''vH.'On. .{ ..y s; '1s `�. > 6,000 m m E 4,000 I � i /. on2,000 -. - —1 �j ' ---- � 0 J u 01-Jan-82 01-Apr-82 01-Jul-82 01-Oct-82 • • • sue ft.. 4-- sms-rt.r.....z. . ait,e,4 1 IA. 93'-0• 016'STUB 036'RISER 27,11X' INV.=671.10 RIM•880.20 3,.6._f 038"RISER ORIFICE PLATE W/ RIM 382.00 TRASH RACK r \ / \ REINFORCEDBULKHEAD 1 �,-�015'STUB I'9SI INV=669.60 C b 4bI gl I 1 015'STB _��INV.=889 U.57 ——(...] MSSTUB )CeNN:.--4----1- INV.=669.47 N038"RISER 038"RISER RIM=880.20 RIM=B90.10 (i ) I'STONE PERIMETER \ 1 WEIR ELEV.=874.53 \\—.r 2'X2•XII4 L ANGLE J 11'-0' 038'RISER • H-12 HUGGER RIM=680.10 ® BAND(1YP.) Nay .[ 03'ORIFICE 84'0',072",16 GAGE,5•X 1",FULLY PERFORATED,ALUMINIZED TYPE 2 INV.=689.60 E it ORIFICE PLATE DETAIL SCALE:1"=5' o ASSEMBLY t THE UNDERSIGNED HEREBY APPROVES THE ATTACHED(4)PAGES SCALE:1"=10' INCLUDING THE FOLLOWING: VOLUME: 16,614 C.F. NOTES LOADING: H2O/H25 • ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE. • VOLUME=16,614 CF SYSTEM INV=669.60 • ALL ELEVATIONS,DIMENSIONS,AND LOCATIONS OF RISERS AND INLETS,SHALL BE VERIFIED BY THE • MAINLINE PIPE GAUGE=16 ENGINEER OF RECORD PRIOR TO RELEASING FOR • WALL TYPE=PERFORATEDFABRICATION. • ALL FITTINGS AND REINFORCEMENT COMPLY WITH • DIAMETER=72" ASTMA998. • FINISH=ALT2 • AND ALL RISERS GAGE UNLE SBS OTHER SE NOTEDRUGA710N • RISERS TO BE FIELD TRIMMED TO GRADE. G • RIM ELEVATIONS TO BE VERIFIED IN THE FIELD. 1 CUSTOMER DATE I 1 1 O- .w� .•••',^ 5 en,nx PER ENGINEERS INSTRUCTION SUB ■ 072"PERFORATED UNDERGROUND RETENTION SYSTEM - PROJECT No. BEG 1 °"� ..^"`•� "'1,•ti�",�^� 4 4/30/12 ADD WEIR MID LADDER DETAILS DIE � -�Tl��lllli® /1 'E i .AV• 448110 001 1/1272012 i��►�C�G:air! ���o� 7��:� 448110 001 °E41pNE° .:•• �•.. .. 3 3/30/12 PRO REVS PDFACAO DLF CMP DETENTION SYSTEMS °•E° AML • DLF •�.,.....�_ CONSTRUCTION PRODUCTS INC. _ RE-STORE'N STATION 2 1/30/12 RELOCATE OUTLET STUB 8 WEIR OLE `�•'�EEn1GDh<pl.eam APPROVED: '•�'•'•u es� •' 1 1/25/12 ADD OUTLET STUB,WEIR AND RISER OLF 60601obsl Way Soil.113,110/hlcu m,MD 21090 PROPOSALLH CROZET,VA coml.sm. B66.740.3316 410.7g65505 866376d511 FAX DRAVANO �NO- - ;�.,..•^WBK DATE REVSN)NDESCRPTKN 8 Y SITE DESIGNATION:SWM UG POND P1 lE 4 . . , - Q12mma.11,,,,s? .,,...a.s�.a.. .cssa39®.9.ffi,= © inf'l :11'1.t l•5 kkhP.1<* KEY 0 �� �..--_ — __ _--..— = Q 1 RIGID OR FLEXIBLE PAVEMENT 3 2.GRANULAR ROAD BASE _" _, ,__""___� 3 12"MIN.FOR DIAMETERS THROUGH BB' BOLT,BAR AND STRAP Q 18'MIN.FOR DIAMETERS FROM 102' I I CONNECTOR AND LARGER MEASURED TO TOP OF RIGID OR BOTTOM OF FLEXIBLE PAVEMENT. ��BAR ^�..- �/ lopi I4.SELECTGRANULARFILLPERAASHTO M145A1,A2 OR A3,OR APPROVED EQUAL. III/ PLACED IN 8'LIFTS(COMPACTED TO MIN. 120e'BOLT 8-12UHUGGER Mr M�eeII�I�III� 90%STANDARD DENSITY PER AASHTO T99.) . 5.GRANULAR BEDDING,ROUGHLY SHAPED TO NO GASKET FIT THE BOTTOM OF PIPE,4'TO e'IN DEPTH A C amillik M Q Fi0i.i :�11`11 T.11:°1 .l.i.ili.k FOUNDATION/BEDDING PREPARATION PRIOR TO PLACING THE BEDDING,THE FOUNDATION MUST BE CONSTRUCTED TO A UNIFORM AND STABLE GRADE.IN THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION,THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL CONNECTION DETAIL MATERIAL AS APPROVED BY THE ENGINEER.ONCE THE FOUNDATION PREPARATION IS COMPLETE,4" SINGLE BOLT, BAR AND STRAP -6'OF A WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. BACKFILL THE BACKFILL SHALL BEAN Al,A2 OR A3 GRANULAR FILL PER AASHTO M145,OR A WELL-GRADED GRANULAR FILL AS APPROVED BY THE SITE ENGINEER GENERAL NOTES Z,` (SEE INSTALLATION GUIDELINES).THE MATERIAL SHALL BE PLACED IN 8' LOOSE LIFTS AND COMPACTED TO 90%AASHTO T99 STANDARD PROCTOR 1.BANDS ARE NORMALLY FURNISHED AS FOLLOWS: SS DENSITY.WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO 12'THRU 48",I-PIECE MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND 54'THRU 96",2-PIECE AROUND THE PIPE HAUNCHES.BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A 102 THRU 144',3-PIECES TWO LIFT(16')DIFFERENTIAL BETWEEN ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL PROCESS.THE BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE DETENTION SYSTEM AT 2 BAND FASTENERS ARE ATTACHED WITH SPOT WELDS,RIVETS OR HAND WELDS t THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON THE PIPE. 3.REROLLED ANNULAR END CORRUGATIONS ARE NORMALLY 233'OS'.DIMENSIONS ARESUBJECT ALTERNATE BACKFILL MATERIAL MAYBE ALLOWED DEPENDING ON SITE SPECIFIC ARE SUBJECT TO MANUFACTURING TOLERANCES I CONDITIONS,AS APPROVED BY SITE ENGINEER. BACKFILL DETAIL H-12 HUGGER BAND DETAIL i SCALE:N.T.S. e SCALE:N.T.S. A 5 3 1 'T. ....w,..e..,aa,.....,°n.u.e gyp.=or.ay b 5 5/21/12 PER ENGINEER'S INSTRUCTION MIBnwscr ru. sao.ue. WE: • ,rmo.,.....: '".,a. A �!�►�TCAIJ® AEI/rGuTCAII• 072"PERFORATED UNDERGROUND RETENTION SYSTEM - °44e„o 001 1nz/zolz 4 4/1d12 ADD WEIR AND LADDER DETAILS DLF r �-. .'' ==r� • ..w..: .1co•mo.^Id �ii c�� �r7 �.--: 448110 001 UFa9NFD DRAM as.bdm d Po uses mn. aVM�EW w.rt 3 3/30/12 PRO REVS 3-29-12 PDF 8 CAD DLF •, , ■`_� .........a.......,b.a� CONSTRUCTION PRODUCTS INC. CMP DETENTION SYSTEMS AML DLF enl.sAa, RE-STORE'N STATION e.,�, W '�„� 2 1/3512 RELOCATE OUTLET STUB&WEIR DLF wway.e P.cem cxccaE9: 6wRovFa ......•.rn. '^ 805 Global Wey Sulls 113,LInlblcum,MD 21090 COPOS ."'a^-�r,�;b^°�°�`�a^a"� I 128/12 ADD OUTLET STUB,WEIR AND RISER DLF NTECH PROPOSAL CROZET,VA •�11E ...i b OW er....... 88&]443313 416196-5505 BB&3)8-9511 FAX OMM'INO µs��- m;:..m�M�.„. .., WAX DATE REVSIONDESCRIPTION 9V SITE DESIGNATION: SWM UG POND P2 0, 4 • • A REINFORCING TABLE n r,� ACCESS CASTING TO BE II I PROVIDED AND INSTALLED 0 CMP 'BEARING TEMPORARY COVER FOR c BY CONTRACTOR. A 0B REINFORCING PRESSURE CONSTRUCTION LOADS^ - _ RISER HEIGHT ;� ; (PSF) OF- / _ FINISHED ' `�' 24. 04' 26" #5 72.OCEW 2,410 COVER GRADE i m 4%4' #5®12'OCEW 1,780 _ 04A' #5@12"OCEW 2,120 I i�MI- 30 4'�•X4'-fi' ffi' #5®12'OCEW 1,530 _ 05' #5®10'OCEW1,890 • GASKET MATERIAL - 5'X 5' 3B #5®10'OCEW1,350 SUFFICIENT TO PREVENT SLAB FROM BEARING ON 4 �w 05'b' #5(�10'OCEW 1,720 CONSTRUCTION LOADS RISER TO BE PROVIDED BY O 42• 5'-8'X 5'-8 #5©9'OCEW 1,210 CONTRACTOR 013 - 11'TYP. m 0 8' #5 @ 9'OCEW 1,600 FOR TEMPORARY CONSTRUCTION VEHICLE LOADS,AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER 48" 6'%8' 50 #5®8'OCEW 1,100 THE TOP OF THE PIPE THE HEIGHT-OF-COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION EQUIPMENT NECESSITATES GREATER PROTECTION FOR THE PIPE THAN FINISHED SECTION VIEW GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. "ASSUMED SOIL BEARING CAPACITY PIPE SPAN, AXLE LOADS(kips) .., INCHES 18-50 I 50-75 I 75-110 1 110-150 °° 0A A oB / MINIMUM COVER(FT) �9 #4 DIAGONAL TRIM 12-42 2.0 2.5 3.0 3.0 #4 DIAGONAL TRIM BAR(TYP.4 PLACES), 48-72 3.0 3.0 3.5 4.0 BAR(TYP 4 PLACES), � SEE NOTE 7. SEE NOTE 7. III• MMIIi1 78-120 3.0 3.5 4.0 4.0 i:= �i 2"COVER 126-144 3.5 40 4.5 4.5 m'P) 'MINIMUM COVER MAY VARY,DEPENDING ON LOCAL CONDITIONS.THE CONTRACTOR MUST PROVIDE THE ADDITIONAL /�/ Q- 1� COVER REQUIRED TO AVOID DAMAGE TO THE PIPE.MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO _�Y �OQ\ `- // OF'Q �,1 Q THE TOP OF THE MAINTAINED CONSTRUCTION ROADWAY SURFACE 1 II `•1 I C .i ti 1 1. 1 OPENING IN �� Al OPENING IN 1 PROTECTION ��\ e CONSTRUCTION LOADING DIAGRAM PROTECTION '--' SLAB FOR SLAB FOR CASTING I SCALE:N.T.S. a CASTING ,I ���I �., INTERRUPTED BAR REPLACEMENT, INTERRUPTED BAR /-,` SEE NOTE 8. REPLACEMENT,SEE NOTE 8. ` STANDARD STANDARD REINFORCING, REINFORCING, 0B SPECIFICATION FOR CORRUGATED STEEL PIPE-ALUMINIZED TYPE 2 STEEL HANDLING AND ASSEMBLY SEE TABLE SEE TABLE SCOPE SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW THE NATIONAL CORRUGATED STEEL PIPE ASSOCIATION THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF (NCSPA) THE CORRUGATED STEEL PIPE(CSP)DETAILED IN THE PROJECT PLANS. NOTES: MATERIAL INSTALLATION 1 DESIGN IN ACCORDANCE WITH AASHTO,171h EDITION. 