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HomeMy WebLinkAboutSupplemental Drainage Information UACC 2-17-22Urology Associates of Cape Cod- 125& 133 Rt. 6a Varmouthport, MA Supplemental Drainage Calculations: Check Catch Basin Capacity and Pipe Size: (NOAA Atlas 14 Vol. 10 Ver.3 ) NOAA 100 year PF table- 5 min. (smallest) interval =0.884 inches rain in 5 min. Quarter acre max per basin/pipe in design 10,890 sf x 0.884 in x 1 ft/12 in. x 1 min/60 sec. = 2.67 cfs 12" Dia pipe at 0.5%slope = 2.73 cfs > 2.67 cfs o.k. (see attached Manning Equation) (One) 24" square grate with the specified 255 square inches of opening and Assuming a three inch now depth (height of berm) = 3.3 cfs O.K. see Weir Flow Cale. (Alternate per Orifice flow 255 sq. in. at four inches flow = 5.5 cfs o.k.) See attached area and flow calculation output. Note: These calcs for 100 year storm, this is site is not a roadway, so temporary ponding over inlets is acceptable during an extreme event, not a hazard to travel. Higher heads produce additional flow. DATE: 2-17-22 Prepared by: down cape engineering, inc. 939 Route 6a Yarmouthport, MA 02675 Ph. 1-508-3624541 Fax 1-508-362-9880 DuZcai u� Bay Falmouth 20km 2 mi i•i.7 t;NLhet Sound Nantucket POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 10, Version 3 PF tabular H "Source: ESRI hAaps "Source: USGS 8 Pr81t page PDS-based precipitation frequency estimates with 90% confidence ' ais (in inches)t Duration Average recurrence interval (years) 1 5 10 25 50E 100 200 500 1000 2 ������ 5 min 0.266 (0.217-0.324} 0.337 {0.2740.411) 0.453 (0.367-0.553) 0.548 (0.4420.675] 0.680 (0.527-0.882) 0.778 (0.589-1.03) 0.884 (0.68-1 4. 1.07 (0.688.1.42) (0.781-1.75 (0.863-2.02) 10-min 0.377 (0.308-0.460) 0 478 (0.389-0.582) 0.642 (0.521-0.786) 0.777 (0.626-0.957) 0.964 (0.747-1.25) 1.10 (0.8351.46} .25 (0.918-1.73) 1.43 (0.974-2.01J 1.T0 1.93 15 min 0.444 ] {0.362-0.541 0.562 (0.457-0.685) 0.755 (0.612-0.924} 0.914 (0.736413) 1.13 (0.879-1.47) 1.30 (0.982-1.72) 1.47 ) (1.08-2.04 1.68 {1.15-2.36)1 2.00 (1.30-2.91) 2.27 30-min 0.659 (0.537-0.802) 0.830 (0.675-1.01) 1.11 (0.899-1.36) 1.34 (1.0&1.65) 1.66 (1.29-2.15) 1.90 (1.44.2.52) 2.15F (1.58-2.98) 2.46 (1.67-3.45) F 2.92 (1.904.25) 3.32 min 0.873 (0.712-1.06) 1.10 (0.8934.34) 1.46 (1.19AJ9) 1.7T (1.42-2.17) 2.19 (1.69-2.83) 2.50 (1.89.3.31) 2.83 (2.08-3.92) 3.23 (2.20-4.53) 3.85 (2.50-5.59) 4.37 (2.77-6.47) 2-hr 1.22 (1.00-1.48} 1.52 (7.25-7.84) 2.01 (1.64-2.44) 2.41 (1.96-Z.95) 2.97 (2.32-3.81) 3.38 (2.5&4.45) 3.83 (2.83-5.25) 7 4.37 (3.00.6.05) F 5.19 (3.41-7.44) 5.89 (3.77-8.61) 3-hr 1A6 ) (1.20.1.76 1.80 (1.48.2.18) 2.36 (1.94-2.86) 2.83 ) (2.30-3.44 3.47 (2.72-4.43) 3.94 (3.02-5.15) 4.45 (3.31-6.06) 5.07 (3.51-6.98) 6.00 (3.97.8.54) 6.80 (4.38-9.86) 6-hr 1.92 (1.59-2.29) 2.33 (1.93-2.79) 3.00 (2.48-3.61) 3.56 (2.92-4.31) 4.34 (3.43-5.48) 4.91 (3.79.6.34} 5.52 (4.13-7.41) 6.25 (4.36-8.50) 7.33 (4.89-10.3) 8.23 (5.36-11.8) 12-hr 2 40 (2.01-2.86) 2.88 (2.40.3.42) 3.65 (3.03-4.35) 4.29 (3.54-5.14) 5.77 (4.11-6.45) 5.83 (4.52-7.42) 6.52 I (4.89$.60) 7.31 (5.16-9.82) 8.45 (5.7141.7) 9.38 24hr 2.86 (2.41-3.38) 3.38 (2.84-4.00) 4.22 (3.53-5.01J 4.93 (4.095.87) 5.89 (4.71-728) 6.62 (5.17-8.33) 7.38 ,; (5.56-9.57 8.20 (5.85-10.9) 9.35 (6.39A2.8) 10.3 2 day 3.27 (2.76-3.83} 3.82 (3,23-4,48) 4.71 (3.97-5.55) 5 46 (4.57-6.46] 6.49 (5.23-7.93) 7.27 ) (5.72-9.04 8.07 (6.1240.3) a.92 (6,43413) 10.7 (6.9743.6) 11.0 (7.4045.1) 3 day ll 3.54 (3.01-4.14) 4.10 1 (3.484.79) 5.01 1 (4.24-5.88) 5.77 (4.85 6.79) 6.81 (5.52-8.29) 7.61 (6.01-9.40} 8.42 (6.4240.7) 9.29 (6.7342.1) 10.5 (7.2844.0) 11.4 4 day 3.78 (3.22-4.40) 4.34 (3.70-5.06) 5.26 (4.46-6.15) 6.02 (5.07-7.07) 7.07 (5.74-8.57) 7.87 (6249.69) 8.68 (6.66-11.0) 9.56F (6.9642.4) 10.8 (7.52-14.4) F 11.7 (7.9&15.9) 7 day 4.42 (3.78-5.11) 4.99 (4.27-5.78) 5.92 (5.04-6.87) 6.69 (5.67-7.80) T.75 (8.349.31)1 8.56 (6.8440A) 9.39 (7.2441.8) 10.3 (7.54-13.2j 11.5 (8.0&15.1) 12.4 (8.5246.6) 10•day &01 (4.31-5.79) 5.60 (4.81-6.47) 6.57 (5.62-7.60) 7.37 (6.27-8.56) 8.46 (6.95-10A) 9.31 (7.4641.3) 10.2 (7.86-12.6) 11.1 (8.16-14.1) 12.3 (8.69A6.0) 13.2 20-day 6.83 (5.91-7.82) 7.52 (6.50-8.62) 8.64 (7.45-9.93) 9.57 (820-11.0) 10.9 (8.97-12.8) 71.9 (9.57-14.2j 12.8 (9.98-15.7) 13.8 (10.347.3) 15.0 (10.&19.3) 15.9 30•day 8 40 (7.30-9.5B) 9.17 (7.97-10.5} 10.4 (9.04-12.0) 11.5 (9.90-13.2)1 13.0 (10.8-15.2) 14.1 (11.4-16.7) 15.2 (11.&18.4)I 16.2 (12.2-20.2) 17.5 (12.&22.3} 18.3 (12.9-23.8) 45 day 10.4 (9.09.11.8) 11.3 (9.86-12.9) 12.8 (11.144.5) 14A (12.1A6.0) 15.6 (13.0-18.2) F 17.0 (13.8-20.0) 18.2 (14.2-21.8] 19.3 (14.6-23.9) F 20.6 (15.0-26.1) 21.5 (15.2-27.6) 60-day 12.2 (10.&13.Sj 13.1 (11.514.9) 14.7 16.7 (13.948.3) 17.9 (15.0-20.8) 19.4 (15.8-22.7) 20.7 (16.3-24.7) 21.9 (16.6-26.9) 23.3 (II7.049.3) 24.2 (172-30.9) t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAAAtlas 14 documentfor more information. Estimates from the table in CSV format: I Precipitation frequency estimates v � Submit Manning Formula Uniform Pipe Flow at Given Slope and Depth Check out our spreadsheet version of this calculator Download Spreadsheet Open Google Sheets version View All Spreadsheets Printable Title Printable Subtitle Inputs Pipe diameter, do 12 in � Manning roughness, n 0.012 Pressure slope (possibly ?equal to pipe slope), So .005 rise/run � Percent of (or ratio to) full depth (100% or 1 if flowing full) 100 % v Notes: Results Flow, Q (See notes) 2.7290 cfs � Velocity, v 3.4747 ft/sec Velocity head, h� 0.0572 m H2O � Flow area 0.0730 m^2 � Wetted perimeter 0.9576 m � Hydraulic radius 0.0762 m � Top width, T 0.0000 m � Froude number, F 0.00 Average shear stress (tractive force), tau 3.7361 N/m^2 � This is the flow and depth inside the pipe. Getting the flow into the pipe may require significantly higher headwater depth. Add at least 1.5 times the velocity head to get the headwater depth or see my 2-minute tutorial for standard culvert headwater calculations using HY-8. 