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CDP 2023-0011; TIMM RESIDENCE; PRELIMINARY DRAINAGE STUDY; 2023-12-07
PRELIMINARY DRAINAGE STUDY TIMM RESIDENCE CDP 2023-0011 APN: 206-080-24 314 DATE AVENUE CARLSBAD, CA 92008 Prepared By: _________________________________________________________ William G. Mack, P.E. RCE 73620 EXP: 12-31-25 Pasco Laret Suiter & Associates, Inc. 1911 San Diego Ave, Suite 100 San Diego, CA 92110 Prepared for: Jens Peter Timm 314 Date Avenue Carlsbad, CA 92008 December 7, 2023 DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 TABLE OF CONTENTS 1. INTRODUCTION ................................................................................................................................... 4 1.1 Project Description ........................................................................................................................ 4 1.2 Existing Conditions ........................................................................................................................ 4 1.3 Proposed Conditions .................................................................................................................... 4 2. METHODOLOGY .................................................................................................................................. 6 2.1 Rational Method............................................................................................................................ 6 2.2 Runoff Coefficient ......................................................................................................................... 6 2.3 Rainfall Intensity ............................................................................................................................ 7 2.4 Tributary Areas .............................................................................................................................. 7 3. CALCULATIONS/RESULTS ................................................................................................................... 8 3.1 Pre & Post Development Peak Flow Comparison ...................................................................... 8 3.2 Detention ....................................................................................................................................... 6 3.3 Storm Water Quality ................................................................................................................... 10 4. CONCLUSION ..................................................................................................................................... 10 Appendix 1 ....................................................... Pre & Post Project Hydrology Calculations Appendix 2 .......................................................... Existing and Proposed Drainage Exhibits Appendix 3 ............................................................................... Hydrology Support Material DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 Figure 1 Vicinity Map DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 1. INTRODUCTION Project Description The project is located at 314 Date Avenue in Carlsbad California. The site exists today as a lot with a single-family residence and garage. The project proposes the demolition of the existing single- family residence and constructing a new single-family residence, pool cabana, and workshop. The project is designed in accordance with the San Diego County Hydrology Manual dated June 2003 and complies with the Regional Water Quality Control Board Region 9 MS4 Permit, Order No. R9-2015-0100. The project does not propose work adjacent regulated waters therefore 401 and 404 permits are not applicable. Existing Conditions The 0.46-acre project site is moderately sloped, and sheets flows drainage in a north easterly direction towards the adjacent property and away from Date Avenue. Runoff flows across the adjacent lots to the northeast direction and toward the railroad tracks. Storm water then collects and is conveyed in the PCC ditch in a southeasterly direction before it is picked up by a storm drain inlet. The storm water ultimately discharges to the Agua Hedionda Lagoon. The existing single-family dwelling roof drains to the ground which sheet flows across the site and then outlets at the northeast corner of the site. The existing house and hardscape make up the existing impervious area located on the project site which is approximately 4,172 square feet. The peak storm water run-off was calculated using the rational method equation (Q=CiA). The precipitation volume of 2.50 inches was used for design consideration according to the San Diego County 100yr 6hr Isopluvial Map. A 6.59 in/hr intensity was determined from the San Diego County Hydrology Manual Figure 3-1 assuming the minimum allowable time of concentration of 5 minutes because the site is relatively small. This resulted in a peak pre-project run- off of Q= 1.29 CFS using a weighted runoff coefficient of 0.42 based on the existing impervious area and soil type “C”. Proposed Conditions The project proposes to construct a new single-family residence, pool cabana, and workshop. The project also proposes landscaped areas to minimize the proposed impervious footprint. The total impervious area of the proposed developed site is 14,585 square feet. The proposed impervious areas will include concrete walkways, driveway areas, patios, covered terraces, and roof tops. The pervious areas will include landscaped areas and biofiltration planter areas. Site grading along with drainage improvements, such as brow ditches, catch basins, and storm drain pipes will also be constructed. All stormwater runoff from the project site is ultimately routed to one Point of Compliance (POC-1) in the northeast corner of the site. The outlet point will have multiple discharge locations and rip rap intended to disperse the storm water and avoid erosion. The storm water will then continue in the northeast direction on the adjacent property in the same manner as the existing condition, ultimately ending up in the Agua Hedionda