7.TRIM OPENING WITH DIAGONAL#4 BARS,EXTEND SHALL BE IN ACCORDANCE WITH AASHTO STANDARD BARS A MINIMUM OF 12'BEYOND OPENING,BEND THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE SPECIFICATIONS FOR HIGHWAY BRIDGES,SECTION 28, 2 DESIGN LOAD H525. BARS AS REQUIRED TO MAINTAIN BAR COVER. REQUIREMENTS OF MSHTO M274 OR ASTM A929. DIVISION 11 OR ASTM A798 AND IN CONFORMANCE WITH THE PROJECT PLANS AND SPECIFICATIONS 3.EARTH COVER=1'MAX. 8.PROTECTION SLAB AND ALL MATERIALS TO BE PIPE IF ARE ANY INCONSISTENCIES OR CONFLICTS PROVIDED AND INSTALLED BY CONTRACTOR. THETHERE CONTRACTOR SHOULD DISCUSS AND RESOLVE 4.CONCRETE STRENGTH=3,500 psi THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE WITH THE SITE ENGINEER. 9.DETAIL DESIGN BY DELTA ENGINEERING,BINGHAMTON,NY. REQUIREMENTS OF AASHTO M36 OR ASTM A760.THE PIPE SIZES,GAGES 5.REINFORCING STEEL=ASTM A615,GRADE B0. 9 AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR 4 TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 6.PROVIDE ADDITIONAL REINFORCING AROUND ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE OPENINGS EQUAL TO THE BARS INTERRUPTED, e MANHOLE CAP DETAIL 33 UNITED STATES. HALF EACH SIDE ADDITIONAL BARS TO BE IN THE SAME PLANE. SCALE:N.T.S. ..w.r'..I'.a�" ......a 5 6/21/12 PER ENGINEER'S INSTRUCTION MJB PROJECT rro: s[o.No.: CMTECN, :IA..;:M AI� uTCAV® "%uTCAIJ' 072"PERFORATED UNDERGROUND RETENTION SYSTEM 'DESIGNED: E448110 001� /112/2o12 4 1/3N12 ADD WEIR AND LADDER DETAILS DLF 448110-001 mM'.Axe AAA......,,r..comm.. ..M 3 3/30/12 PRO REVS 3-29-12 PDF 8CAD DLF ===..o.====.......,_ CONSTRUCTION PRODUCTS INC. CMP DETENTION SYSTEMS RE STORE'N STATION AML DLF 2 1/00/12 RELOCATE OUTLET STUB 8 WEIR DLF nww.eonbeh<pl.com - - CHECKED: " u��"""�',+�"`w° 806 0106*1 Way 9ult.113,Llnlhicu m,MD 21090 CON7ECH 'OWE :com�o, �� �..y 1 125�12 ADO OUTLET 9TUB,WEIR AND RISER Oy 868-740-3315 410-796-5505 868-37134511 FAX PROPOSAL CROZET,VA SHEET NO_ o':.�. :,,,.„,. MARK DATE REVISION DESCRIPTION BY SITE DESIGNATION:SWM UG POND P3 00 4 • 16' In 57� (4)1/16'FILLET WELDS TO CREST FABRICATION REBAR:NCL.TO 036'RISER FLAT BAR AND REBAR:MILL TOLERANCE ' APPLIES (4)L3x3x3/16 512'LONG .( IN I 12'7YP x %.HOLE w/Ye REINFORCING ROD RUNG CENTER TO CENTER WITH Y..FILLET WELD 16' RUNG SPACING (2)1/4'FILLET WELDS .LADDER RAILS AND . 0i.x 3'x' SEE PLAN(THIS SHEET) 1'LONG RUNGS FIAT BAR SIDE RAIL PIP LADDER RAILS AND PLAN li RUNGS RISER MADE IN 20'-0'STANDARD 2%'OS" LENGTHS CORRUGATIONS • STANDARD LADDER DETAIL ' SCALE: N.T.S. (4)X.FILLET WELDS TO ----- -- -- -� j CREST 11� __ __ I T- L 3' 'Lx2 I/8 ,�� (2)Y'FILLET WELDS Iq -- -- -- -- 5,W LONG 1'LONG F— t _I ATTACHMENT ANGLE d h MINIMUM OF 4 ANGLES PER LADDER I 1 I SECTION,6'MAX.SPACING I I VERTICALLY - -__ I �I _ 1 I -_ 9I P CMP RISER (4)X."FILLET _ _ _ -- , I WELDS TO CREST I @ I I SECTION AA BAND iI i , II _ § b III F, (6)L3'x3'x))e `h- 5Ji'LONG f1 (2 SHOWN) _ __ L—i_A III - - CUT LADDER _- - __ _= I _- _ °'7-_ AT BANDS -- _, _ Ii 1 1 '�+ 036•RISER ` d__ ____I 1 GAGE- ---_- - __ -= 1 1 `_ 6 STANDARD LADDER DETAIL ;-_�= SCALE: N.T.S. ® RISER LADDER DETAIL _ \� 2 SCALE:N.T S. ' LADDER RAILS AND 1 ELEVATION RUNGS gb 3 1 7. ek.. .,,a. ..A.a. . PORTECX OAR* . Al IP WEAR 5 621N2 PER ENGINEERS INSTRUCTION M B w��i�4 ® A��I�uTCA�J• �172"PERFORATED UNDERGROUND RETENTION SYSTEM - PROJECT" sfi°"° �a n...�. ,..,. VTCAI> 446110 I 001 1/122012 4 400/17 ADD WEIR LADDER DETAILS DLF ► a� DRAM. ==% "^�-, i��►�i�i��r! i►�:�G�:�:� 448110 001 aa.•a+ti�+Am...ORDE01 * 3 3/30/12 PRO REVS 3-29-12 PDF 8 CAD DLF c.. ... w� .. �� CONSTRUCTION PRODUCTS INC. CMP DETENTION SYSTEMS SHEET AML APPROVED RE STORE'N STATION �`y al�m� 2 1/3N12 RELOCATE OUTLET STUBB WEIR DLF www eoniwh<pl.com cN.txeo: S05 Global Way Slit.113,Llnthlcum,MD 21090 LONTECH """'^i°"i1 1 1/2&12 ADO OUTLET STUB,WEIR AND RISER DLF PROPOSAL CROZET,VA mMe�.w�.............. ey.e.i"". BS8-710.7378 4,0.79145505 Bfi&37&8571 FAx DRAWING ::.. x..m.,..... AURK DATE REVISION DESCRIPTION BY SITE DESIGNATION:SWM UG POND P4 WI 4 • IZ'A,-r;OA L. iNNE.I44o f 5P 72 „ cmp Perforated • Subcat Reach "on. Link Routing Diagram for 448110 HydroCAD 5-31-2012(Rational) Prepared by Contech Engineered Solutions LLC, Printed 6/21/2012 HydroCAD®10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC 448110 HydroCAD 5-31-2012 (R Albemarle County 2-Year Duration=14 min, Inten=3.51 in/hr Prepared by Contech Engineered Solutions LLC - . . Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC • Page:2 Summary for Pond 5P: 72" CMP Perforated Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 0.74" for 2-Year event Inflow = 4.74 cfs @ 0.23 hrs, Volume= 0.091 af Outflow = 0.28 cfs @ 0.45 hrs, Volume= 0.078 af, Atten= 94%, Lag= 13.0 min Primary = 0.28 cfs @ 0.45 hrs, Volume= 0.078 af Routing by Stor-Ind method, Time Span= 0.00-5.00 hrs, dt= 0.01 hrs Peak Elev= 671.09' @ 0.45 hrs Surf.Area= 0.087 ac Storage= 0.085 af Plug-Flow detention time= 120.2 min calculated for 0.078 af(85% of inflow) Center-of-Mass det. time= 118.7 min ( 132.5 - 13.8 ) Volume Invert Avail.Storage Storage Description #1 669.60' 0.093 af 44.00'W x 86.00'L x 6.00'H Stone 0.521 af Overall - 0.288 af Embedded = 0.233 af x 40.0% Voids #2 669.60' 0.288 af 72.0" D x 444.0'L 72" Perforated CMP system Inside#1 0.381 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 669.60' 3.0"Vert. Orifice/Grate C= 0.600 #2 Primary 674.53' 4.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.28 cfs @ 0.45 hrs HW=671.09' (Free Discharge) I1=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.62 fps) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Pond 5P: 72" CMP Perforated Hydrograph ❑Inflow J 4.74 cfs 0 Primary 5- Inflow Area=1 .490 ac I i Peak Elev=671 .09' f Storage=0.085 of u 3_ ° - 0 . LL ;:'•1 2-' 00 I I I0 1- ! ret cfs //I /f%///� �llll 1 2 3 4 5 o Time (hours) 448110 HydroCAD 5-31-2012 (R Albemarle County 2-Year Duration=14 min, Inten=3.51 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 3 Pond 5P: 72" CMP Perforated Stage-Discharge I I ' ' ' �� I ❑Primary _ ! I I ! Aar Sharp-Crested Rectangular Weir I 4--__ I H___ ___y___ I_ L-__L___-I I_ I- 674- • 673-' r r r C Q • I I I j a- 4 L 4 1 J I- L___1___-I 1- w• 672- , I I 671 I I i 670- / • I Orifice/Grate / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Discharge (cfs) Pond 5P: 72" CMP Perforated Stage-Area-Storage / : I I ' ❑Storage : I I I - r r T 7 675— I ! I / 674 , / - I // d - - -1 r r r -Ir //� -t r 7 «'. 673— I / /% o - i ,/� .� - /, I 1 _.__J___L__�___L__J-__�__�../� W 672- 1 1 1 4___I-__J- ' / �� 671 - ,..__ ___ti__-,_-_I__...-I___}___-4____r 670-' I - Stone+72"Perforated CMP system , , , , / 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage(acre-feet) 448110 HydroCAD 5-31-2012 (R Albemarle County 2-Year Duration=14 min, Inten=3.51 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 4 Hydrograph for Pond 5P: 72" CMP Perforated Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 669.60 0.00 0.10 2.09 0.009 669.80 0.06 0.20 4.19 0.033 670.26 0.17 0.30 3.35 0.066 670.80 0.25 0.40 1.26 0.083 671.06 0.27 0.50 0.00 0.084 671.07 0.27 0.60 0.00 0.082 671.04 0.27 0.70 0.00 0.080 671.00 0.27 0.80 0.00 0.077 670.97 0.26 0.90 0.00 0.075 670.94 0.26 1.00 0.00 0.073 670.91 0.26 1.10 0.00 0.071 670.87 0.25 1.20 0.00 0.069 670.84 0.25 1.30 0.00 0.067 670.81 0.25 1.40 0.00 0.065 670.78 0.24 1.50 0.00 0.063 670.75 0.24 1.60 0.00 0.061 670.72 0.24 1.70 0.00 0.059 670.68 0.23 1.80 0.00 0.057 670.65 0.23 1.90 0.00 0.055 670.62 0.22 2.00 0.00 0.053 670.60 0.22 2.10 0.00 0.052 670.57 0.22 2.20 0.00 0.050 670.54 0.21 2.30 0.00 0.048 670.51 0.21 2.40 0.00 0.046 670.48 0.21 2.50 0.00 0.045 670.45 0.20 2.60 0.00 0.043 670.43 0.20 2.70 0.00 0.041 670.40 0.19 2.80 0.00 0.040 670.37 0.19 2.90 0.00 0.038 670.35 0.19 3.00 0.00 0.037 670.32 0.18 3.10 0.00 0.035 670.29 0.18 3.20 0.00 0.034 670.27 0.17 3.30 0.00 0.032 670.24 0.17 3.40 0.00 0.031 670.22 0.17 3.50 0.00 0.030 670.20 0.16 3.60 0.00 0.028 670.17 0.16 3.70 0.00 0.027 670.15 0.15 3.80 0.00 0.026 670.13 0.15 3.90 0.00 0.025 670.11 0.15 4.00 0.00 0.023 670.08 0.14 4.10 0.00 0.022 670.06 0.14 4.20 0.00 0.021 670.04 0.13 4.30 0.00 0.020 670.02 0.13 4.40 0.00 0.019 670.00 0.12 4.50 0.00 0.018 669.98 0.12 4.60 0.00 0.017 669.96 0.12 4.70 0.00 0.016 669.95 0.11 4.80 0.00 0.015 669.93 0.11 4.90 0.00 0.014 669.91 0.10 5.00 0.00 0.013 669.90 0.10 a 448110 HydroCAD 5-31-2012 (R Albemarle County 2-Year Duration=14 min, Inten=3.51 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 5 