1l1 N M C :� an y o a` o v 7 a C 1 N o � v s C v Q II O II S II a0 v m m at rot { m � 3 J J d J m rb in ire ^ t3i 0 t5i j_� u, Ut m m -I m ro 0 n ro w m t� -,, va �y- ,: N cn C!t �J r� .. 1 *.� n A WAll Ml • • W INDIVIDUAL CATCH BASIN IMPERVIOUS AREA CALCULATIONS CHECK IMPERVIOUS SURFACE TO EACH CATCH BASIN TO DETERMINE IF 1/4 AC. OR LESS. (PROPOSED CONDITIONS) NOTE: 1/4 AC.=43,560 SF X 0.25=10,890 SF MAX. PER BASIN DRAINAGE STRUCTURE IMPERVIOUS AREA AREA NAME DRAINING TO EACH STRUCTURE DA1 C1311: 5,080 SF IMPERVIOUS < 10,890 SF OK C62: 4,800 SF IMPERVIOUS < 109890 SF OK DA2 CB3: 10,396 SF IMPERVIOUS < 10,890 SF OK DA3 CB5: 10,886 SF IMPERVIOUS < 10,890 Sr- OK C136: 3,037 SF IMPERVIOUS < 10,890 SF OK DA4 CBEX.: 19100 SF IMPERVIOUS < 10,890 SF OK off 508-382-4541 fox SOB-382-9880 downcape.com O owe rape eetieteiiel, ier civil engineers land surveyors 939 Ma/n Street ( Rte 6A) YARMOUTHPORT MA 02675 DATE: 2-15-22 DCE #18-890 OFF LINE CATCH BASIN (TYP.) 1 / 1 / 1 1 / / 1 / L INLINE MH r/, (2 INLETS) (NO CREDIT) I I INFILTRATION INLINE BASIN NO CREDIT) t INLINE MH (3 INLETS) (NO CREDIT) 1 I I 1 ® 1 INLINE MH (2 INLETS) Off„/ (NO CREDIT) I I I 1 1 1 I 1 1 1 1 I I rJ I I I I I I I I INFILTRATION €o OFF LINE CATCH BASIN (CREDIT) 1 1 1 THIS IS A DEDICATED 1 OFFLINE MANHOLE L (ONLY 1 INLET) 1 `„` ; (CREDIT) %T#4 imj®i I I I I INFILTRATION EXAMPLES OF OFFLINE AND INLINE MANHOLES AND CATCH BASINS off 508-362-4541 fax 508-3fi2-9880 downcope.eom OWN cope es isssiiAl, iAc. civil engineers land surveyors DATE: 2-17-22 959 Ma/n Street ( Rte 6A) YARMOUTHPORT MA 02675 DCE #18-890 down cape engineering, inc. DRAINAGE AREA: FRONT PARKING AREA- DA1 DRAINAGE AREA COMPOSITE CURVE NUMBER CALCULATIONS: AREA OF PAVEMENT/DRIVES/BUILDINGS: AREA OF LAWNS AND WOODS: TOTAL DRAINAGE AREA: CURVE NUMBER PVT/BLDGS: CURVE NUMBER LAWN/WOODS: 0.95 0.35 COMPOSITE CURVE NUMBER: 0.85 (PVT AREA * 0.95 + GRASS* 0.35)/ TOTAL AREA) DATE: 2-17-22 DOWN CAPE ENGINEERING 15,206 SF 0.35 AC. 2,984 SF 0.07 AC. 18190 SF 0.42 AC. RATIONAL METHOD DRAINAGE SIZING: Q=CIA, SF REO= O*448.8 GPM/CFS (1/0.7) GPM/SF DRAINAGE AREA: 18190 SF CURVE NUMBER: 0.85 RATIO RAINFALL INTENSITY: 4.6 IN./HR (SEE NOMOGRAPH) GPM/SF RATIO: 0.7 GPM/SF (<2MIN/IN PERC RATE) LEACHING AREA REQUIRED: 1049 SF USE 50'X21' LEACH FIELD = 1,050 SF RATIONAL 125 Rt 6A DA1field.xls Page 1 down cape engineering, inc. Urology Associates 125/133 Rt ba DRAINAGE CALCULATIONS DRAINAGE AREA: SIDE PARKING AREA- DAZ DRAINAGE AREA COMPOSITE CURVE NUMBER CALCULATIONS: AREA OF PAVEMENT/DRIVES/BUILDINGS: AREA OF LAWNS AND WOODS: TOTAL DRAINAGE AREA: CURVE NUMBER PVT/BLDGS: CURVE NUMBER LAWN/WOODS: 0.95 0.35 COMPOSITE CURVE NUMBER: 0.62 (PVT AREA * 