Lagoon. The project is not proposing to alter the existing flow pattern, instead will keep it the same by having runoff discharge at multiple points with rip rap for energy dispersion. The post project peak un-detained runoff flow was calculated to be 2.25 CFS using the Rational Method Q=CiA and a weighted runoff coefficient of 0.71 based on 72% impervious area and soil type “C”. DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 The post project condition has been delineated by 6 drainage areas (PR-1 through PR-6) to model the post project condition. Prior to discharging from the project site at POC-1, developed site runoff is drained to a series of BMPs including three (3) biofiltration ponds, a pre-treatment chamber, two (2) infiltration drywells, and a pipe storage tank. All BMPs have been designed for storm water treatment, hydromodification management, and flow control in the form of volume reduction and peak flow attenuation. PR-1 is draining to Biofiltration BMP 1 and then gravity draining via storm drain to POC-1, PR-2 is draining to Biofiltration BMP 2 and then gravity draining via storm drain to POC-1, PR-3 is draining to Biofiltration BMP 3 and then gravity draining via storm drain to POC-1, PR-4 is draining to a series of one (1) pre-treatment BMP-4 into two (2) Infiltration Dry-Wells BMP- 5 into a Pipe Storage Tank BMP-6, and then will be pumped into a gravity storage tank that has the same volume and orifice connection as the pipe storage tank outlet well which outlets via gravity through an orifice into the flow spreader at POC-1. PR-5 is a self-mitigating area and consists of only landscaped areas that drains directly offsite and meets all characteristics listed in section 5.2.1 of the Carlsbad BMP Design Manual. PR-6 is a De-Minimis area that drains directly offsite. The drainage areas have been delineated based on onsite drainage patterns and proposed BMP locations. All roof runoff and on-site storm water runoff (excluding the proposed driveway) will be directed to the Biofiltration planter(s) which all gravity drain to POC-1. Each biofiltration BMP has been designed with restrictor plates on the outlet of the detention structure to restrict post-project flows to meet Hydromodification Management criteria. Each detention outlet control structure also has an overflow riser built into it. The entire proposed driveway (PR-4) is designed to drain to a series of BMPs to handle all water quantity, quality, and hydromodification requirements. The entire drainage area will be routed via sheet flow and curb inlets to a landscaped area. From there it is routed via storm drain to a pre- treatment BMP-4, which is responsible for mitigating debris, sediment, and hydrocarbons from stormwater runoff. Silt and heavy particles will settle at the bottom and then the system is drained as water rises under the debris shield and spills into the top of the overflow pipe, conveying clean water to the dry well vertical pits. The type of pre-treatment BMP is a CDS hydrodynamic separator, manufactured by Contech. The CDS unit has a certification for “pre-treatment” based on 50 percent removal of TSS, which provides moderate levels of pre-treatment according to the Washington State Technology Acceptance Protocol-Ecology (TAPE). The CDS unit is considered an “offline BMP”. The diversion flow rate for the offline BMP has been sized to convey the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inches per hour. The pre-treatment BMP-4 is routed via storm pipe to two (2) infiltration dry wells BMP-5, which are located beneath the driveway near the garage entrance for the Main residence. The drywells are responsible for handling water quality requirements for PR-4. Each Drywell is 4-ft in diameter and has a total depth of 24 feet including a 2-foot cap depth/settling chamber at the top for overflow storage purposes. The bottom 22 feet of the dry wells have a 3’ diameter gravity-fed pit, lined with 4” thick concrete perforated casing, and is backfilled with gravel on the outside for a total diameter of 4 feet. Flows will enter the drywells and infiltrate through the bottom and side walls of the facilities. The overflow outlets have been constructed at the bottom of the top 2-foot overflow chambers, such that peak flows can be safely discharged to the receiving Pipe Storage Tank with an HMP orifice (BMP-6). DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 The downstream Pipe Storage Tank was adequately sized to handle water quantity and hydromodification requirements for PR-4. The tank is located under the proposed driveway and is designed to be a 40-foot long, 42” diameter pipe. The end of the storage tank is designed with a restrictor plate on the outlet of the detention structure to restrict post-project flows to meet Hydromodification Management criteria. It also has an overflow weir for peak flow conditions. Note that the 100-yr storm depth elevation is below this weir elevation. Therefore, the weir only exists as an overflow/ system failure structure and has thus not been modeled in this system. The 100-yr storm is completely controlled either by the infiltration well storage or outlet through the orifice within the storage tank. The controlled flow from the storage tank will then be routed to an underground stormwater pump station and a series of pumps that will be designed to adequately pump stormwater up to an above ground enclosed stormwater detention area with a similar HMP outlet orifice to the underground pipe storage tank BMP-6 to control the pumps flow rate out and will ultimately discharge into the riprap energy dissipation area or POC-1. Note that detention area exceeds the volume in the outlet bay of the pipe storage tank. Therefore, the pump design has no effect on peak flows and flows will still be controlled by the orifice outlet within this storage tank. 2. METHODOLOGY The proposed project has been analyzed to determine the peak runoff flow for 100-year, 6-hour rainfall event using the Rational Method per the San Diego County Hydrology Manual, dated June 2003. The Runoff Coefficient, C, for the existing and proposed conditions, was taken from Table 3-1 on page 3-6 in the San Diego Hydrology Manual for the appropriate soil type and percent imperviousness for the site. The time of concentration for all existing and proposed drainage areas were calculated and using the minimum TC of 5 min yielded an intensity of 6.59 inches per hour from using the equation on Figure 3-1. 