Stage-Discharge for Pond 5P: 72" CMP Perforated Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 669.60 0.00 671.72 0.33 673.84 0.48 669.64 0.00 671.76 0.34 673.88 0.48 669.68 0.01 671.80 0.34 673.92 0.48 669.72 0.03 671.84 0.34 673.96 0.49 669.76 0.05 671.88 0.35 674.00 0.49 669.80 0.06 671.92 0.35 674.04 0.49 669.84 0.08 671.96 0.35 674.08 0.49 669.88 0.09 672.00 0.36 674.12 0.50 669.92 0.10 672.04 0.36 674.16 0.50 669.96 0.11 672.08 0.36 674.20 0.50 670.00 0.12 672.12 0.37 674.24 0.50 670.04 0.13 672.16 0.37 674.28 0.50 670.08 0.14 672.20 0.37 674.32 0.51 670.12 0.15 672.24 0.37 674.36 0.51 670.16 0.16 672.28 0.38 674.40 0.51 670.20 0.16 672.32 0.38 674.44 0.51 670.24 0.17 672.36 0.38 674.48 0.52 670.28 0.18 672.40 0.39 674.52 0.52 670.32 0.18 672.44 0.39 674.56 0.60 670.36 0.19 672.48 0.39 674.60 0.79 670.40 0.19 672.52 0.40 674.64 1.06 670.44 0.20 672.56 0.40 674.68 1.38 670.48 0.21 672.60 0.40 674.72 1.74 670.52 0.21 672.64 0.40 674.76 2.14 670.56 0.22 672.68 0.41 674.80 2.57 670.60 0.22 672.72 0.41 674.84 3.04 670.64 0.23 672.76 0.41 674.88 3.54 670.68 0.23 672.80 0.41 674.92 4.06 670.72 0.24 672.84 0.42 674.96 4.61 670.76 0.24 672.88 0.42 675.00 5.19 670.80 0.25 672.92 0.42 675.04 5.78 670.84 0.25 672.96 0.43 675.08 6.40 670.88 0.25 673.00 0.43 675.12 7.04 670.92 0.26 673.04 0.43 675.16 7.70 670.96 0.26 673.08 0.43 675.20 8.38 671.00 0.27 673.12 0.44 675.24 9.08 671.04 0.27 673.16 0.44 675.28 9.80 671.08 0.28 673.20 0.44 675.32 10.53 671.12 0.28 673.24 0.44 675.36 11.28 671.16 0.28 673.28 0.45 675.40 12.04 671.20 0.29 673.32 0.45 675.44 12.82 671.24 0.29 673.36 0.45 675.48 13.62 671.28 0.29 673.40 0.45 675.52 14.43 671.32 0.30 673.44 0.46 675.56 15.25 671.36 0.30 673.48 0.46 675.60 16.09 671.40 0.31 673.52 0.46 671.44 0.31 673.56 0.46 671.48 0.31 673.60 0.47 671.52 0.32 673.64 0.47 671.56 0.32 673.68 0.47 671.60 0.32 673.72 0.47 671.64 0.33 673.76 0.47 671.68 0.33 673.80 0.48 448110 HydroCAD 5-31-2012 (R Albemarle County 2-Year Duration=14 min, Inten=3.51 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 6 Stage-Area-Storage for Pond 5P: 72" CMP Perforated Elevation Storage Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) (feet) (acre-feet) 669.60 0.000 671.72 0.128 673.84 0.278 669.64 0.002 671.76 0.131 673.88 0.281 669.68 0.003 671.80 0.134 673.92 0.283 669.72 0.005 671.84 0.137 673.96 0.286 669.76 0.007 671.88 0.140 674.00 0.289 669.80 0.009 671.92 0.142 674.04 0.291 669.84 0.011 671.96 0.145 674.08 0.294 669.88 0.013 672.00 0.148 674.12 0.297 669.92 0.015 672.04 0.151 674.16 0.299 669.96 0.017 672.08 0.154 674.20 0.302 670.00 0.019 672.12 0.156 674.24 0.305 670.04 0.021 672.16 0.159 674.28 0.307 670.08 0.023 672.20 0.162 674.32 0.310 670.12 0.025 672.24 0.165 674.36 0.313 670.16 0.028 672.28 0.168 674.40 0.315 670.20 0.030 672.32 0.171 674.44 0.318 • 670.24 0.032 672.36 0.174 674.48 0.320 670.28 0.034 672.40 0.176 674.52 0.323 670.32 0.037 672.44 0.179 674.56 0.325 670.36 0.039 672.48 0.182 674.60 0.328 670.40 0.042 672.52 0.185 674.64 0.330 670.44 0.044 672.56 0.188 674.68 0.333 670.48 0.046 672.60 0.191 674.72 0.335 670.52 0.049 672.64 0.194 674.76 0.338 670.56 0.051 672.68 0.196 674.80 0.340 670.60 0.054 672.72 0.199 674.84 0.342 670.64 0.056 672.76 0.202 674.88 0.345 670.68 0.059 672.80 0.205 674.92 0.347 670.72 0.061 672.84 0.208 674.96 0.349 670.76 0.064 672.88 0.211 675.00 0.352 670.80 0.066 672.92 0.214 675.04 0.354 670.84 0.069 672.96 0.216 675.08 0.356 670.88 0.071 673.00 0.219 675.12 0.358 670.92 0.074 673.04 0.222 675.16 0.360 670.96 0.077 673.08 0.225 675.20 0.363 671.00 0.079 673.12 0.228 675.24 0.365 671.04 0.082 673.16 0.231 675.28 0.367 671.08 0.085 673.20 0.233 675.32 0.369 671.12 0.087 673.24 0.236 675.36 0.371 671.16 0.090 673.28 0.239 675.40 0.373 671.20 0.093 673.32 0.242 675.44 0.375 671.24 0.095 673.36 0.245 675.48 0.376 671.28 0.098 673.40 0.248 675.52 0.378 671.32 0.101 673.44 0.250 675.56 0.380 671.36 0.103 673.48 0.253 675.60 0.381 671.40 0.106 673.52 0.256 671.44 0.109 673.56 0.259 671.48 0.112 673.60 0.261 671.52 0.114 673.64 0.264 671.56 0.117 673.68 0.267 671.60 0.120 673.72 0.270 671.64 0.123 673.76 0.272 671.68 0.126 673.80 0.275 448110 HydroCAD 5-31-2012 (R Albemarle County 5-Year Duration=14 min, Inten=4.26 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 7 Summary for Pond 5P: 72" CMP Perforated Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 0.89" for 5-Year event Inflow = 5.76 cfs @ 0.23 hrs, Volume= 0.111 af Outflow = 0.30 cfs @ 0.45 hrs, Volume= 0.090 af, Atten= 95%, Lag= 13.1 min Primary = 0.30 cfs @ 0.45 hrs, Volume= 0.090 af Routing by Stor-Ind method, Time Span= 0.00-5.00 hrs, dt= 0.01 hrs Peak Elev= 671.37' © 0.45 hrs Surf.Area= 0.087 ac Storage= 0.104 af Plug-Flow detention time= 124.4 min calculated for 0.090 af(81% of inflow) Center-of-Mass det. time= 122.5 min ( 136.3 - 13.8 ) Volume Invert Avail.Storage Storage Description #1 669.60' 0.093 af 44.00'W x 86.00'L x 6.00'H Stone 0.521 af Overall - 0.288 af Embedded = 0.233 af x 40.0% Voids #2 669.60' 0.288 af 72.0" D x 444.0'L 72" Perforated CMP system Inside#1 0.381 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 669.60' 3.0" Vert. Orifice/Grate C= 0.600 #2 Primary 674.53' 4.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.30 cfs @ 0.45 hrs HW=671.37' (Free Discharge) -1=Orifice/Grate (Orifice Controls 0.30 cfs @ 6.17 fps) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Pond 5P: 72" CMP Perforated Hydrograph ❑Inflow 5.76 cfs i ❑Primary Inflow Area=1 .490 ac 5-' Peak Elev=671 .37' ,, 040Storage=0.104 of _ 040 0 LL - 0 z ,r Ir 00 1- - 0.30 cfs 0 1 2 3 4 Time (hours) 448110 HydroCAD 5-31-2012 (R Albemarle County 5-Year Duration=14 min, Inten=4.26 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 8 Pond 5P: 72" CMP Perforated Stage-Discharge :�—� ❑Primary` - r- -r ���5 675 1 ��� ./I/ Sharp-Crested Rectangular Weir I j 6743' 1 1 _ 0 i .2• 673-, i r c o - -+ ' _1 L !____4___J L___L_ 4__--4 1_ w 672—' 671 I _-----•, ------------I----I----+----I----'--------1----+----I-----------.- 670- 1 I 1/ i , i • Orifice/Grate / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Discharge (cfs) Pond 5P: 72" CMP Perforated Stage-Area-Storage i i _ i ❑Storage - r r r T 675-- _ 1 i - I 1 1 1 L J___1___J L -I 4 4___`__4_ I / 674- I 1 j' - /i I ,/ / I / 1 1 — - 1 r 1 r -1 r T ,,,/ -T T T 673-' % c �// o - I jp %/ I I w 672- // / // i/ / 671-' / 670 I 1 Stone+72"Perforated CMP system , 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage(acre-feet) _ mA U) A .4. 4 4 P 4- ? 4 A 4 CA CO Co 0.) C.) C....) 0.) GJ GJ CO N.) N.) N.) N.) N.) N N..) N.) N.) N.) O O O O O O O O O O 0 'i 41. a (p 00 O (OCJo V CACn :AWN -, oCOi)o �la) Cn � C,JN -• OCOOo VOUi � W N � OCO W V rnCn :P W N -. o (00o VOUi4 co N -. O , 3 a -t 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD C7 ill D CD O ® cr� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 --� 4 (r N.) O n b 0 Q' 0000000000000000000000000000000000000000000000inoOinoul, o 000 000000000000000000000000000000000000000000000000) V ca .40-_- * M m D CD iii ulmal o cn Co w 0000O0000000Ooo0O000O000CooCoa000C000Ooo00000OOo0OO �Do = - 00000000000000000000000000000000000000000000 .-. :-u •-t0000mill `-‹ © 5N N N.) N.) N N.) N.) 0) 0) N.) 0) 0) 0) co co . p . . p a. 01 01 n Cn 0n 0n 0) 0) O) O) O) -4 -.1 -4 -4 -4 CO CO Co CO CO CO co CO 0 0 O Co 4 -� O a) CID El N.) C O 0 � -D 1 NCA) ? O) -IODO - N .PCn .1000 - C 0) 010) 0) - 0) Cn �l (O - n --I0) C (D - 0) Cn -4 CON P0) CO - 0) C3) ODo W N -' -' 00�. CD O ( m CO N 0 N o) a) a) a) a) o) a) a) o) a) a) a) a) a) a) rn a) o) a) a) a) a) rn rn a) a) rn a) a) a) a) a) a) 0) ) 0) 0) 0') CT) 0) 0) 0) 0) CI) 0) rn a) a) rn o) rn CD a) _ 0) VVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVV .4VV () a)� < ."L7 000000000CD0CD0000000CD000CD00CD00000000 OCOCO v �. a0_ OOo - - - - - NNNNC�) 0) 0) ai .p .p4CJi0 0101 ) C) (S) V -I V ODOoCD (0 (0 (0000 - j -� NNN..) 0) C,0C0) Oo0) CD 5 C 4OODOCoCn V CON4 -ICON4VONCnco -. ? CACONCnco -. �ico -. � -104 -404 -404 -4 � 4CbN � W NCOGJo.� 7 O DO- Cr- ,.., CD m 0 1— N r 00000000000000000000000000000000CD000000000000000000-^ 3 Q- cu iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv iv 'co GJ W N ---. 