0.95 + GRASS* 0.35)/ TOTAL AREA) DATE: 2-17-22 DOWN CAPE ENGINEERING 13,545 SF 0.31 AC. 17,058 SF 0.39 AC. 30603 SF 0.70 AC. RATIONAL METHOD DRAINAGE SIZING: Q=CIA, SF REQ= Q*448.8 GPM/CFS (1/0.7) GPM/SF DRAINAGE AREA: CURVE NUMBER: RAINFALL INTENSITY: GPM/SF RATIO: LEACHING AREA REQUIRED 30603 SF 0.62 RATIO 4.5 IN./HR 0.7 GPM/SF USE 60'X21' LEACH FIELD = 1,260 SF (SEE NOMOGRAPH) (<2MIN/IN PERC RATE) RATIONAL 125 Rt 6A DA2field.xls Page 1 down cape engineering, inc. Urology Associates 125/1 5 5 Rt ba DRAINAGE CALCULATIONS DRAINAGE AREA: REAR PARKING AREA- DA3 DRAINAGE AREA COMPOSITE CURVE NUMBER CALCULATIONS: AREA OF PAVEMENT/DRIVES/BUILDINGS: AREA OF LAWNS AND WOODS: TOTAL DRAINAGE AREA: CURVE NUMBER PVT/BLDGS: 0.95 CURVE NUMBER LAWN/WOODS: 0.35 COMPOSITE CURVE NUMBER: 0.67 (PVT AREA * 0.95 + GRASS* 0.35)/ TOTAL AREA) DATE: 2-17-22 DOWN CAPE ENGINEERING 32,249 SF 0.74 AC. 28,680 SF 0.66 AC. 60929 SF 1.40 AC. RATIONAL METHOD DRAINAGE SIZING: Q=CIA, SF REQ= Q*448.8 GPM/CFS (1/0.7) GPM/SF DRAINAGE AREA: 60929 SF CURVE NUMBER: 0.67 RATIO RAINFALL INTENSITY: 4.3 IN./HR (SEE NOMOGRAPH) GPM/SF RATIO: 0.7 GPM/SF (<2MIN/IN PERC RATE) LEACHING AREA REQUIRED: 2574 SF USE 62'X36' LEACH FIELD W/2' SIDES = 2,624 SF RATIONAL 125 Rt 6A DA3field.xls Page 1 down cape engineering, inc. • ••m • . • �•�ILI rAffla DRAINAGE AREA: 133 BLDG AREA- DA4 DRAINAGE AREA COMPOSITE CURVE NUMBER CALCULATIONS: AREA OF PAVEMENT/DRIVES/BUILDINGS: AREA OF LAWNS AND WOODS: TOTAL DRAINAGE AREA: CURVE NUMBER PVT/BLDGS: CURVE NUMBER LAWN/WOODS: 0.95 0.35 COMPOSITE CURVE NUMBER: 0.49 (PVT AREA * 0.95 + GRASS* 0.35)/ TOTAL AREA) DATE: 2-17-22 DOWN CAPE ENGINEERING 1,100 SF 0.03 AC. 3,787 SF 0.09 AC. 4887 SF 0.11 AC. RATIONAL METHOD DRAINAGE SIZING: Q=CIA, SF REQ= Q*448.8 GPM/CFS (1/0.7) GPM/SF DRAINAGE AREA: 4887 SF CURVE NUMBER: 0.49 RATIO RAINFALL INTENSITY: 5.1 IN./HR (SEE NOMOGRAPH) GPM/SF RATIO: 0.7 GPM/SF (<2MIN/IN PERC RATE) LEACHING AREA REQUIRED: 178 SF USE EXISTING LEACH PIT FOR AREA DRAIN AREA=418 SF RATIONAL 125 Rt 6A DA4 PIT.xIs Page 1 down cape engineering HYDROCAD FIELD CALC 1&890 UACC DA2.xls HYDRO -CAD DRAINAGE ANALYSIS INFORMATION STAGE -DISCHARGE AND STAGE STORAGE TABLES DA2 FOR CALCULATING STAGE/STORAGE/DISCHARGE FOR FIELDS 3/4" - 1-1/2" WASHED STONE FOR LENGTH WIDTH DEPTH SELECTED INPUT VARIABLES: LENGTH OF FIELD/TRENCH: WIDTH OF FIELD/TRENCH: INVERT OF STRUCTURES: BOTTOM FIELD ELEVATION STONE VOID RATIO, E: TOWN LEACH RATE. CALCULATED VALUES: TOP OF FIELD ELEVATION: BOTTOM OF TRENCH: 21 (FT.) 40 (EL. ABOVE DATUM) 39 (EL. ABOVE DATUM) 0.4 (FT3/FT3) 0.7 (GPM/SF) 41.00 (STOP MODEL HERE) 39.00 (FROM INPUT ABOVE) ELEVATION (FT) STORAGE (CU.FT.) DISCHARGE (CFS) 39.00 0 1.97 40.00 504 1997 41.00 1008.0 I.97 42.00 1512.0 1.97 43.00 2016.0 1.97 Drainage Drainage Field Infiltration Model Subcat Reach on Link C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Prepared