2.1 Rational Method As mentioned above, runoff from the project site was calculated for the 100-year storm events. Runoff was calculated using the Rational Method which is given by the following equation: Q = C x I x A Where: Q = Flow rate in cubic feet per second (cfs) C = Runoff coefficient I = Rainfall Intensity in inches per hour (in/hr) A = Drainage basin area in acres, (ac) 2.2 Runoff Coefficient The Runoff Coefficient, C, for the existing and proposed conditions, was taken from Table 3-1 on page 3- 6 in the San Diego Hydrology Manual for soil type C and percent imperviousness of 21% in the pre-project condition and 72% in the post-project condition. As justification, the runoff coefficient was also calculated using the runoff coefficient formula from Section 3.1.2, as well as the C values from Table 3-1 on page 3- 6 in the San Diego Hydrology Manual, which yielded the same value. The runoff coefficient is based on the actual impervious percentage which is calculated to be 20% in the pre-project and 72% in the post- project conditions. Using a 21% imperviousness yields a weighted runoff coefficient of 0.42 for the pre- project condition and a 72% imperviousness yields a weighted runoff coefficient of 0.71 for the post-project conditions in Soil Type C. Refer to section 3.1.2 in the San Diego County Hydrology Manual. DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 2.3 Rainfall Intensity Rainfall intensity was determined using the Rainfall Intensity Duration Frequency Curves from Figure 3-1 in the San Diego County Hydrology Manual, dated June 2003. Based on a minimum 5-minute time of concentration, after calculation determined Tc to be lower, an intensity of 6.59 inches per hour was used. 2.4 Tributary Areas Drainage basins are delineated in the Post-Project Hydrology Exhibit in Appendix 1 and graphically portray the tributary area for each drainage basin. DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 3. CALCULATIONS/RESULTS 3.1 Pre & Post Development Peak Flow Comparison Below are a series of tables which summarize the calculations provided in the Appendix of this report. SITE IMPERVIOUS AREA COMPOSITION TOTAL IMPERVIOUS AREA (ACRES) TOTAL PERVIOUS AREA (ACRES) TOTAL PROJECT AREA (ACRES) % IMPERVIOUS SURFACES RUNOFF COEFFICIENT “C” Existing 0.10 0.37 0.46 21% 0.42 Proposed 0.33 0.13 0.46 72% 0.71 Table 1. Runoff Coefficient “C” Comparison The table above shows the runoff coefficient, “C”, for the existing and proposed conditions. EXISTING DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) RUNOFF COEFFICIENT (C) Q100 (CFS) I100 (IN/HR) EX-1 0.46 0.42 1.29 6.59 Table 2. Existing Condition Peak Drainage Flow Rates Table 2 above lists the peak flow rate for the project site in the existing condition for the respective rainfall event. Table 3. Proposed Unmitigated Condition Peak Drainage Flow Rates UNMITIGATED PROPOSED DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) RUNOFF COEFFICIENT (C) Q100 (CFS) I100 (IN/HR) PR-1 0.095 0.67 0.42 6.59 PR-2 0.139 0.77 0.71 6.59 PR-3 0.109 0.65 0.47 6.59 PR-4 0.104 0.90 0.62 6.59 PR-5 0.014 0.30 0.03 6.59 PR-6 0.0006 0.90 0.003 6.59 Total 0.46 0.71 2.25 6.59 DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 The table above lists the peak flow rates for the project site for the proposed condition for the respective rainfall events. Table 4. Peak Drainage Flow Rates Comparison PEAK DRAINAGE FLOW COMPARISON CONDITION DRAINAGE AREA (ACRES) Q100 (CFS) V100 (CU-FT) C Existing 0.46 1.19 1,763 0.42 Proposed 0.46 2.25 3,083 0.71 Table 4 above shows a comparison between the peak flow rates and precipitation volume for the proposed condition and the existing condition. As shown in Table 4, the project increases the peak runoff rate and runoff volume for the design storms analyzed when comparing the pre-project condition to the post-project condition because the proposed development increases impervious area. 3.2 Detention The project proposes an increase in total impervious area therefore an increase in peak runoff is anticipated. The pre-project and post post-project volumes were calculated to show the proposed increase in runoff volume. The volume detained by the biofiltration basin ponding section, infiltration drywells, and pipe storage tank is greater than the proposed increase in runoff volume, therefore adequate detention is provided and as a result the post project runoff peak will be less than the pre-project condition because the proposed BMPs will provide sufficient detention. See Table 5 for peak flow comparison and the HYDROCAD detention calculations in Appendix 1. Table 5. Unmitigated vs. Mitigated Peak Flow Comparison DRAINAGE FLOW COMPARISON CONDITION DRAINAGE AREA (ACRES) Q100 (CFS) C Existing 0.46 1.29 0.42 Proposed 0.46 2.25 0.71 Mitigated 0.46 0.50 0.71 DRAINAGE STUDY – TIMM RESIDENCE DECEMBER 2023 Table 6. Proposed Condition Mitigated Peak Drainage Flow Rates MITIGATED PROPOSED DRAINAGE FLOWS DRAINAGE AREA DRAINAGE AREA (ACRES) RUNOFF COEFFICIENT (C) Q100 (CFS) I100 (IN/HR) PR-1 0.095 0.67 0.002 6.59 PR-2 0.139 0.77 0.033 6.59 PR-3 0.109 0.65 0.259 6.59 PR-4 0.104 0.90 0.005 6.59 PR-5 0.014 0.30 0.03 6.59 PR-6 0.0006 0.90 0.003 6.59 Total 0.46 0.71 0.332 6.59 3.3 Storm Water Quality The project’s runoff will be treated for storm water quality by site design and source control measures. The project proposes more than 10,000 square feet of impervious surface therefore the project is classified as a “Priority” Development project according to the Storm Water Standards Questionnaire (E-34) therefore, permanent treatment control BMPs are proposed, and a Storm Water Quality Management Plan has been prepared. Low Impact Design was implemented by locating pervious areas