0 0 u -I (!i ca4 .p. cnCnCn0) 0) V -NI -.Icoco <O (OCOoo --» -, NNNJ W Gca44CntnCna) a) OV .4 -4CO Co CO CO CO CO 0 c> 0 -4 CD Co CD.� 0O N C) a, Cn r CD o m O O v Cort O. CD II 0. -A -D 1 D T I II N N cv N • O Co N 448110 HydroCAD 5-31-2012 (R Albemarle County 5-Year Duration=14 min, Inten=4.26 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 10 Stage-Discharge for Pond 5P: 72" CMP Perforated Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 669.60 0.00 671.72 0.33 673.84 0.48 669.64 0.00 671.76 0.34 673.88 0.48 669.68 0.01 671.80 0.34 673.92 0.48 669.72 0.03 671.84 0.34 673.96 0.49 669.76 0.05 671.88 0.35 674.00 0.49 669.80 0.06 671.92 0.35 674.04 0.49 669.84 0.08 671.96 0.35 674.08 0.49 669.88 0.09 672.00 0.36 674.12 0.50 669.92 0.10 672.04 0.36 674.16 0.50 669.96 0.11 672.08 0.36 674.20 0.50 670.00 0.12 672.12 0.37 674.24 0.50 670.04 0.13 672.16 0.37 674.28 0.50 670.08 0.14 672.20 0.37 674.32 0.51 670.12 0.15 672.24 0.37 674.36 0.51 670.16 0.16 672.28 0.38 674.40 0.51 670.20 0.16 672.32 0.38 674.44 0.51 670.24 0.17 672.36 0.38 674.48 0.52 670.28 0.18 672.40 0.39 674.52 0.52 670.32 0.18 672.44 0.39 674.56 0.60 670.36 0.19 672.48 0.39 674.60 0.79 670.40 0.19 672.52 0.40 674.64 1.06 670.44 0.20 672.56 0.40 674.68 1.38 670.48 0.21 672.60 0.40 674.72 1.74 670.52 0.21 672.64 0.40 674.76 2.14 670.56 0.22 672.68 0.41 674.80 2.57 670.60 0.22 672.72 0.41 674.84 3.04 670.64 0.23 672.76 0.41 674.88 3.54 670.68 0.23 672.80 0.41 674.92 4.06 670.72 0.24 672.84 0.42 674.96 4.61 670.76 0.24 672.88 0.42 675.00 5.19 670.80 0.25 672.92 0.42 675.04 5.78 670.84 0.25 672.96 0.43 675.08 6.40 670.88 0.25 673.00 0.43 675.12 7.04 670.92 0.26 673.04 0.43 675.16 7.70 670.96 0.26 673.08 0.43 675.20 8.38 671.00 0.27 673.12 0.44 675.24 9.08 671.04 0.27 673.16 0.44 675.28 9.80 671.08 0.28 673.20 0.44 675.32 10.53 671.12 0.28 673.24 0.44 675.36 11.28 671.16 0.28 673.28 0.45 675.40 12.04 671.20 0.29 673.32 0.45 675.44 12.82 671.24 0.29 673.36 0.45 675.48 13.62 671.28 0.29 673.40 0.45 675.52 14.43 671.32 0.30 673.44 0.46 675.56 15.25 671.36 0.30 673.48 0.46 675.60 16.09 671.40 0.31 673.52 0.46 671.44 0.31 673.56 0.46 671.48 0.31 673.60 0.47 671.52 0.32 673.64 0.47 671.56 0.32 673.68 0.47 671.60 0.32 673.72 0.47 671.64 0.33 673.76 0.47 671.68 0.33 673.80 0.48 448110 HydroCAD 5-31-2012 (R Albemarle County 5-Year Duration=14 min, Inten=4.26 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 11 Stage-Area-Storage for Pond 5P: 72" CMP Perforated Elevation Storage Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) (feet) (acre-feet) 669.60 0.000 671.72 0.128 673.84 0.278 669.64 0.002 671.76 0.131 673.88 0.281 669.68 0.003 671.80 0.134 673.92 0.283 669.72 0.005 671.84 0.137 673.96 0.286 669.76 0.007 671.88 0.140 674.00 0.289 669.80 0.009 671.92 0.142 674.04 0.291 669.84 0.011 671.96 0.145 674.08 0.294 669.88 0.013 672.00 0.148 674.12 0.297 669.92 0.015 672.04 0.151 674.16 0.299 669.96 0.017 672.08 0.154 674.20 0.302 670.00 0.019 672.12 0.156 674.24 0.305 670.04 0.021 672.16 0.159 674.28 0.307 670.08 0.023 672.20 0.162 674.32 0.310 670.12 0.025 672.24 0.165 674.36 0.313 670.16 0.028 672.28 0.168 674.40 0.315 670.20 0.030 672.32 0.171 674.44 0.318 670.24 0.032 672.36 0.174 674.48 0.320 670.28 0.034 672.40 0.176 674.52 0.323 670.32 0.037 672.44 0.179 674.56 0.325 670.36 0.039 672.48 0.182 674.60 0.328 670.40 0.042 672.52 0.185 674.64 0.330 670.44 0.044 672.56 0.188 674.68 0.333 670.48 0.046 672.60 0.191 674.72 0.335 670.52 0.049 672.64 0.194 674.76 0.338 670.56 0.051 672.68 0.196 674.80 0.340 670.60 0.054 672.72 0.199 674.84 0.342 670.64 0.056 672.76 0.202 674.88 0.345 670.68 0.059 672.80 0.205 674.92 0.347 670.72 0.061 672.84 0.208 674.96 0.349 670.76 0.064 672.88 0.211 675.00 0.352 670.80 0.066 672.92 0.214 675.04 0.354 670.84 0.069 672.96 0.216 675.08 0.356 670.88 0.071 673.00 0.219 675.12 0.358 670.92 0.074 673.04 0.222 675.16 0.360 670.96 0.077 673.08 0.225 675.20 0.363 671.00 0.079 673.12 0.228 675.24 0.365 671.04 0.082 673.16 0.231 675.28 0.367 671.08 0.085 673.20 0.233 675.32 0.369 671.12 0.087 673.24 0.236 675.36 0.371 671.16 0.090 673.28 0.239 675.40 0.373 671.20 0.093 673.32 0.242 675.44 0.375 671.24 0.095 673.36 0.245 675.48 0.376 671.28 0.098 673.40 0.248 675.52 0.378 671.32 0.101 673.44 0.250 675.56 0.380 671.36 0.103 673.48 0.253 675.60 0.381 671.40 0.106 673.52 0.256 671.44 0.109 673.56 0.259 671.48 0.112 673.60 0.261 671.52 0.114 673.64 0.264 671.56 0.117 673.68 0.267 671.60 0.120 673.72 0.270 671.64 0.123 673.76 0.272 671.68 0.126 673.80 0.275 448110 HydroCAD 5-31-2012 ( Albemarle County 10-Year Duration=14 min, Inten=4.76 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 12 Summary for Pond 5P: 72" CMP Perforated Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 1.00" for 10-Year event Inflow = 6.43 cfs @ 0.23 hrs, Volume= 0.124 af Outflow = 0.32 cfs @ 0.45 hrs, Volume= 0.097 af, Atten= 95%, Lag= 13.1 min Primary = 0.32 cfs @ 0.45 hrs, Volume= 0.097 af Routing by Stor-Ind method, Time Span= 0.00-5.00 hrs, dt= 0.01 hrs Peak Elev= 671.55' @ 0.45 hrs Surf.Area= 0.087 ac Storage= 0.117 af Plug-Flow detention time= 126.4 min calculated for 0.097 af(79% of inflow) Center-of-Mass det. time= 124.3 min ( 138.1 - 13.8 ) Volume Invert Avail.Storage Storage Description #1 669.60' 0.093 af 44.00'W x 86.00'L x 6.00'H Stone 0.521 af Overall - 0.288 af Embedded = 0.233 af x 40.0% Voids #2 669.60' 0.288 af 72.0" D x 444.0'L 72" Perforated CMP system Inside #1 0.381 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 669.60' 3.0" Vert. Orifice/Grate C= 0.600 #2 Primary 674.53' 4.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.32 cfs @ 0.45 hrs HW=671.55' (Free Discharge) ' 1=Orifice/Grate (Orifice Controls 0.32 cfs @ 6.51 fps) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Pond 5P: 72" CMP Perforated Hydrograph p Inflow 7 6.43 cfs ❑Primary Inflow Area=1:490 ac f_ _ __ ___ _...Peak...E1ev;.__671 .55'__ Storage=0.117 of u 4_' AI JP V LL 3-' 2- 4 0 0 0.32 cfs . 1 2 3 4 5 Time (hours) 448110 HydroCAD 5-31-2012 ( Albemarle County 10-Year Duration=14 min, Inten=4.76 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 13 Pond 5P: 72" CMP Perforated Stage-Discharge ������ 0 Primary` 675-' f �� : I /� Sharp-Crested Rectangular Weir I I - I I I 1 - f` I I I I 674--' 1 1 42 673-' r 7 c j I I I I I > - - I_ I- - _I L___L___- -I I- Lu 672_ r _ 671-' 670-0 : - Orifice/Grate / 0 1 2 3 4 51 6 7 8 9 10 11 12 1'3 14 15 16 Discharge (cfs) Pond 5P: 72" CMP Perforated Stage-Area-Storage . _ ❑Storage I i I 1 I - - r r r T r • 675— _- I 1 1 I I I 674- 1 �� /� I , I� I 5 - , - i r r -1 r T -T -f 7 w 673- I / I 1 i t o - r .� - I I uw 672- / ' • • .i 671 I 670 I Stone+72"Perforated CMP system 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage(acre-feet) 448110 HydroCAD 5-31-2012 ( Albemarle County 10-Year Duration=14 min, Inten=4.76 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 14 Hydrograph for Pond 5P: 72" CMP Perforated Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 669.60 0.00 0.10 2.84 0.012 669.86 0.09 0.20 5.67 0.045 670.47 0.20 0.30 4.54 0.090 671.17 0.28 0.40 1.70 0.114 671.51 0.32 0.50 0.00 0.115 671.53 0.32 0.60 0.00 0.113 671.50 0.31 0.70 0.00 0.110 671.46 0.31 0.80 0.00 0.108 671.42 0.31 0.90 0.00 0.105 671.38 0.30 1.00 0.00 0.103 671.35 0.30 1.10 0.00 0.100 671.31 0.30 1.20 0.00 0.098 671.27 0.29 1.30 0.00 0.095 671.24 0.29 1.40 0.00 0.093 671.20 0.29 1.50 0.00 0.090 671.17 0.28 1.60 0.00 0.088 671.13 0.28 1.70 0.00 0.086 671.10 0.28 1.80 0.00 0.084 671.06 0.27 1.90 0.00 0.081 671.03 0.27 2.00 0.00 0.079 671.00 0.27 2.10 0.00 0.077 670.96 0.26 2.20 0.00 0.075 670.93 0.26 2.30 0.00 0.073 670.90 0.26 2.40 0.00 0.071 670.87 0.25 2.50 0.00 0.068 670.83 0.25 2.60 0.00 0.066 670.80 0.25 2.70 0.00 0.064 670.77 0.24 2.80 0.00 0.062 670.74 0.24 2.90 0.00 0.060 670.71 0.23 3.00 0.00 0.059 670.68 0.23 3.10 0.00 0.057 670.65 0.23 3.20 0.00 0.055 670.62 0.22 3.30 0.00 0.053 670.59 0.22 3.40 0.00 0.051 670.56 0.22 3.50 0.00 0.049 670.53 0.21 3.60 0.00 0.048 670.50 0.21 3.70 0.00 0.046 670.47 0.20 3.80 0.00 0.044 670.45 0.20 3.90 0.00 0.043 670.42 0.20 4.00 0.00 0.041 670.39 0.19 4.10 