by down cape engineering, inc. HydroCADO 10.104b s/n 11505 02020 HydroCAD Software Solutions LLC Page 2 Event# Event Name Rainfall Events Listing (selected events) Storm Type Curve Mode Duration B/B (hours) Depth AMC (inches) 1 Barn Cty 100 yr. Type III 24-hr Default 24.00 1 7.80 2 C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Prepared by down cape engineering, inc. HydroCADO 10.104b s/n 11505 02020 HydroCAD Software Solutions LLC Page 3 Area Listing (all nodes) Area CN Description (sq-ft) (subcatchment-numbers) 13,545 98 Pavement and rear Roof Area (1S) 17,058 32 Woods/grass comb., Good, HSG A (1S) 30,603 61 TOTAL AREA C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Prepared by down cape engineering, inc. HydroCAD®10.10-4b s/n 11505 © 2020 HydroCAD Software Solutions LLC Page 4 Soil Listing (all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 171058 HSG A is 0 HSG B 0 HSG C 0 HSG D 131545 Other is 303603 TOTAL AREA C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Prepared by down cape engineering, inc. HydroCADO 10.10-4b s/n 11505 © 2020 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover 0 0 0 0 132545 13,545 Pavement and rear Roof Area 17,058 0 0 0 0 17,058 Woods/grass comb., Good 173058 0 0 0 13,545 30,603 TOTAL AREA C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Type 11124-hr Barn Cty 100 yr. Rainfall=7.80" Prepared by down cape engineering, inc. HydroCADO 10.104b s/n 11505 © 2020 HydroCAD Software Solutions LLC Page 6 Time span=1.00-24.00 hrs, dt=0.01 hrs, 2301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment1S: DrainageAreaDA2 Runoff Area=30,603 sf 44.26%Impervious Runoff Depth>3.29" Tc=5.0 min CN=61 Runoff=2.77 cfs 8,389 cf Pond 1 P: Drainage Field Infiltration Model Peak Elev=39.52' Storage=262 cf Inflow=2.77 cfs 8,389 cf Outflow=1.97 cfs 8,392 cf Total Runoff Area = 30,603 sf Runoff Volume = 8,389 cf Average Runoff Depth = 3.29" 55.74% Pervious = 17,058 sf 44.26% Impervious = 13,545 sf C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Type 11124-hr Barn Cty 100 yr. Rainfall=7.80" Prepared by down cape engineering, inc. HydroCADO 10.104b s/n 11505 0 2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 10: Drainage Area DA2 Time of Concentration (min.) Runoff = 2.77 cfs @ 12.08 hrs, Volume= 87389 cf1 Depth> 3.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr Barn Cty 100 yr. Rainfall=7.80" Area (sfl CN Description 17,058 32 Woods/grass comb., Good, HSG A 13,545 98 Pavement and rear Roof Area 30,603 61 Weighted Average 17,058 55.74% Pervious Area 13,545 44.