where feasible to minimize the impervious footprint and to direct storm water runoff towards pervious areas before leaving the site. 4. CONCLUSION As discussed previously, the proposed project’s peak runoff flow and volume increase is mitigated by the proposed infiltration drywells, pipe storage tank, and biofiltration basins ponding and storage depths capturing the additional volume, therefore, the project will not negatively affect downstream facilities via flow control in the form of volume reduction and peak flow attenuation. Also, the project does not negatively impact adjacent properties. It is my professional opinion that the storm drain systems as proposed in this report and on the grading plans herein is adequate to intercept, contain and convey Q100 and will not create negative impacts to the downstream system. DRAINAGE STUDY – TIMM RESIDENCE JANUARY 2023 APPENDIX 1 PRE-PROJECT & POST-PROJECT HYDROLGY CALCULATIONS HYDROCAD SOFTWARE 314 Date Avenue J-3811 8/31/2023 Drainage Area Area Description Total Area (Ac) Total Area (sq-ft) Total Impervious Area (Sq-Ft) % Impervious % Pervious Weighted Runoff Coefficient Peak Runoff Q: (CFS) Peak Runoff Volume: (cu-ft) EX-1 Existing Residential 0.463 20153 4172 21%79%0.42 1.29 1763 BMP Location Basin Description Total Area (Ac) Total Area (sq-ft) Total Impervious Area (Sq-Ft) % Impervious % Pervious Weighted Runoff Coefficient Peak Runoff Q: (CFS) Peak Runoff Volume: (cu-ft) PR-1 Biofiltration BMP 1 0.095 4146 2553 62% 38%0.67 0.42 578 PR-2 Biofiltration BMP 2 0.139 6069 4708 78% 22%0.77 0.71 968 PR-3 Biofiltration BMP 3 0.109 4760 2777 58% 42%0.65 0.47 645 PR-4 Infiltration Drywell 0.104 4522 4522 100% 0%0.90 0.62 848 PR-5 Self Mitigating Area 0.014 631 0 0% 100%0.30 0.03 39 PR-6 De-Minimis 0.0006 25 25 100% 0%0.90 0.00 5 Totals:0.46 20153 14585 72%28%0.71 2.25 3083 Note: 1 Intensity:6.59 in/hr 0.90 Precip:2.50 in 0.30Pervious Coefficient 100 YR ON-SITE PRE-PROJECT HYDROLOGY 100 YR ON-SITE POST-PROJECT HYDROLOGY 100 Yr Storm at 5 Min TC Runoff Coefficient Impervious J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\SWQMP\3811_WQ-CALCS - 1.6.23 BMP 1 BMP 1 BMP-2 BMP-2 BMP-3 BMP-3 BMP-5 BMP-5 BMP-6 BMP-6 PR-1 PR-1 PR-2 PR-2 PR-3 PR-3 PR-4 PR-4 Routing Diagram for DATE_AVE_1.6.23 Prepared by {enter your company name here}, Printed 12/7/2023 HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Subcat Reach Pond Link DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 BMP 1 40.30 40.25 5.0 0.0100 0.010 0.0 4.0 0.0 2 BMP-2 40.50 40.25 41.3 0.0061 0.010 0.0 4.0 0.0 3 BMP-3 41.33 40.25 202.0 0.0053 0.010 0.0 4.0 0.0 4 BMP-5 32.00 31.50 36.0 0.0139 0.010 0.0 6.0 0.0 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind method - Pond routing by Stor-Ind method Peak Elev=43.49' Storage=243.73 cf Inflow=0.409 cfs 245.75 cfPond BMP 1: BMP 1 Outflow=0.002 cfs 127.21 cf Peak Elev=44.39' Storage=455.81 cf Inflow=0.691 cfs 572.80 cfPond BMP-2: BMP-2 Discarded=0.029 cfs 516.54 cf Primary=0.005 cfs 56.26 cf Outflow=0.033 cfs 572.80 cf Peak Elev=44.82' Storage=212.91 cf Inflow=0.457 cfs 290.82 cfPond BMP-3: BMP-3 Discarded=0.014 cfs 208.21 cf Primary=0.245 cfs 82.62 cf Outflow=0.259 cfs 290.82 cf Peak Elev=32.21' Storage=351.72 cf Inflow=0.604 cfs 485.80 cfPond BMP-5: BMP-5 Discarded=0.003 cfs 171.63 cf Primary=0.406 cfs 134.92 cf Outflow=0.410 cfs 306.54 cf Peak Elev=31.30' Storage=130.23 cf Inflow=0.406 cfs 134.92 cfPond BMP-6: BMP-6 Outflow=0.005 cfs 134.92 cf DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 1 - bmp 1.csv Inflow=0.409 cfs 245.75 cfLink Primary=0.409 cfs 245.75 cf DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 2 - bmp 2.csv Inflow=0.691 cfs 572.80 cfLink Primary=0.691 cfs 572.80 cf DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 3 - bmp 3.csv Inflow=0.457 cfs 290.82 cfLink Primary=0.457 cfs 290.82 cf DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 4 - bmp 4 drywell.csv Inflow=0.604 cfs 485.80 cfLink Primary=0.604 cfs 485.80 cf Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Pond BMP 1: BMP 1 Inflow = 0.409 cfs @ 4.08 hrs, Volume=245.75 cf Outflow = 0.002 cfs @ 4.25 hrs, Volume=127.21 cf, Atten= 100%, Lag= 10.2 min Primary = 0.002 cfs @ 4.25 hrs, Volume=127.21 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 43.49' @ 4.25 hrs Surf.Area= 226 sf Storage= 243.73 cf Plug-Flow detention time= 584.0 min calculated for 127.16 cf (52% of inflow) Center-of-Mass det. time= 579.5 min ( 821.5 - 242.0 ) Volume Invert Avail.Storage Storage Description #1 40.30'706.83 cf Biofiltration Basin (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 40.30 211 0.0 0.00 0.00 41.05 211 40.0 63.30 63.30 43.05 211 20.0 84.40 147.70 45.30 286 100.0 559.13 706.83 Device Routing Invert Outlet Devices #1 Primary 40.30'4.0" Round Culvert L= 5.0' Box, headwall w/3 rounded edges, Ke= 0.200 Inlet / Outlet Invert= 40.30' / 40.25' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #2 Device 1 40.30'0.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 44.80'12.0" x 12.0" Horiz. Overflow Riser C= 0.600 in 12.0" x 12.0" Grate (100% open area) Limited to weir flow at low heads #4 Device 2 40.30'5.000 in/hr Exfiltration over Surface area below 43.05' Primary OutFlow Max=0.002 cfs @ 4.25 hrs HW=43.49' (Free Discharge) 1=Culvert (Passes 0.002 cfs of 0.913 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.002 cfs @ 8.59 fps) 4=Exfiltration (Passes 0.002 cfs of 0.024 cfs potential flow) 3=Overflow Riser ( Controls 0.000 cfs) Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP 1: BMP 1 Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=43.49' Storage=243.73 cf 0.409 cfs 0.002 cfs Pond BMP 1: BMP 1 Primary Stage-Discharge Discharge (cfs) 10 El e v a t i o n ( f e e t ) 45 44 43 42 41 Culvert + Orifice/Grate + Exfiltration Overflow Riser Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP 1: BMP 1 Surface Storage Stage-Area-Storage Storage (cubic-feet) 700650600550500450400350300250200150100500 Surface/Horizontal/Wetted Area (sq-ft) 280260240220200180160140120100806040200 El e v a t i o n ( f e e t ) 45 44 43 42 41 Biofiltration