0.00 0.039 670.37 0.19 4.20 0.00 0.038 670.34 0.19 4.30 0.00 0.036 670.31 0.18 4.40 0.00 0.035 670.29 0.18 4.50 0.00 0.033 670.26 0.17 4.60 0.00 0.032 670.24 0.17 4.70 0.00 0.031 670.21 0.17 4.80 0.00 0.029 670.19 0.16 4.90 0.00 0.028 670.17 0.16 5.00 0.00 0.027 670.14 0.15 448110 HydroCAD 5-31-2012 ( Albemarle County 10-Year Duration=14 min, Inten=4.76 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 15 Stage-Discharge for Pond 5P: 72" CMP Perforated Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 669.60 0.00 671.72 0.33 673.84 0.48 669.64 0.00 671.76 0.34 673.88 0.48 669.68 0.01 671.80 0.34 673.92 0.48 669.72 0.03 671.84 0.34 673.96 0.49 669.76 0.05 671.88 0.35 674.00 0.49 669.80 0.06 671.92 0.35 674.04 0.49 669.84 0.08 671.96 0.35 674.08 0.49 669.88 0.09 672.00 0.36 674.12 0.50 669.92 0.10 672.04 0.36 674.16 0.50 669.96 0.11 672.08 0.36 674.20 0.50 670.00 0.12 672.12 0.37 674.24 0.50 670.04 0.13 672.16 0.37 674.28 0.50 670.08 0.14 672.20 0.37 674.32 0.51 670.12 0.15 672.24 0.37 674.36 0.51 670.16 0.16 672.28 0.38 674.40 0.51 670.20 0.16 672.32 0.38 674.44 0.51 670.24 0.17 672.36 0.38 674.48 0.52 670.28 0.18 672.40 0.39 674.52 0.52 670.32 0.18 672.44 0.39 674.56 0.60 670.36 0.19 672.48 0.39 674.60 0.79 670.40 0.19 672.52 0.40 674.64 1.06 670.44 0.20 672.56 0.40 674.68 1.38 670.48 0.21 672.60 0.40 674.72 1.74 670.52 0.21 672.64 0.40 674.76 2.14 670.56 0.22 672.68 0.41 674.80 2.57 670.60 0.22 672.72 0.41 674.84 3.04 670.64 0.23 672.76 0.41 674.88 3.54 670.68 0.23 672.80 0.41 674.92 4.06 670.72 0.24 672.84 0.42 674.96 4.61 670.76 0.24 672.88 0.42 675.00 5.19 670.80 0.25 672.92 0.42 675.04 5.78 670.84 0.25 672.96 0.43 675.08 6.40 670.88 0.25 673.00 0.43 675.12 7.04 670.92 0.26 673.04 0.43 675.16 7.70 670.96 0.26 673.08 0.43 675.20 8.38 671.00 0.27 673.12 0.44 675.24 9.08 671.04 0.27 673.16 0.44 675.28 9.80 671.08 0.28 673.20 0.44 675.32 10.53 671.12 0.28 673.24 0.44 675.36 11.28 671.16 0.28 673.28 0.45 675.40 12.04 671.20 0.29 673.32 0.45 675.44 12.82 671.24 0.29 673.36 0.45 675.48 13.62 671.28 0.29 673.40 0.45 675.52 14.43 671.32 0.30 673.44 0.46 675.56 15.25 671.36 0.30 673.48 0.46 675.60 16.09 671.40 0.31 673.52 0.46 671.44 0.31 673.56 0.46 671.48 0.31 673.60 0.47 671.52 0.32 673.64 0.47 671.56 0.32 673.68 0.47 671.60 0.32 673.72 0.47 671.64 0.33 673.76 0.47 671.68 0.33 673.80 0.48 448110 HydroCAD 5-31-2012 ( Albemarle County 10-Year Duration=14 min, Inten=4.76 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 16 Stage-Area-Storage for Pond 5P: 72" CMP Perforated Elevation Storage Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) (feet) (acre-feet) 669.60 0.000 671.72 0.128 673.84 0.278 669.64 0.002 671.76 0.131 673.88 0.281 669.68 0.003 671.80 0.134 673.92 0.283 669.72 0.005 671.84 0.137 673.96 0.286 669.76 0.007 671.88 0.140 674.00 0.289 669.80 0.009 671.92 0.142 674.04 0.291 669.84 0.011 671.96 0.145 674.08 0.294 669.88 0.013 672.00 0.148 674.12 0.297 669.92 0.015 672.04 0.151 674.16 0.299 669.96 0.017 672.08 0.154 674.20 0.302 670.00 0.019 672.12 0.156 674.24 0.305 670.04 0.021 672.16 0.159 674.28 0.307 670.08 0.023 672.20 0.162 674.32 0.310 670.12 0.025 672.24 0.165 674.36 0.313 670.16 0.028 672.28 0.168 674.40 0.315 670.20 0.030 672.32 0.171 674.44 0.318 670.24 0.032 672.36 0.174 674.48 0.320 670.28 0.034 672.40 0.176 674.52 0.323 670.32 0.037 672.44 0.179 674.56 0.325 670.36 0.039 672.48 0.182 674.60 0.328 670.40 0.042 672.52 0.185 674.64 0.330 670.44 0.044 672.56 0.188 674.68 0.333 670.48 0.046 672.60 0.191 674.72 0.335 670.52 0.049 672.64 0.194 674.76 0.338 670.56 0.051 672.68 0.196 674.80 0.340 670.60 0.054 672.72 0.199 674.84 0.342 670.64 0.056 672.76 0.202 674.88 0.345 670.68 0.059 672.80 0.205 674.92 0.347 670.72 0.061 672.84 0.208 674.96 0.349 670.76 0.064 672.88 0.211 675.00 0.352 670.80 0.066 672.92 0.214 675.04 0.354 670.84 0.069 672.96 0.216 675.08 0.356 670.88 0.071 673.00 0.219 675.12 0.358 670.92 0.074 673.04 0.222 675.16 0.360 670.96 0.077 673.08 0.225 675.20 0.363 671.00 0.079 673.12 0.228 675.24 0.365 671.04 0.082 673.16 0.231 675.28 0.367 671.08 0.085 673.20 0.233 675.32 0.369 671.12 0.087 673.24 0.236 675.36 0.371 671.16 0.090 673.28 0.239 675.40 0.373 671.20 0.093 673.32 0.242 675.44 0.375 671.24 0.095 673.36 0.245 675.48 0.376 671.28 0.098 673.40 0.248 675.52 0.378 671.32 0.101 673.44 0.250 675.56 0.380 671.36 0.103 673.48 0.253 675.60 0.381 671.40 0.106 673.52 0.256 671.44 0.109 673.56 0.259 671.48 0.112 673.60 0.261 671.52 0.114 673.64 0.264 671.56 0.117 673.68 0.267 671.60 0.120 673.72 0.270 671.64 0.123 673.76 0.272 671.68 0.126 673.80 0.275 448110 HydroCAD 5-31-2012 ( Albemarle County 25-Year Duration=14 min, Inten=5.61 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 17 Summary for Pond 5P: 72" CMP Perforated Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 1.18" for 25-Year event Inflow = 7.59 cfs @ 0.23 hrs, Volume= 0.146 af Outflow = 0.35 cfs @ 0.45 hrs, Volume= 0.109 af, Atten= 95%, Lag= 13.2 min Primary = 0.35 cfs @ 0.45 hrs, Volume= 0.109 af Routing by Stor-Ind method, Time Span= 0.00-5.00 hrs, dt= 0.01 hrs Peak Elev= 671.86' @ 0.45 hrs Surf.Area= 0.087 ac Storage= 0.138 af Plug-Flow detention time= 128.7 min calculated for 0.108 af(74% of inflow) Center-of-Mass det. time= 126.5 min ( 140.3 - 13.8 ) Volume Invert Avail.Storage Storage Description #1 669.60' 0.093 af 44.00'W x 86.00'L x 6.00'H Stone 0.521 af Overall - 0.288 af Embedded = 0.233 af x 40.0% Voids #2 669.60' 0.288 af 72.0" D x 444.0'L 72" Perforated CMP systeminside #1 0.381 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 669.60' 3.0" Vert. Orifice/Grate C= 0.600 #2 Primary 674.53' 4.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.35 cfs @ 0.45 hrs HW=671.86' (Free Discharge) 4L1=Orifice/Grate (Orifice Controls 0.35 cfs @ 7.04 fps) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Pond 5P: 72" CMP Perforated Hydrograph 7.59 cfs ❑Inflow ❑Primary 8 Inflow Area=1.490-ac-- 0 Peak_Elev 671 .86'_ ® Storage=0.138 of 040 ® _... ..._.. 3 4 ' frif 0 2- of 0 0.35 cfs o 0 1 2 3 4 Time (hours) 448110 HydroCAD 5-31-2012 ( Albemarle County 25-Year Duration=14 min, Inten=5.61 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 18 Pond 5P: 72" CMP Perforated Stage-Discharge • �d II��d �� ❑Primary` 411, 675-' T T ,� _ I I 1 1 Aar Sharp-Crested Rectangular Weir: 1 -I L 4- 1 -.I 1- - L __1 I- L. 674-- c I i6I I > 0-- • 672 L___1___-1 4- 4 W 1 , 0 671^ I I / 1 1 670-f I Orifice/Grate / 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Discharge (cfs) Pond 5P: 72" CMP Perforated Stage-Area-Storage • 1 1 I I 1 1 ❑Storage 675- 1 1 " I 1 -I I- -I I. 674 • - I % �, n r r r T -/ T r i 673- C // I I c - 10 w 672• • // • _ r ' 671-, • 670 I ' Stone+72"Perforated CMP system , ,, 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage(acre-feet) 448110 HydroCAD 5-31-2012 ( Albemarle County 25-Year Duration=14 min, Inten=5.61 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 19 Hydrograph for Pond 5P: 72" CMP Perforated Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 669.60 0.00 0.10 3.35 0.014 669.90 0.10 0.20 6.69 0.054 670.60 0.22 0.30 5.36 0.107 671.41 0.31 0.40 2.01 0.135 671.81 0.34 0.50 0.00 0.137 671.84 0.34 0.60 0.00 0.134 671.80 0.34 0.70 0.00 0.131 671.76 0.34 0.80 0.00 0.128 671.72 0.33 0.90 0.00 0.126 671.68 0.33 1.00 0.00 0.123 671.64 0.33 1.10 0.00 0.120 671.61 0.32 1.20 0.00 0.118 671.57 0.32 1.30 0.00 0.115 671.53 0.32 1.40 0.00 0.112 671.49 0.31 1.50 0.00 0.110 671.45 0.31 1.60 0.00 0.107 671.42 0.31 1.70 0.00 0.105 671.38 0.30 1.80 0.00 0.102 671.34 0.30 1.90 0.00 0.100 671.31 0.30 2.00 0.00 0.097 671.27 0.29 2.10 0.00 0.095 671.23 0.29 2.20 0.00 0.093 671.20 0.29 2.30 0.00 0.090 671.16 0.28 2.40 0.00 0.088 671.13 0.28 2.50 0.00 0.086 671.09 0.28 2.60 0.00 0.083 671.06 0.27 2.70 0.00 0.081 671.03 0.27 2.80 0.00 0.079 670.99 0.27 2.90 0.00 0.077 670.96 0.26 3.00 0.00 0.074 670.93 0.26 3.10 0.00 0.072 670.89 0.26 3.20 0.00 0.070 670.86 0.25 3.30 0.00 0.068 670.83 0.25 3.40 0.00 0.066 670.80 0.24 3.50 0.00 0.064 670.77 0.24 3.60 0.00 0.062 670.73 0.24 3.70 0.00 0.060 670.70 0.23 3.80 0.00 0.058 670.67 0.23 3.90 0.00 0.056 670.64 0.23 4.00 0.00 0.055 670.61 0.22 4.10 0.00 