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Time Concentration Subcatchment 1S: Drainage Area DA2 Hydrograph I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 277 cfs Type LIII 24-hr Barry Cty 100 yr. Rainfall=7.80" Runoff Area=30,603 of ------------ -------- Runoff Vulurne %-389cf- 2 Runoff Depth>3.29'� Tc=S.d min a CW61 O OLIItI 1 I I I I t I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ■ Runoff C:\Users\Public\ Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Type 11124-hr Barn Cty 100 yr. Rainfall=7.80" Prepared by down cape engineering, inc. HydroCAD® 10:104b s/n 11505 © 2020 HydroCAD Software Solutions LLC Page 8 summary for Pond 1 P: Drainage Field Infiltration Model Drainage Infiltration Model [44] Hint: Outlet device #1 is below defined storage Inflow Area = 30,603 sf, 44.26% Impervious, Inflow Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 39.52' @ 12.15 hrs Storage= 262 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 0.4 min ( 844.0 - 843.7 ) Volume Invert Avail.Storage Storage Description #1 39.00' 2,016 cf Infiltration System Storage ModeListed below Elevation Cum.Store (feet) (cubic -feet) 39.00 0 40.00 504 41.00 11008 42.00 11512 43.00 21016 Device Routing Invert Outlet Devices #1 Primary 0.00 Infiltration Model Elev. (feet) 0.00 39.10 40.00 41.00 42.00 43.00 Disch. (cfs) 0.000 1.970 1.970 1.970 1.970 1.970 Primary OutFlow Max=1.97 cfs @ 12.05 hrs HW=39.11' (Free Discharge) t-1=Infiltration Model (Custom Controls 1.97 cfs) C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Type 11124-hr Barn Cty 100 yr. Rainfall=7.80" Prepared by down cape engineering, inc. HydroCADO 10.10-4b s/n 11505 02020 HydroCAD Software Solutions LLC Page 9 N C1 3 0 E M. 0 v w Pond 1 P: Drainage Field Infiltration Model Hydrograph 3_ I 2.77 cfs Inflow Alirea=30,61103 sf Peak iElev=39.1152' QLUF- I I I 1 1 I I I I I age=262 2 t I I I I I I i I I I I I I I i 1 I I I I I I i _-1--_1__—I__-4—_4—_ _ —— —— I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I i I I I I I I I I I I I i i I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I 0811,11 11 11111 11 11111111111411 1 1 a TErrTErErrErTE7 , 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 1 P: Drainage Field Infiltration Model Stage -Discharge 0 1 Discharge (cfs) ■ Inflow ■ Primary ■ Primary C AUsers\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Type 11124-hr Barn Cty 100 yr. Rainfall=7.80" Prepared by down cape engineering, inc. HydroCADO 10.10-4b s/n 11505 © 2020 HydroCAD Software Solutions LLC Page 10 w w w Pond 1 P: Drainage Field Infiltration Model Stage -Area -Storage 0 100 200 300 400 500 600 700 800 900 1,0001,1001,2001,3001,4001,5001,6001,7001,8001,9002,000 Storage (cubic -feet) �I i i i it it ■ Storage C:\Users\Public\Documents\HydroCAD\Projects\ 18=890 CCUAC DA2 Table of Contents Prepared by down cape engineering, inc. HydroCADO 10.104b s/n 11505 C 2020 HydroCAD Software Solutions LLC T�4BLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing (selected events) 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) Barn Cty 100yr. Event 6 Node Listing 7 Subcat 1 S: Drainage Area DA2 8 Pond 1P: Drainage Field Infiltration Model