Basin Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond BMP 1: BMP 1 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.000 0.00 40.30 0.000 0.50 0.000 0.00 40.30 0.000 1.00 0.000 0.00 40.30 0.000 1.50 0.000 0.00 40.30 0.000 2.00 0.000 0.00 40.30 0.000 2.50 0.000 0.00 40.30 0.000 3.00 0.000 0.00 40.30 0.000 3.50 0.000 0.00 40.30 0.000 4.00 0.100 74.45 41.31 0.001 4.50 0.000 242.04 43.48 0.002 5.00 0.000 238.68 43.47 0.002 5.50 0.000 235.32 43.45 0.002 6.00 0.000 231.97 43.44 0.002 6.50 0.000 228.63 43.42 0.002 7.00 0.000 225.30 43.41 0.002 7.50 0.000 221.98 43.39 0.002 8.00 0.000 218.66 43.38 0.002 8.50 0.000 215.35 43.36 0.002 9.00 0.000 212.05 43.35 0.002 9.50 0.000 208.76 43.33 0.002 10.00 0.000 205.47 43.32 0.002 10.50 0.000 202.20 43.30 0.002 11.00 0.000 198.93 43.29 0.002 11.50 0.000 195.67 43.27 0.002 12.00 0.000 192.42 43.26 0.002 12.50 0.000 189.17 43.24 0.002 13.00 0.000 185.94 43.23 0.002 13.50 0.000 182.71 43.21 0.002 14.00 0.000 179.49 43.20 0.002 14.50 0.000 176.28 43.18 0.002 15.00 0.000 173.08 43.17 0.002 15.50 0.000 169.89 43.15 0.002 16.00 0.000 166.70 43.14 0.002 16.50 0.000 163.52 43.12 0.002 17.00 0.000 160.35 43.11 0.002 17.50 0.000 157.19 43.09 0.002 18.00 0.000 154.04 43.08 0.002 18.50 0.000 150.90 43.07 0.002 19.00 0.000 147.76 43.05 0.002 19.50 0.000 144.65 42.98 0.002 20.00 0.000 141.58 42.91 0.002 20.50 0.000 138.56 42.83 0.002 21.00 0.000 135.57 42.76 0.002 21.50 0.000 132.63 42.69 0.002 22.00 0.000 129.73 42.62 0.002 22.50 0.000 126.88 42.56 0.002 23.00 0.000 124.06 42.49 0.002 23.50 0.000 121.29 42.42 0.002 24.00 0.000 118.56 42.36 0.002 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Discharge for Pond BMP 1: BMP 1 Elevation (feet) Primary (cfs) 40.30 0.000 40.35 0.000 40.40 0.000 40.45 0.000 40.50 0.000 40.55 0.001 40.60 0.001 40.65 0.001 40.70 0.001 40.75 0.001 40.80 0.001 40.85 0.001 40.90 0.001 40.95 0.001 41.00 0.001 41.05 0.001 41.10 0.001 41.15 0.001 41.20 0.001 41.25 0.001 41.30 0.001 41.35 0.001 41.40 0.001 41.45 0.001 41.50 0.001 41.55 0.001 41.60 0.001 41.65 0.001 41.70 0.001 41.75 0.001 41.80 0.001 41.85 0.001 41.90 0.001 41.95 0.001 42.00 0.001 42.05 0.001 42.10 0.001 42.15 0.001 42.20 0.001 42.25 0.001 42.30 0.001 42.35 0.002 42.40 0.002 42.45 0.002 42.50 0.002 42.55 0.002 42.60 0.002 42.65 0.002 42.70 0.002 42.75 0.002 42.80 0.002 42.85 0.002 Elevation (feet) Primary (cfs) 42.90 0.002 42.95 0.002 43.00 0.002 43.05 0.002 43.10 0.002 43.15 0.002 43.20 0.002 43.25 0.002 43.30 0.002 43.35 0.002 43.40 0.002 43.45 0.002 43.50 0.002 43.55 0.002 43.60 0.002 43.65 0.002 43.70 0.002 43.75 0.002 43.80 0.002 43.85 0.002 43.90 0.002 43.95 0.002 44.00 0.002 44.05 0.002 44.10 0.002 44.15 0.002 44.20 0.002 44.25 0.002 44.30 0.002 44.35 0.002 44.40 0.002 44.45 0.002 44.50 0.002 44.55 0.002 44.60 0.002 44.65 0.002 44.70 0.002 44.75 0.002 44.80 0.002 44.85 0.148 44.90 0.416 44.95 0.762 45.00 1.118 45.05 1.124 45.10 1.131 45.15 1.137 45.20 1.143 45.25 1.149 45.30 1.155 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond BMP 1: BMP 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 40.30 211 0.00 40.35 211 4.22 40.40 211 8.44 40.45 211 12.66 40.50 211 16.88 40.55 211 21.10 40.60 211 25.32 40.65 211 29.54 40.70 211 33.76 40.75 211 37.98 40.80 211 42.20 40.85 211 46.42 40.90 211 50.64 40.95 211 54.86 41.00 211 59.08 41.05 211 63.30 41.10 211 65.41 41.15 211 67.52 41.20 211 69.63 41.25 211 71.74 41.30 211 73.85 41.35 211 75.96 41.40 211 78.07 41.45 211 80.18 41.50 211 82.29 41.55 211 84.40 41.60 211 86.51 41.65 211 88.62 41.70 211 90.73 41.75 211 92.84 41.80 211 94.95 41.85 211 97.06 41.90 211 99.17 41.95 211 101.28 42.00 211 103.39 42.05 211 105.50 42.10 211 107.61 42.15 211 109.72 42.20 211 111.83 42.25 211 113.94 42.30 211 116.05 42.35 211 118.16 42.40 211 120.27 42.45 211 122.38 42.50 211 124.49 42.55 211 126.60 42.60 211 128.71 42.65 211 130.82 42.70 211 132.93 42.75 211 135.04 42.80 211 137.15 42.85 211 139.26 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 42.90 211 141.37 42.95 211 143.48 43.00 211 145.59 43.05 211 147.70 43.10 213 158.29 43.15 214 168.97 43.20 216 179.72 43.25 218 190.57 43.30 219 201.49 43.35 221 212.50 43.40 223 223.59 43.45 224 234.77 43.50 226 246.03 43.55 228 257.37 43.60 229 268.79 43.65 231 280.30 43.70 233 291.89 43.75 234 303.57 43.80 236 315.33 43.85 238 327.17 43.90 239 339.09 43.95 241 351.10 44.00 243 363.19 44.05 244 375.37 44.10 246 387.62 44.15 248 399.97 44.20 249 412.39 44.25 251 424.90 44.30 253 437.49 44.35 254 450.17 44.40 256 462.93 44.45 258 475.77 44.50 259 488.69 44.55 261 501.70 44.60 263 514.79 44.65 264 527.97 44.70 266 541.22 44.75 268 554.57 44.80 269 567.99 44.85 271 581.50 44.90 273 595.09 44.95 274 608.77 45.00 276 622.53 45.05 278 636.37 45.10 279 650.29 45.15 281 664.30 45.20 283 678.39 45.25 284 692.57 45.30 286 706.83 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 36HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Link PR-1: PR-1 Inflow = 0.409 cfs @ 4.08 hrs, Volume=245.75 cf Primary = 0.409 cfs @ 4.08 hrs, Volume=245.75 cf, Atten= 0%, Lag= 0.0 min Routed to Pond BMP 1 : BMP 1 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 1 - bmp 1.csv Link PR-1: PR-1 Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 DISCHARGEImported fromJ:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 1 - bmp 1.csv 0.409 cfs 0.409 cfs Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 37HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Link PR-1: PR-1 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.000 0.00 0.000 0.50 0.000 0.00 0.000 1.00 0.000 0.00 0.000 1.50 0.000 0.00 0.000 2.00 0.000 0.00 0.000 2.50 0.000 0.00 0.000 3.00 0.000 0.00 0.000 3.50 0.000 0.00 0.000 4.00 0.100 0.00 0.100 4.50 0.000 0.00 0.000 5.00 0.000 0.00 0.000 5.50 0.000 0.00 0.000 6.00 0.000 0.00 0.000 6.50 0.000 0.00 0.000 7.00 0.000 0.00 0.000 7.50 0.000 0.00 0.000 8.00 0.000 0.00 0.000 8.50 0.000 0.00 0.000 9.00 0.000 0.00 0.000 9.50 0.000 0.00 0.000 10.00 0.000 0.00 0.000 10.50 0.000 0.00 0.000 11.00 0.000 0.00 0.000 11.50 0.000 0.00 0.000 12.00 0.000 0.00 0.000 12.50 0.000 0.00 0.000 13.00 0.000 0.00 0.000 13.50 0.000 0.00 0.000 14.00 0.000 