0.053 670.58 0.22 4.20 0.00 0.051 670.56 0.22 4.30 0.00 0.049 670.53 0.21 4.40 0.00 0.047 670.50 0.21 4.50 0.00 0.046 670.47 0.20 4.60 0.00 0.044 670.44 0.20 4.70 0.00 0.042 670.42 0.20 4.80 0.00 0.041 670.39 0.19 4.90 0.00 0.039 670.36 0.19 5.00 0.00 0.038 670.34 0.18 448110 HydroCAD 5-31-2012 ( Albemarle County 25-Year Duration=14 min, Inten=5.61 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 20 Stage-Discharge for Pond 5P: 72" CMP Perforated Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 669.60 0.00 671.72 0.33 673.84 0.48 669.64 0.00 671.76 0.34 673.88 0.48 669.68 0.01 671.80 0.34 673.92 0.48 669.72 0.03 671.84 0.34 673.96 0.49 669.76 0.05 671.88 0.35 674.00 0.49 669.80 0.06 671.92 0.35 674.04 0.49 669.84 0.08 671.96 0.35 674.08 0.49 669.88 0.09 672.00 0.36 674.12 0.50 669.92 0.10 672.04 0.36 674.16 0.50 669.96 0.11 672.08 0.36 674.20 0.50 670.00 0.12 672.12 0.37 674.24 0.50 670.04 0.13 672.16 0.37 674.28 0.50 670.08 0.14 672.20 0.37 674.32 0.51 670.12 0.15 672.24 0.37 674.36 0.51 670.16 0.16 672.28 0.38 674.40 0.51 670.20 0.16 672.32 0.38 674.44 0.51 670.24 0.17 672.36 0.38 674.48 0.52 670.28 0.18 672.40 0.39 674.52 0.52 670.32 0.18 672.44 0.39 674.56 0.60 670.36 0.19 672.48 0.39 674.60 0.79 670.40 0.19 672.52 0.40 674.64 1.06 670.44 , 0.20 672.56 0.40 674.68 1.38 670.48 0.21 672.60 0.40 674.72 1.74 670.52 0.21 672.64 0.40 674.76 2.14 670.56 0.22 672.68 0.41 674.80 2.57 670.60 0.22 672.72 0.41 674.84 3.04 670.64 0.23 672.76 0.41 674.88 3.54 670.68 0.23 672.80 0.41 674.92 4.06 670.72 0.24 672.84 0.42 674.96 4.61 670.76 0.24 672.88 0.42 675.00 5.19 670.80 0.25 672.92 0.42 675.04 5.78 670.84 0.25 672.96 0.43 675.08 6.40 670.88 0.25 673.00 0.43 675.12 7.04 670.92 0.26 673.04 0.43 675.16 7.70 670.96 0.26 673.08 0.43 675.20 8.38 671.00 0.27 673.12 0.44 675.24 9.08 671.04 0.27 673.16 0.44 675.28 9.80 671.08 0.28 673.20 0.44 675.32 10.53 671.12 0.28 673.24 0.44 675.36 11.28 671.16 0.28 673.28 0.45 675.40 12.04 671.20 0.29 673.32 0.45 675.44 12.82 671.24 0.29 673.36 0.45 675.48 13.62 671.28 0.29 673.40 0.45 675.52 14.43 671.32 0.30 673.44 0.46 675.56 15.25 671.36 0.30 673.48 0.46 675.60 16.09 671.40 0.31 673.52 0.46 671.44 0.31 673.56 0.46 671.48 0.31 673.60 0.47 671.52 0.32 673.64 0.47 671.56 0.32 673.68 0.47 671.60 0.32 673.72 0.47 671.64 0.33 673.76 0.47 671.68 0.33 673.80 0.48 448110 HydroCAD 5-31-2012 ( Albemarle County 25-Year Duration=14 min, Inten=5.61 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC • Page 21 Stage-Area-Storage for Pond 5P: 72" CMP Perforated Elevation Storage Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) (feet) (acre-feet) 669.60 0.000 671.72 0.128 673.84 0.278 669.64 0.002 671.76 0.131 673.88 0.281 669.68 0.003 671.80 0.134 673.92 0.283 669.72 0.005 671.84 0.137 673.96 0.286 669.76 0.007 671.88 0.140 674.00 0.289 669.80 0.009 671.92 0.142 674.04 0.291 669.84 0.011 671.96 0.145 674.08 0.294 669.88 0.013 672.00 0.148 674.12 0.297 669.92 0.015 672.04 0.151 674.16 0.299 669.96 0.017 672.08 0.154 674.20 0.302 670.00 0.019 672.12 0.156 674.24 0.305 670.04 0.021 672.16 0.159 674.28 0.307 670.08 0.023 672.20 0.162 674.32 0.310 670.12 0.025 672.24 0.165 674.36 0.313 670.16 0.028 672.28 0.168 674.40 0.315 670.20 0.030 672.32 0.171 674.44 0.318 670.24 0.032 672.36 0.174 674.48 0.320 670.28 0.034 672.40 0.176 674.52 0.323 670.32 0.037 672.44 0.179 674.56 0.325 670.36 0.039 672.48 0.182 674.60 0.328 670.40 0.042 672.52 0.185 674.64 0.330 670.44 0.044 672.56 0.188 674.68 0.333 670.48 0.046 672.60 0.191 674.72 0.335 670.52 0.049 672.64 0.194 674.76 0.338 670.56 0.051 672.68 0.196 674.80 0.340 670.60 0.054 672.72 0.199 674.84 0.342 670.64 0.056 672.76 0.202 674.88 0.345 670.68 0.059 672.80 0.205 674.92 0.347 670.72 0.061 672.84 0.208 674.96 0.349 670.76 0.064 672.88 0.211 675.00 0.352 670.80 0.066 672.92 0.214 675.04 0.354 670.84 0.069 672.96 0.216 675.08 0.356 670.88 0.071 673.00 0.219 675.12 0.358 670.92 0.074 673.04 0.222 675.16 0.360 670.96 0.077 673.08 0.225 675.20 0.363 671.00 0.079 673.12 0.228 675.24 0.365 671.04 0.082 673.16 0.231 675.28 0.367 671.08 0.085 673.20 0.233 675.32 0.369 671.12 0.087 673.24 0.236 675.36 0.371 671.16 0.090 673.28 0.239 675.40 0.373 671.20 0.093 673.32 0.242 675.44 0.375 671.24 0.095 673.36 0.245 675.48 0.376 671.28 0.098 673.40 0.248 675.52 0.378 671.32 0.101 673.44 0.250 675.56 0.380 671.36 0.103 673.48 0.253 675.60 0.381 671.40 0.106 673.52 0.256 671.44 0.109 673.56 0.259 671.48 0.112 673.60 0.261 671.52 0.114 673.64 0.264 671.56 0.117 673.68 0.267 671.60 0.120 673.72 0.270 671.64 0.123 673.76 0.272 671.68 0.126 673.80 0.275 448110 HydroCAD 5-31-2012 ( Albemarle County 50-Year Duration=14 min, Inten=6.21 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 22 Summary for Pond 5P: 72" CMP Perforated Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 1.30" for 50-Year event Inflow = 8.39 cfs @ 0.23 hrs, Volume= 0.162 af Outflow = 0.36 cfs @ 0.45 hrs, Volume= 0.116 af, Atten= 96%, Lag= 13.2 min Primary = 0.36 cfs @ 0.45 hrs, Volume= 0.116 af Routing by Stor-Ind method, Time Span= 0.00-5.00 hrs, dt= 0.01 hrs Peak Elev= 672.07' @ 0.45 hrs Surf.Area= 0.087 ac Storage= 0.153 af Plug-Flow detention time= 130.1 min calculated for 0.116 af(71% of inflow) Center-of-Mass det. time= 127.7 min ( 141.5 - 13.8 ) Volume Invert Avail.Storage Storage Description #1 669.60' 0.093 af 44.00'W x 86.00'L x 6.00'H Stone 0.521 af Overall - 0.288 af Embedded = 0.233 af x 40.0% Voids #2 669.60' 0.288 af 72.0" D x 444.0'L 72" Perforated CMP system Inside #1 0.381 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 669.60' 3.0" Vert. Orifice/Grate C= 0.600 #2 Primary 674.53' 4.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.36 cfs @ 0.45 hrs HW=672.07' (Free Discharge) j1=Orifice/Grate (Orifice Controls 0.36 cfs @ 7.38 fps) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Pond 5P: 72" CMP Perforated Hydrograph ❑Inflow I 8.39 cfs } ❑Primary 9_ 8J � Inflow Area=1:490 ac Peak-Elev 672:071-- : ' 40 , S#o-rage=0:1-53-af 5-' I , a 41- � ®0 , g� : J 0.36 cfs 7 , / 1/ G '�/�`�� ��/�� 0 1 2 3 4 5 Time (hours) 448110 HydroCAD 5-31-2012 ( Albemarle County 50-Year Duration=14 min, Inten=6.21 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 23 Pond 5P: 72" CMP Perforated Stage-Discharge �— ! ❑Primary _�� --_� 675-, /� Sharp-Crested Rectangular Weir. • __I L___1 1 L___1 ..! 674-" 0 ! 673= R - I I t W 672— j ! 671 r 670--f • Orifice/Grate • 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Discharge (cfs) Pond 5P: 72" CMP Perforated Stage-Area-Storage 1 i I 1 I - ❑Storage I I i 675— 1 I 1 I i I I I i I I I 1 I 674- i /, //I - -a r r r ///Z -r r n e. 673- _ o �� 0 N - Iu 672- 671-' / / - I 670--' I t Stone+72"Perforated CMP system , 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage(acre-feet) 448110 HydroCAD 5-31-2012 ( Albemarle County 50-Year Duration=14 min, Inten=6.21 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 24 Hydrograph for Pond 5P: 72" CMP Perforated Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 669.60 0.00 0.10 3.70 0.015 669.93 0.11 0.20 7.40 0.059 670.69 0.23 0.30 5.92 0.119 671.58 0.32 0.40 2.22 0.149 672.02 0.36 0.50 0.00 0.152 672.05 0.36 0.60 0.00 0.149 672.01 0.36 0.70 0.00 0.146 671.97 0.35 0.80 0.00 0.143 671.93 0.35 0.90 0.00 0.140 671.89 0.35 1.00 0.00 0.137 671.85 0.34 1.10 0.00 0.134 671.81 0.34 1.20 0.00 0.132 671.77 0.34 1.30 0.00 0.129 671.73 0.33 1.40 0.00 0.126 671.69 0.33 1.50 0.00 0.123 671.65 0.33 1.60 0.00 0.121 671.61 0.32 1.70 0.00 0.118 671.57 0.32 1.80 0.00 0.115 671.53 0.32 1.90 0.00 0.113 671.50 0.31 2.00 0.00 0.110 671.46 0.31 2.10 0.00 0.108 671.42 0.31 2.20 0.00 0.105 671.38 0.30 2.30 0.00 0.103 671.35 0.30 2.40 0.00 0.100 671.31 0.30 2.50 0.00 0.098 671.28 0.29 2.60 0.00 0.095 671.24 0.29 2.70 0.00 0.093 671.20 0.29 2.80 0.00 0.091 671.17 0.28 2.90 0.00 0.088 671.13 0.28 3.00 0.00 0.086 671.10 0.28 3.10 0.00 0.084 671.07 0.27 3.20 0.00 0.081 671.03 0.27 3.30 0.00 0.079 671.00 0.27 3.40 0.00 0.077 670.96 0.26 3.50 0.00 0.075 670.93 0.26 3.60 0.00 0.073 670.90 0.26 3.70 0.00 0.071 670.87 0.25 3.80 0.00 0.068 670.83 0.25 3.90 0.00 0.066 670.80 0.25 4.00 0.00 0.064 670.77 0.24 4.10 0.00 0.062 670.74 0.24 4.20 0.00 0.061 670.71 0.23 4.30 0.00 0.059 670.68 0.23 4.40 0.00 0.057 670.65 0.23 4.50 0.00 0.055 670.62 0.22 4.60 0.00 0.053 670.59 0.22 4.70 0.00 0.051 670.56 0.22 4.80 0.00 0.049 670.53 0.21 4.90 0.00 0.048 670.50 0.21 5.00 0.00 0.046 670.47 0.20 448110 HydroCAD 5-31-2012 ( Albemarle County 50-Year Duration=14 min, Inten=6.21 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 25 Stage-Discharge for Pond 5P: 72" CMP Perforated Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 669.60 0.00 671.72 0.33 673.84 0.48 669.64 0.00 671.76 0.34 673.88 0.48 669.68 0.01 671.80 0.34 673.92 0.48 669.72 0.03 671.84 0.34 673.96 0.49 669.76 0.05 671.88 0.35 674.00 0.49 669.80 0.06 671.92 0.35 674.04 0.49 669.84 0.08 671.96 0.35 674.08 0.49 669.88 0.09 672.00 0.36 674.12 0.50 669.92 0.10 672.04 0.36 674.16 0.50 669.96 0.11 672.08 0.36 674.20 0.50 670.00 0.12 672.12 0.37 674.24 0.50 670.04 0.13 672.16 0.37 674.28 0.50 670.08 0.14 672.20 0.37 674.32 0.51 670.12 0.15 672.24 0.37 674.36 0.51 670.16 0.16 672.28 0.38 674.40 0.51 670.20 0.16 672.32 0.38 674.44 0.51 670.24 0.17 672.36 0.38 674.48 0.52 670.28 0.18 672.40 0.39 674.52 0.52 670.32 0.18 672.44 0.39 674.56 0.60 670.36 0.19 672.48 0.39 674.60 0.79 670.40 0.19 672.52 0.40 674.64 1.06 670.44 0.20 672.56 0.40 674.68 1.38 670.48 0.21 672.60 0.40 674.72 1.74 670.52 0.21 672.64 0.40 674.76 2.14 670.56 0.22 672.68 0.41 674.80 2.57 670.60 0.22 672.72 0.41 674.84 3.04 670.64 0.23 672.76 0.41 674.88 3.54 670.68 0.23 672.80 0.41 674.92 4.06 670.72 0.24 672.84 0.42 674.96 4.61 670.76 0.24 672.88 0.42 675.00 5.19 670.80 0.25 672.92 0.42 675.04 5.78 670.84 0.25 672.96 0.43 675.08 6.40 670.88 0.25 673.00 0.43 675.12 7.04 670.92 0.26 673.04 0.43 675.16 7.70 670.96 0.26 673.08 0.43 675.20 8.38 671.00 0.27 673.12 0.44 675.24 9.08 671.04 0.27 673.16 0.44 675.28 9.80 671.08 0.28 673.20 0.44 675.32 10.53 671.12 0.28 673.24 0.44 675.36 11.28 671.16 0.28 673.28 0.45 675.40 12.04 671.20 0.29 673.32 0.45 675.44 12.82 671.24 0.29 673.36 0.45 675.48 13.62 671.28 0.29 673.40 0.45 675.52 14.43 671.32 0.30 673.44 0.46 675.56 15.25 671.36 0.30 673.48 0.46 675.60 16.09 671.40 0.31 673.52 0.46 671.44 0.31 673.56 0.46 671.48 0.31 673.60 0.47 671.52 0.32 673.64 0.47 671.56 0.32 673.68 0.47 671.60 0.32 673.72 0.47 671.64 0.33 673.76 0.47 671.68 0.33 673.80 0.48 448110 HydroCAD 5-31-2012 ( Albemarle County 50-Year Duration=14 min, Inten=6.21 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 26 Stage-Area-Storage for Pond 5P: 72" CMP Perforated Elevation Storage Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) (feet) (acre-feet) 669.60 0.000 671.72 0.128 673.84 0.278 669.64 0.002 671.76 0.131 673.88 0.281 669.68 0.003 671.80 0.134 673.92 0.283 669.72 0.005 671.84 0.137 673.96 0.286 669.76 0.007 671.88 0.140 674.00 0.289 669.80 0.009 671.92 0.142 674.04 0.291 669.84 0.011 671.96 0.145 674.08 0.294 669.88 0.013 672.00 0.148 674.12 0.297 669.92 0.015 672.04 0.151 674.16 0.299 669.96 0.017 672.08 0.154 674.20 0.302 670.00 0.019 672.12 0.156 674.24 0.305 670.04 0.021 672.16 0.159 674.28 0.307 670.08 0.023 672.20 0.162 674.32 0.310 670.12 0.025 672.24 0.165 674.36 0.313 670.16 0.028 672.28 0.168 674.40 0.315 670.20 0.030 672.32 0.171 674.44 0.318 670.24 0.032 672.36 0.174 674.48 0.320 670.28 0.034 672.40 0.176 674.52 0.323 670.32 0.037 672.44 0.179 674.56 0.325 670.36 0.039 672.48 0.182 674.60 0.328 670.40 0.042 672.52 0.185 674.64 0.330 670.44 0.044 672.56 0.188 674.68 0.333 670.48 0.046 672.60 0.191 674.72 0.335 670.52 0.049 672.64 0.194 674.76 0.338 670.56 0.051 672.68 0.196 674.80 0.340 670.60 0.054 672.72 0.199 674.84 0.342 670.64 0.056 672.76 0.202 674.88 0.345 670.68 0.059 672.80 0.205 674.92 0.347 670.72 0.061 672.84 0.208 674.96 0.349 670.76 0.064 672.88 0.211 675.00 0.352 670.80 0.066 672.92 0.214 675.04 0.354 670.84 0.069 672.96 0.216 675.08 0.356 670.88 0.071 673.00 0.219 675.12 0.358 670.92 0.074 673.04 0.222 675.16 0.360 670.96 0.077 673.08 0.225 675.20 0.363 671.00 0.079 673.12 0.228 675.24 0.365 671.04 0.082 673.16 0.231 675.28 0.367 671.08 0.085 673.20 0.233 675.32 0.369 671.12 0.087 673.24 0.236 675.36 0.371 671.16 0.090 673.28 0.239 675.40 0.373 671.20 0.093 673.32 0.242 675.44 0.375 671.24 0.095 673.36 0.245 675.48 0.376 671.28 0.098 673.40 0.248 675.52 0.378 671.32 0.101 673.44 0.250 675.56 0.380 671.36 0.103 673.48 0.253 675.60 0.381 671.40 0.106 673.52 0.256 671.44 0.109 673.56 0.259 671.48 0.112 673.60 0.261 671.52 0.114 673.64 0.264 671.56 0.117 673.68 0.267 671.60 0.120 673.72 0.270 671.64 0.123 673.76 0.272 671.68 0.126 673.80 0.275 448110 HydroCAD 5-31-2012 (Albemarle County 100-Year Duration=14 min, Inten=6.90 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 sin 05508 ©2012 HydroCAD Software Solutions LLC Page 27 Summary for Pond 5P: 72" CMP Perforated Inflow Area = 1.490 ac, 0.00% Impervious, Inflow Depth = 1.45" for 100-Year event Inflow = 9.33 cfs @ 0.23 hrs, Volume= 0.180 af Outflow = 0.38 cfs @ 0.45 hrs, Volume= 0.124 af, Atten= 96%, Lag= 13.2 min Primary = 0.38 cfs @ 0.45 hrs, Volume= 0.124 af Routing by Stor-Ind method, Time Span= 0.00-5.00 hrs, dt= 0.01 hrs Peak Elev= 672.32' @ 0.45 hrs Surf.Area= 0.087 ac Storage= 0.171 af Plug-Flow detention time= 131.4 min calculated for 0.123 of(69% of inflow) Center-of-Mass det. time= 128.7 min ( 142.5 - 13.8 ) Volume Invert Avail.Storage Storage Description #1 669.60' 0.093 af 44.00'W x 86.00'L x 6.00'H Stone 0.521 af Overall - 0.288 af Embedded = 0.233 af x 40.0% Voids #2 669.60' 0.288 af 72.0" D x 444.0'L 72" Perforated CMP system Inside #1 0.381 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 669.60' 3.0" Vert. Orifice/Grate C= 0.600 #2 Primary 674.53' 4.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.38 cfs @ 0.45 hrs HW=672.32' (Free Discharge) -1=Orifice/Grate (Orifice Controls 0.38 cfs @ 7.76 fps) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) Pond 5P: 72" CMP Perforated Hydrograph I I ' I p Inflow 10 : 9.33 cfs 0 Primary Inflow Area=f.490 ac 9ti I _ 1 Peak Elev=672.32' I $ Storage=0.171 af 6J I I I ILL r . . i$Ø I I I r r � I I I 1 0.38 cfs Time (hours) 448110 HydroCAD 5-31-2012 (Albemarle County 100-Year Duration=14 min, Inten=6.90 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 28 Pond 5P: 72" CMP Perforated Stage-Discharge —rA ❑PrimaryAllirAllor 675- ��� /� Sharp-Crested Rectangular Weir I %- -I L. L J-__ L L J -J L---I. 674-f - • 673-' f r r _ � 1 O > - J -1 L---L---J 1----i---J----� L'-- w 672 671_ 670- Orifice/Grate 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Discharge (cfs) Pond 5P: 72" CMP Perforated Stage-Area-Storage I I I j I I 1 ❑Storage 675- I I I I __-L---7___L- -__ 674- I ., I i/ - 1 I - r °' 673— i I O• - I I i0 - / w• 672- 670- 1 Stone+72'Perforated CMP system , 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage(acre-feet) f. 448110 HydroCAD 5-31-2012 (Albemarle County 100-Year Duration=14 min, Inten=6.90 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 29 Hydrograph for Pond 5P: 72" CMP Perforated Time Inflow Storage Elevation Primary (hours) (cfs) (acre-feet) (feet) (cfs) 0.00 0.00 0.000 669.60 0.00 0.10 4.12 0.017 669.96 0.11 0.20 8.23 0.066 670.80 0.24 0.30 6.59 0.132 671.77 0.34 0.40 2.47 0.166 672.26 0.38 0.50 0.00 0.169 672.30 0.38 0.60 0.00 0.166 672.26 0.38 0.70 0.00 0.163 672.22 0.37 0.80 0.00 0.160 672.17 0.37 0.90 0.00 0.157 672.13 0.37 1.00 0.00 0.154 672.09 0.36 1.10 0.00 0.151 672.04 0.36 1.20 0.00 0.148 672.00 0.36 1.30 0.00 0.145 671.96 0.35 1.40 0.00 0.142 671.92 0.35 1.50 0.00 0.139 671.88 0.35 1.60 0.00 0.137 671.84 0.34 1.70 0.00 0.134 671.80 0.34 1.80 0.00 0.131 671.76 0.34 1.90 0.00 0.128 671.72 0.33 2.00 0.00 0.125 671.68 0.33 2.10 0.00 0.123 671.64 0.33 2.20 0.00 0.120 671.60 0.32 2.30 0.00 0.117 671.56 0.32 2.40 0.00 0.115 671.52 0.32 2.50 0.00 0.112 671.49 0.31 2.60 0.00 0.110 671.45 0.31 2.70 0.00 0.107 671.41 0.31 2.80 0.00 0.104 671.38 0.30 2.90 0.00 0.102 671.34 0.30 3.00 0.00 0.100 671.30 0.30 3.10 0.00 0.097 671.27 0.29 3.20 0.00 0.095 671.23 0.29 3.30 0.00 0.092 671.20 0.29 3.40 0.00 0.090 671.16 0.28 3.50 0.00 0.088 671.13 0.28 3.60 0.00 0.085 671.09 0.28 3.70 0.00 0.083 671.06 0.27 3.80 0.00 0.081 671.02 0.27 