0.00 0.000 14.50 0.000 0.00 0.000 15.00 0.000 0.00 0.000 15.50 0.000 0.00 0.000 16.00 0.000 0.00 0.000 16.50 0.000 0.00 0.000 17.00 0.000 0.00 0.000 17.50 0.000 0.00 0.000 18.00 0.000 0.00 0.000 18.50 0.000 0.00 0.000 19.00 0.000 0.00 0.000 19.50 0.000 0.00 0.000 20.00 0.000 0.00 0.000 20.50 0.000 0.00 0.000 21.00 0.000 0.00 0.000 21.50 0.000 0.00 0.000 22.00 0.000 0.00 0.000 22.50 0.000 0.00 0.000 23.00 0.000 0.00 0.000 23.50 0.000 0.00 0.000 24.00 0.000 0.00 0.000 PR-1 RICKRAT HYDRO INPUT TIME (MIN) DISCHARGE (CFS) 0 0 5 0 10 0 15 0 20 0 25 0 30 0 35 0 40 0 45 0 50 0 55 0 60 0 65 0 70 0 75 0 80 0 85 0 90 0 95 0 100 0 105 0 110 0 115 0 120 0 125 0 130 0 135 0 140 0 145 0 150 0 155 0 160 0 165 0 170 0 175 0 180 0 185 0 190 0 195 0 200 0 205 0 210 0 215 0 220 0 225 0 230 0.1 235 0.1 240 0.1 245 0.42 250 0.1 255 0 260 0 265 0 270 0 275 0 280 0 285 0 290 0 295 0 300 0 305 0 310 0 315 0 320 0 325 0 330 0 335 0 340 0 345 0 350 0 355 0 360 0 365 0 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Pond BMP-2: BMP-2 Inflow = 0.691 cfs @ 4.08 hrs, Volume=572.80 cf Outflow = 0.033 cfs @ 4.39 hrs, Volume=572.80 cf, Atten= 95%, Lag= 18.4 min Discarded = 0.029 cfs @ 3.40 hrs, Volume=516.54 cf Primary = 0.005 cfs @ 4.39 hrs, Volume=56.26 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 44.39' @ 4.39 hrs Surf.Area= 248 sf Storage= 455.81 cf Plug-Flow detention time= 113.7 min calculated for 572.56 cf (100% of inflow) Center-of-Mass det. time= 113.8 min ( 350.6 - 236.9 ) Volume Invert Avail.Storage Storage Description #1 40.50'731.60 cf Biofiltration Basin (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 40.50 248 0.0 0.00 0.00 41.25 248 40.0 74.40 74.40 43.25 248 20.0 99.20 173.60 45.50 248 100.0 558.00 731.60 Device Routing Invert Outlet Devices #1 Primary 40.50'4.0" Round Culvert L= 41.3' Box, headwall w/3 rounded edges, Ke= 0.200 Inlet / Outlet Invert= 40.50' / 40.25' S= 0.0061 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #2 Device 1 40.75'0.3" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 45.25'12.0" x 12.0" Horiz. Overflow Riser C= 0.600 in 12.0" x 12.0" Grate (100% open area) Limited to weir flow at low heads #4 Discarded 40.50'5.000 in/hr Exfiltration over Surface area below 43.25' Discarded OutFlow Max=0.029 cfs @ 3.40 hrs HW=40.57' (Free Discharge) 4=Exfiltration (Exfiltration Controls 0.029 cfs) Primary OutFlow Max=0.005 cfs @ 4.39 hrs HW=44.39' (Free Discharge) 1=Culvert (Passes 0.005 cfs of 0.643 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.005 cfs @ 9.17 fps) 3=Overflow Riser ( Controls 0.000 cfs) Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP-2: BMP-2 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=44.39' Storage=455.81 cf 0.691 cfs 0.033 cfs 0.029 cfs 0.005 cfs Pond BMP-2: BMP-2 Total Discarded Primary Stage-Discharge Discharge (cfs) 0.750.70.650.60.550.50.450.40.350.30.250.20.150.10.050 El e v a t i o n ( f e e t ) 45 44 43 42 41 Exfiltration Culvert Orifice/Grate Overflow Riser Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP-2: BMP-2 Surface Storage Stage-Area-Storage Storage (cubic-feet) 700650600550500450400350300250200150100500 Surface/Horizontal/Wetted Area (sq-ft) 2402302202102001901801701601501401301201101009080706050403020100 El e v a t i o n ( f e e t ) 45 44 43 42 41 Biofiltration Basin Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond BMP-2: BMP-2 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.000 0.00 40.50 0.000 0.000 0.000 0.50 0.000 0.00 40.50 0.000 0.000 0.000 1.00 0.000 0.00 40.50 0.000 0.000 0.000 1.50 0.000 0.00 40.50 0.000 0.000 0.000 2.00 0.000 0.00 40.50 0.000 0.000 0.000 2.50 0.000 0.00 40.50 0.000 0.000 0.000 3.00 0.000 0.00 40.50 0.000 0.000 0.000 3.50 0.100 31.49 40.82 0.029 0.029 0.001 4.00 0.200 170.95 43.20 0.032 0.029 0.004 4.50 0.000 444.25 44.34 0.033 0.029 0.004 5.00 0.000 384.67 44.10 0.033 0.029 0.004 5.50 0.000 325.37 43.86 0.033 0.029 0.004 6.00 0.000 266.36 43.62 0.033 0.029 0.004 6.50 0.000 207.65 43.39 0.033 0.029 0.004 7.00 0.000 149.36 42.76 0.032 0.029 0.003 7.50 0.000 92.65 41.62 0.031 0.029 0.002 8.00 0.000 38.29 40.89 0.030 0.029 0.001 8.50 0.000 0.12 40.50 0.001 0.001 0.000 9.00 0.000 0.00 40.50 0.000 0.000 0.000 9.50 0.000 0.00 40.50 0.000 0.000 0.000 10.00 0.000 0.00 40.50 0.000 0.000 0.000 10.50 0.000 0.00 40.50 0.000 0.000 0.000 11.00 0.000 0.00 40.50 0.000 0.000 0.000 11.50 0.000 0.00 40.50 0.000 0.000 0.000 12.00 0.000 0.00 40.50 0.000 0.000 0.000 12.50 0.000 0.00 40.50 0.000 0.000 0.000 13.00 0.000 0.00 40.50 0.000 0.000 0.000 13.50 0.000 0.00 40.50 0.000 0.000 0.000 14.00 0.000 0.00 40.50 0.000 0.000 0.000 14.50 0.000 0.00 40.50 0.000 0.000 0.000 15.00 0.000 0.00 40.50 0.000 0.000 0.000 15.50 0.000 0.00 40.50 0.000 0.000 0.000 16.00 0.000 0.00 40.50 0.000 0.000 0.000 16.50 0.000 0.00 40.50 0.000 0.000 0.000 17.00 0.000 0.00 40.50 0.000 0.000 0.000 17.50 0.000 0.00 40.50 0.000 0.000 0.000 18.00 0.000 0.00 40.50 0.000 0.000 0.000 18.50 0.000 0.00 40.50 0.000 0.000 0.000 19.00 0.000 0.00 40.50 0.000 0.000 0.000 19.50 0.000 0.00 40.50 0.000 0.000 0.000 20.00 0.000 0.00 40.50 0.000 0.000 0.000 20.50 0.000 0.00 40.50 0.000 0.000 0.000 21.00 0.000 0.00 40.50 0.000 0.000 0.000 21.50 0.000 0.00 40.50 0.000 0.000 0.000 22.00 0.000 0.00 40.50 0.000 0.000 0.000 22.50 0.000 0.00 40.50 0.000 0.000 0.000 23.00 0.000 0.00 40.50 0.000 0.000 0.000 23.50 0.000 0.00 40.50 0.000 0.000 0.000 24.00 0.000 0.00 40.50 0.000 0.000 0.000 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Discharge for Pond BMP-2: BMP-2 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 40.50 0.000 0.000 0.000 40.55 0.029 0.029 0.000 40.60 0.029 0.029 0.000 40.65 0.029 0.029 0.000 40.70 0.029 0.029 0.000 40.75 0.029 0.029 0.000 40.80 0.029 0.029 0.000 40.85 0.029 0.029 0.001 40.90 0.030 0.029 0.001 40.95 0.030 0.029 0.001 41.00 0.030 0.029 0.001 41.05 0.030 0.029 0.001 41.10 0.030 0.029 0.001 41.15 0.030 0.029 0.001 41.20 0.030 0.029 0.002 41.25 0.030 0.029 0.002 41.30 0.030 0.029 0.002 41.35 0.031 0.029 0.002 41.40 0.031 0.029 0.002 41.45 0.031 0.029 0.002 41.50 0.031 0.029 0.002 41.55 0.031 0.029 0.002 41.60 0.031 0.029 0.002 41.65 0.031 0.029 0.002 41.70 0.031 0.029 0.002 41.75 0.031 0.029 0.002 41.80 0.031 0.029 0.002 41.85 0.031 0.029 0.002 41.90 0.031 0.029 0.003 41.95 0.031 0.029 0.003 42.00 0.031 0.029 0.003 42.05 0.031 0.029 0.003 42.10 0.031 0.029 0.003 42.15 0.031 0.029 0.003 42.20 0.032 0.029 0.003 42.25 0.032 0.029 0.003 42.30 0.032 0.029 0.003 42.35 0.032 0.029 0.003 42.40 0.032 0.029 0.003 42.45 0.032 0.029 0.003 42.50 0.032 0.029 0.003 42.55 0.032 0.029 0.003 42.60 0.032 0.029 0.003 42.65 0.032 0.029 0.003 42.70 0.032 0.029 0.003 42.75 0.032 0.029 0.003 42.80 0.032 0.029 0.003 42.85 0.032 0.029 0.003 42.90 0.032 0.029 0.003 42.95 0.032 0.029 0.003 43.00 0.032 0.029 0.004 43.05 0.032 0.029 0.004 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 43.10 0.032 0.029 0.004 43.15 0.032 0.029 0.004 43.20 0.032 0.029 0.004 43.25 0.032 0.029 0.004 43.30 0.032 0.029 0.004 43.35 0.033 0.029 0.004 43.40 0.033 0.029 0.004 43.45 0.033 0.029 0.004 43.50 0.033 0.029 0.004 43.55 0.033 0.029 0.004 43.60 0.033 0.029 0.004 43.65 0.033 0.029 0.004 43.70 0.033 0.029 0.004 43.75 0.033 0.029 0.004 43.80 0.033 0.029 0.004 43.85 0.033 0.029 0.004 43.90 0.033 0.029 0.004 43.95 0.033 0.029 0.004 44.00 0.033 0.029 0.004 44.05 0.033 0.029 0.004 44.10 0.033 0.029 0.004 44.15 0.033 0.029 0.004 44.20 0.033 0.029 0.004 44.25 0.033 0.029 0.004 44.30 0.033 0.029 0.004 44.35 0.033 0.029 0.004 44.40 0.033 0.029 0.005 44.45 0.033 0.029 0.005 44.50 0.033 0.029 0.005 44.55 0.033 0.029 0.005 44.60 0.033 0.029 0.005 44.65 0.033 0.029 0.005 44.70 0.033 0.029 0.005 44.75 0.033 0.029 0.005 44.80 0.033 0.029 0.005 44.85 0.033 0.029 0.005 44.90 0.034 0.029 0.005 44.95 0.034 0.029 0.005 45.00 0.034 0.029 0.005 45.05 0.034 0.029 0.005 45.10 0.034 0.029 0.005 45.15 0.034 0.029 0.005 45.20 0.034 0.029 0.005 45.25 0.034 0.029 0.005 45.30 0.180 0.029 0.151 45.35 0.447 0.029 0.419 45.40 0.752 0.029 0.723 45.45 0.755 0.029 0.727 45.50 0.759 0.029 0.731 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond BMP-2: BMP-2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 40.50 248 0.00 40.55 248 4.96 40.60 248 9.92 40.65 248 14.88 40.70 248 19.84 40.75 248 24.80 40.80 248 29.76 40.85 248 34.72 40.90 248 39.68 40.95 248 44.64 41.00 248 49.60 41.05 248 54.56 41.10 248 59.52 41.15 248 64.48 41.20 248 69.44 41.25 248 74.40 41.30 248 76.88 41.35 248 79.36 41.40 248 81.84 41.45 248 84.32 41.50 248 86.80 41.55 248 89.28 41.60 248 91.76 41.65 248 94.24 41.70 248 96.72 41.75 248 99.20 41.80 248 101.68 41.85 248 104.16 41.90 248 106.64 41.95 248 109.12 42.00 248 111.60 42.05 248 114.08 42.10 248 116.56 42.15 248 119.04 42.20 248 121.52 42.25 248 124.00 42.30 248 126.48 42.35 248 128.96 42.40 248 131.44 42.45 248 133.92 42.50 248 136.40 42.55 248 138.88 42.60 248 141.36 42.65 248 143.84 42.70 248 146.32 42.75 248 148.80 42.80 248 151.28 42.85 248 153.76 42.90 248 156.24 42.95 248 158.72 43.00 248 161.20 43.05 248 163.68 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 43.10 248 166.16 43.15 248 168.64 43.20 248 171.12 43.25 248 173.60 43.30 248 186.00 43.35 248 198.40 43.40 248 210.80 43.45 248 223.20 43.50 248 235.60 43.55 248 248.00 43.60 248 260.40 43.65 248 272.80 43.70 248 285.20 43.75 248 297.60 43.80 248 310.00 43.85 248 322.40 43.90 248 334.80 43.95 248 347.20 44.00 248 359.60 44.05 248 372.00 44.10 248 384.40 44.15 248 396.80 44.20 248 409.20 44.25 248 421.60 44.30 248 434.00 44.35 248 446.40 44.40 248 458.80 44.45 248 471.20 44.50 248 483.60 44.55 248 496.00 44.60 248 508.40 44.65 248 520.80 44.70 248 533.20 44.75 248 545.60 44.80 248 558.00 44.85 248 570.40 44.90 248 582.80 44.95 248 595.20 45.00 248 607.60 45.05 248 620.00 45.10 248 632.40 45.15 248 644.80 45.20 248 657.20 45.25 248 669.60 45.30 248 682.00 45.35 248 694.40 45.40 248 706.80 45.45 248 719.20 45.50 248 731.60 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 38HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Link PR-2: PR-2 Inflow = 0.691 cfs @ 4.08 hrs, Volume=572.80 cf Primary = 0.691 cfs @ 4.08 hrs, Volume=572.80 cf, Atten= 0%, Lag= 0.0 min Routed to Pond BMP-2 : BMP-2 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 2 - bmp 2.csv Link PR-2: PR-2 Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGEImported fromJ:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 2 - bmp 2.csv 0.691 cfs 0.691 cfs Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 39HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Link PR-2: PR-2 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.000 0.00 0.000 0.50 0.000 0.00 0.000 1.00 0.000 0.00 0.000 1.50 0.000 0.00 0.000 2.00 0.000 0.00 0.000 2.50 0.000 0.00 0.000 3.00 0.000 0.00 0.000 3.50 0.100 0.00 0.100 4.00 0.200 0.00 0.200 4.50 0.000 0.00 0.000 5.00 0.000 0.00 0.000 5.50 0.000 0.00 0.000 6.00 0.000 0.00 0.000 6.50 0.000 0.00 0.000 7.00 0.000 0.00 0.000 7.50 0.000 0.00 0.000 8.00 0.000 0.00 0.000 8.50 0.000 0.00 0.000 9.00 0.000 0.00 0.000 9.50 0.000 0.00 0.000 10.00 0.000 0.00 0.000 10.50 0.000 0.00 0.000 11.00 0.000 0.00 0.000 11.50 0.000 0.00 0.000 12.00 0.000 0.00 0.000 12.50 0.000 0.00 0.000 13.00 0.000 0.00 0.000 13.50 0.000 0.00 0.000 14.00 0.000 0.00 0.000 14.50 0.000 0.00 0.000 15.00 0.000 0.00 0.000 15.50 0.000 0.00 0.000 16.00 0.000 0.00 0.000 16.50 0.000 0.00 0.000 17.00 0.000 0.00 0.000 17.50 0.000 0.00 0.000 18.00 0.000 0.00 0.000 18.50 0.000 0.00 0.000 19.00 0.000 0.00 0.000 19.50 0.000 0.00 0.000 20.00 0.000 0.00 0.000 20.50 0.000 0.00 0.000 21.00 0.000 0.00 0.000 21.50 0.000 0.00 0.000 22.00 0.000 0.00 0.000 22.50 0.000 0.00 0.000 23.00 0.000 0.00 0.000 23.50 0.000 0.00 0.000 24.00 0.000 0.00 0.000 PR-2 RICKRAT HYDRO INPUT TIME (MIN) DISCHARGE (CFS) 0 0 5 0 10 0 15 0 20 0 25 0 30 0 35 0 40 0 45 0 50 0 55 0 60 0 65 0 70 0 75 0 80 0 85 0 90 0 95 0 100 0 105 0 110 0 115 0 120 0 125 0 130 0 135 0 140 0 145 0 150 0 155 0 160 0 165 0 170 0 175 0 180 0 185 0 190 0 195 0 200 0 205 0.1 210 0.1 215 0.1 220 0.1 225 0.1 230 0.1 235 0.1 240 0.2 245 0.71 250 0.1 255 0.1 260 0.1 265 0 270 0 275 0 280 0 285 0 290 0 295 0 300 0 305 0 310 0 315 0 320 0 325 0 330 0 335 0 340 0 345 0 350 0 355 0 360 0 365 0 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Pond