3.90 0.00 0.079 670.99 0.27 4.00 0.00 0.076 670.96 0.26 4.10 0.00 0.074 670.92 0.26 4.20 0.00 0.072 670.89 0.26 4.30 0.00 0.070 670.86 0.25 4.40 0.00 0.068 670.83 0.25 4.50 0.00 0.066 670.79 0.24 4.60 0.00 0.064 670.76 0.24 4.70 0.00 0.062 670.73 0.24 4.80 0.00 0.060 670.70 0.23 4.90 0.00 0.058 670.67 0.23 5.00 0.00 0.056 670.64 0.23 448110 HydroCAD 5-31-2012 (Albemarle County 100-Year Duration=14 min, Inten=6.90 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 30 Stage-Discharge for Pond 5P: 72" CMP Perforated Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 669.60 0.00 671.72 0.33 673.84 0.48 669.64 0.00 671.76 0.34 673.88 0.48 669.68 0.01 671.80 0.34 673.92 0.48 669.72 0.03 671.84 0.34 673.96 0.49 669.76 0.05 671.88 0.35 674.00 0.49 669.80 0.06 671.92 0.35 674.04 0.49 669.84 0.08 671.96 0.35 674.08 0.49 669.88 0.09 672.00 0.36 674.12 0.50 669.92 0.10 672.04 0.36 674.16 0.50 669.96 0.11 672.08 0.36 674.20 0.50 670.00 0.12 672.12 0.37 674.24 0.50 670.04 0.13 672.16 0.37 674.28 0.50 670.08 0.14 672.20 0.37 674.32 0.51 670.12 0.15 672.24 0.37 674.36 0.51 670.16 0.16 672.28 0.38 674.40 0.51 670.20 0.16 672.32 0.38 674.44 0.51 670.24 0.17 672.36 0.38 674.48 0.52 670.28 0.18 672.40 0.39 674.52 0.52 670.32 0.18 672.44 0.39 674.56 0.60 670.36 0.19 672.48 0.39 674.60 0.79 670.40 0.19 672.52 0.40 674.64 1.06 670.44 0.20 672.56 0.40 674.68 1.38 670.48 0.21 672.60 0.40 674.72 1.74 670.52 0.21 672.64 0.40 674.76 2.14 670.56 0.22 672.68 0.41 674.80 2.57 670.60 0.22 672.72 0.41 674.84 3.04 670.64 0.23 672.76 0.41 674.88 3.54 670.68 0.23 672.80 0.41 674.92 4.06 670.72 0.24 672.84 0.42 674.96 4.61 670.76 0.24 672.88 0.42 675.00 5.19 670.80 0.25 672.92 0.42 675.04 5.78 670.84 0.25 672.96 0.43 675.08 6.40 670.88 0.25 673.00 0.43 675.12 7.04 670.92 0.26 673.04 0.43 675.16 7.70 670.96 0.26 673.08 0.43 675.20 8.38 671.00 0.27 673.12 0.44 675.24 9.08 671.04 0.27 673.16 0.44 675.28 9.80 671.08 0.28 673.20 0.44 675.32 10.53 671.12 0.28 673.24 0.44 675.36 11.28 671.16 0.28 673.28 0.45 675.40 12.04 671.20 0.29 673.32 0.45 675.44 12.82 671.24 0.29 673.36 0.45 675.48 13.62 671.28 0.29 673.40 0.45 675.52 14.43 671.32 0.30 673.44 0.46 675.56 15.25 671.36 0.30 673.48 0.46 675.60 16.09 671.40 0.31 673.52 0.46 671.44 0.31 673.56 0.46 671.48 0.31 673.60 0.47 671.52 0.32 673.64 0.47 671.56 0.32 673.68 0.47 671.60 0.32 673.72 0.47 671.64 0.33 673.76 0.47 671.68 0.33 673.80 0.48 448110 HydroCAD 5-31-2012 (Albemarle County 100-Year Duration=14 min, Inten=6.90 in/hr Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 31 Stage-Area-Storage for Pond 5P: 72" CMP Perforated Elevation Storage Elevation Storage Elevation Storage (feet) (acre-feet) (feet) (acre-feet) (feet) (acre-feet) 669.60 0.000 671.72 0.128 673.84 0.278 669.64 0.002 671.76 0.131 673.88 0.281 669.68 0.003 671.80 0.134 673.92 0.283 669.72 0.005 671.84 0.137 673.96 0.286 669.76 0.007 671.88 0.140 674.00 0.289 669.80 0.009 671.92 0.142 674.04 0.291 669.84 0.011 671.96 0.145 674.08 0.294 669.88 0.013 672.00 0.148 674.12 0.297 669.92 0.015 672.04 0.151 674.16 0.299 669.96 0.017 672.08 0.154 674.20 0.302 670.00 0.019 672.12 0.156 674.24 0.305 670.04 0.021 672.16 0.159 674.28 0.307 670.08 0.023 672.20 0.162 674.32 0.310 670.12 0.025 672.24 0.165 674.36 0.313 670.16 0.028 672.28 0.168 674.40 0.315 670.20 0.030 672.32 0.171 674.44 0.318 670.24 0.032 672.36 0.174 674.48 0.320 670.28 0.034 672.40 0.176 674.52 0.323 670.32 0.037 672.44 0.179 674.56 0.325 670.36 0.039 672.48 0.182 674.60 0.328 670.40 0.042 672.52 0.185 674.64 0.330 670.44 0.044 672.56 0.188 674.68 0.333 670.48 0.046 672.60 0.191 674.72 0.335 670.52 0.049 672.64 0.194 674.76 0.338 670.56 0.051 672.68 0.196 674.80 0.340 670.60 0.054 672.72 0.199 674.84 0.342 670.64 0.056 672.76 0.202 674.88 0.345 670.68 0.059 672.80 0.205 674.92 0.347 670.72 0.061 672.84 0.208 674.96 0.349 670.76 0.064 672.88 0.211 675.00 0.352 670.80 0.066 672.92 0.214 675.04 0.354 670.84 0.069 672.96 0.216 675.08 0.356 670.88 0.071 673.00 0.219 675.12 0.358 670.92 0.074 673.04 0.222 675.16 0.360 670.96 0.077 673.08 0.225 675.20 0.363 671.00 0.079 673.12 0.228 675.24 0.365 671.04 0.082 673.16 0.231 675.28 0.367 671.08 0.085 673.20 0.233 675.32 0.369 671.12 0.087 673.24 0.236 675.36 0.371 671.16 0.090 673.28 0.239 675.40 0.373 671.20 0.093 673.32 0.242 675.44 0.375 671.24 0.095 673.36 0.245 675.48 0.376 671.28 0.098 673.40 0.248 675.52 0.378 671.32 0.101 673.44 0.250 675.56 0.380 671.36 0.103 673.48 0.253 675.60 0.381 671.40 0.106 673.52 0.256 671.44 0.109 673.56 0.259 671.48 0.112 673.60 0.261 671.52 0.114 673.64 0.264 671.56 0.117 673.68 0.267 671.60 0.120 673.72 0.270 671.64 0.123 673.76 0.272 671.68 0.126 673.80 0.275 448110 HydroCAD 6-21-2012 (SCS) Type 1124-hr 2 Year Rainfall=4.00" Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 4 Summary for Pond 5P: 72" CMP Perforated Inflow Area = 1.490 ac,100.00% Impervious, Inflow Depth = 3.77" for 2 Year event Inflow = 6.46 cfs @ 12.05 hrs, Volume= 0.468 af Outflow = 0.45 cfs @ 12.95 hrs, Volume= 0.465 af, Atten= 93%, Lag= 54.4 min Primary = 0.45 cfs @ 12.95 hrs, Volume= 0.465 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.08 hrs Peak Elev= 673.32' @ 12.95 hrs Surf.Area= 0.087 ac Storage= 0.242 af Plug-Flow detention time= 262.7 min calculated for 0.465 af(99% of inflow) Center-of-Mass det. time= 258.7 min ( 1,013.7 - 755.0 ) Volume Invert Avail.Storage Storage Description #1 669.60' 0.093 af 44.00'W x 86.00'L x 6.00'H Stone 0.521 af Overall - 0.288 af Embedded = 0.233 af x 40.0% Voids #2 669.60' 0.288 af 72.0" D x 444.0'L 72" Perforated CMP system Inside#1 0.381 af Total Available Storage Device Routing Invert Outlet Devices #1 Primary 669.60' 3.0" Veil. Orifice/Grate C= 0.600 #2 Secondary 674.53' 4.5' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.45 cfs @ 12.95 hrs HW=673.32' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 0.45 cfs @ 9.13 fps) §condary OutFlow Max=0.00 cfs @ 0.00 hrs HW=669.60' (Free Discharge) 2=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) 'SCGS alZ MIL. Zy qt. s'iba . r • 448110 HydroCAD 6-21-2012 (SCS) Type 1124-hr 2 Year Rainfall=4.00" Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 5 Pond 5P: 72" CMP Perforated Hydrograph ,. _•_._r-r-..._ _ --;-. itJT �' 646 cfs 1 I I , r rI I ' I, Inflow Area-1 .490 ac- ❑Prima T 7-/ ,' I II I Second ryary , ' ' ' I Peak 'E lev=_673.32' _L_L_L_L_L_ _L_L_ _L_ _L_1_L_ _1 1 I I I I I i I Eli I 1 6- I I i I I Storage 01242 of 5--,' 1 1 1 , ;y I I I 1 1 1 1 I 1 I I I , 1 I I 1 I 1 IIIIIIIIIIII I I 1 I 1 1 I ! I I I I I I I I I I I I 11 I 1 III 1 1 1 1 1 1 1 1 1 1 1 1 II I -r-r-r-r-r-r-r-r-r-T- r -T-T-T-T-T-r-T-T-7-T-7-7-1-7-1-7-1-- Tli,.- 1 1 1 '' 1 i I I it 1 1 1 1 1 1 1 1 1.). 4_ 1 I 1 C 1 1 I I 1 1 I 1 1 1 1 I 1 1 I 1 1 1 i 1 I 1 1 1 1 1 1 1 I 1 1 o - __L L LLLL I , L l 1 1 1 1 1 1 1 .1 J _ 1 II II i I 1 I I 1 1 1 1 I I i IL 3---' ,' 1 1 1 1. I I 1 1 1 1 1 1 II I 1 1 1 I 1 i i - : 1 1 1 1 I 1 i I 1 I 1 I 1 I - '� I 1 I ' I i 1 1 1 1 i 1 I 1 1 I 1 1 ^ -L_L-L-L_L-L-L_LLi. i. 1_1-1_L_1_1_1.-1-1111J-1-J-1J__ / i' I _ _I _ ® I I I I I 1 I 1- I - 1- I- I 1_ i 2-- if mil II I I . 1 1 1 1 I i --- _ ,. ._. I 1 1 , 1 II I 1 t I 1 !/////4 0.45 cfs ; f.� /%/%r/.+ �U"A�G •'jj�i � �////////// 0.00 cfs %!///////%%///////////% , ,' F .®,-.7.44!!! e" 2'' ` / . €"77 ,f 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) Pond 5P: 72" CMP Perforated Stage-Discharge � � �� nnwL ❑Prmary ��gar .; ID Secondary 675 / A � i L I J L .,�` harp-Crested Reciaiigular Wad , 674-7..? O i L L .%4 P d Jam✓,". % 1 w °• j/�` 1 • 673 r 1 C 1 L J L . ' O I w 672 fi%� 1 671 c' %' 3 F i F ,, ,, , ,,, , / 670 / Orifice/Grate', "�' 0 2 4 6 8 10 12 14 16 Discharge (cfs) 448110 HydroCAD 6-21-2012 (SCS) Type ll 24-hr 2 Year Rainfall=4.00" Prepared by Contech Engineered Solutions LLC Printed 6/21/2012 HydroCAD® 10.00 s/n 05508 ©2012 HydroCAD Software Solutions LLC Page 6 Pond 5P: 72" CMP Perforated Stage-Area-Storage I � ❑Storage I I r r T 1 675 1 1 1 674-' i - 1 /' 1 1 - 1 r 1 r ! 673-' c I o d W 672-' / - _ - j 671- • • + - + 670 • . f Stone+72"Perforated CMP system Y 0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.3 0.32 0.34 0.36 0.38 Storage(acre-feet)