BMP-3: BMP-3 Inflow = 0.457 cfs @ 4.08 hrs, Volume=290.82 cf Outflow = 0.259 cfs @ 4.13 hrs, Volume=290.82 cf, Atten= 43%, Lag= 3.0 min Discarded = 0.014 cfs @ 3.71 hrs, Volume=208.21 cf Primary = 0.245 cfs @ 4.13 hrs, Volume=82.62 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 44.82' @ 4.13 hrs Surf.Area= 203 sf Storage= 212.91 cf Plug-Flow detention time= 84.5 min calculated for 290.70 cf (100% of inflow) Center-of-Mass det. time= 84.6 min ( 325.0 - 240.4 ) Volume Invert Avail.Storage Storage Description #1 41.33'309.54 cf Biofiltration Basin (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet)(sq-ft) (%) (cubic-feet) (cubic-feet) 41.33 120 0.0 0.00 0.00 42.00 120 40.0 32.16 32.16 44.00 120 20.0 48.00 80.16 45.25 247 100.0 229.38 309.54 Device Routing Invert Outlet Devices #1 Primary 41.33'4.0" Round Culvert L= 202.0' Box, headwall w/3 rounded edges, Ke= 0.200 Inlet / Outlet Invert= 41.33' / 40.25' S= 0.0053 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #2 Device 1 41.33'0.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 44.75'12.0" x 12.0" Horiz. Overflow Riser C= 0.600 in 12.0" x 12.0" Grate (100% open area) Limited to weir flow at low heads #4 Discarded 41.33'5.000 in/hr Exfiltration over Surface area below 44.00' Discarded OutFlow Max=0.014 cfs @ 3.71 hrs HW=41.39' (Free Discharge) 4=Exfiltration (Exfiltration Controls 0.014 cfs) Primary OutFlow Max=0.244 cfs @ 4.13 hrs HW=44.82' (Free Discharge) 1=Culvert (Passes 0.244 cfs of 0.345 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.002 cfs @ 8.98 fps) 3=Overflow Riser (Weir Controls 0.242 cfs @ 0.86 fps) Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP-3: BMP-3 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=44.82' Storage=212.91 cf 0.457 cfs 0.259 cfs 0.014 cfs 0.245 cfs Pond BMP-3: BMP-3 Total Discarded Primary Stage-Discharge Discharge (cfs) 0.360.340.320.30.280.260.240.220.20.180.160.140.120.10.080.060.040.020 El e v a t i o n ( f e e t ) 45 44 43 42 Exfiltration Culvert + Orifice/Grate Overflow Riser Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP-3: BMP-3 Surface Storage Stage-Area-Storage Storage (cubic-feet) 300250200150100500 Surface/Horizontal/Wetted Area (sq-ft) 2402302202102001901801701601501401301201101009080706050403020100 El e v a t i o n ( f e e t ) 45 44 43 42 Biofiltration Basin Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond BMP-3: BMP-3 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.000 0.00 41.33 0.000 0.000 0.000 0.50 0.000 0.00 41.33 0.000 0.000 0.000 1.00 0.000 0.00 41.33 0.000 0.000 0.000 1.50 0.000 0.00 41.33 0.000 0.000 0.000 2.00 0.000 0.00 41.33 0.000 0.000 0.000 2.50 0.000 0.00 41.33 0.000 0.000 0.000 3.00 0.000 0.00 41.33 0.000 0.000 0.000 3.50 0.000 0.00 41.33 0.000 0.000 0.000 4.00 0.100 88.28 44.07 0.016 0.014 0.002 4.50 0.000 185.26 44.68 0.016 0.014 0.002 5.00 0.000 156.84 44.52 0.016 0.014 0.002 5.50 0.000 128.51 44.35 0.016 0.014 0.002 6.00 0.000 100.28 44.16 0.016 0.014 0.002 6.50 0.000 72.19 43.67 0.015 0.014 0.002 7.00 0.000 44.70 42.52 0.015 0.014 0.001 7.50 0.000 18.13 41.71 0.015 0.014 0.001 8.00 0.000 0.01 41.33 0.000 0.000 0.000 8.50 0.000 0.00 41.33 0.000 0.000 0.000 9.00 0.000 0.00 41.33 0.000 0.000 0.000 9.50 0.000 0.00 41.33 0.000 0.000 0.000 10.00 0.000 0.00 41.33 0.000 0.000 0.000 10.50 0.000 0.00 41.33 0.000 0.000 0.000 11.00 0.000 0.00 41.33 0.000 0.000 0.000 11.50 0.000 0.00 41.33 0.000 0.000 0.000 12.00 0.000 0.00 41.33 0.000 0.000 0.000 12.50 0.000 0.00 41.33 0.000 0.000 0.000 13.00 0.000 0.00 41.33 0.000 0.000 0.000 13.50 0.000 0.00 41.33 0.000 0.000 0.000 14.00 0.000 0.00 41.33 0.000 0.000 0.000 14.50 0.000 0.00 41.33 0.000 0.000 0.000 15.00 0.000 0.00 41.33 0.000 0.000 0.000 15.50 0.000 0.00 41.33 0.000 0.000 0.000 16.00 0.000 0.00 41.33 0.000 0.000 0.000 16.50 0.000 0.00 41.33 0.000 0.000 0.000 17.00 0.000 0.00 41.33 0.000 0.000 0.000 17.50 0.000 0.00 41.33 0.000 0.000 0.000 18.00 0.000 0.00 41.33 0.000 0.000 0.000 18.50 0.000 0.00 41.33 0.000 0.000 0.000 19.00 0.000 0.00 41.33 0.000 0.000 0.000 19.50 0.000 0.00 41.33 0.000 0.000 0.000 20.00 0.000 0.00 41.33 0.000 0.000 0.000 20.50 0.000 0.00 41.33 0.000 0.000 0.000 21.00 0.000 0.00 41.33 0.000 0.000 0.000 21.50 0.000 0.00 41.33 0.000 0.000 0.000 22.00 0.000 0.00 41.33 0.000 0.000 0.000 22.50 0.000 0.00 41.33 0.000 0.000 0.000 23.00 0.000 0.00 41.33 0.000 0.000 0.000 23.50 0.000 0.00 41.33 0.000 0.000 0.000 24.00 0.000 0.00 41.33 0.000 0.000 0.000 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Discharge for Pond BMP-3: BMP-3 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 41.33 0.000 0.000 0.000 41.38 0.014 0.014 0.000 41.43 0.014 0.014 0.000 41.48 0.014 0.014 0.000 41.53 0.014 0.014 0.000 41.58 0.014 0.014 0.001 41.63 0.014 0.014 0.001 41.68 0.015 0.014 0.001 41.73 0.015 0.014 0.001 41.78 0.015 0.014 0.001 41.83 0.015 0.014 0.001 41.88 0.015 0.014 0.001 41.93 0.015 0.014 0.001 41.98 0.015 0.014 0.001 42.03 0.015 0.014 0.001 42.08 0.015 0.014 0.001 42.13 0.015 0.014 0.001 42.18 0.015 0.014 0.001 42.23 0.015 0.014 0.001 42.28 0.015 0.014 0.001 42.33 0.015 0.014 0.001 42.38 0.015 0.014 0.001 42.43 0.015 0.014 0.001 42.48 0.015 0.014 0.001 42.53 0.015 0.014 0.001 42.58 0.015 0.014 0.001 42.63 0.015 0.014 0.001 42.68 0.015 0.014 0.001 42.73 0.015 0.014 0.001 42.78 0.015 0.014 0.001 42.83 0.015 0.014 0.001 42.88 0.015 0.014 0.001 42.93 0.015 0.014 0.001 42.98 0.015 0.014 0.001 43.03 0.015 0.014 0.001 43.08 0.015 0.014 0.001 43.13 0.015 0.014 0.001 43.18 0.015 0.014 0.001 43.23 0.015 0.014 0.001 43.28 0.015 0.014 0.001 43.33 0.015 0.014 0.001 43.38 0.015 0.014 0.002 43.43 0.015 0.014 0.002 43.48 0.015 0.014 0.002 43.53 0.015 0.014 0.002 43.58 0.015 0.014 0.002 43.63 0.015 0.014 0.002 43.68 0.015 0.014 0.002 43.73 0.016 0.014 0.002 43.78 0.016 0.014 0.002 43.83 0.016 0.014 0.002 43.88 0.016 0.014 0.002 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 43.93 0.016 0.014 0.002 43.98 0.016 0.014 0.002 44.03 0.016 0.014 0.002 44.08 0.016 0.014 0.002 44.13 0.016 0.014 0.002 44.18 0.016 0.014 0.002 44.23 0.016 0.014 0.002 44.28 0.016 0.014 0.002 44.33 0.016 0.014 0.002 44.38 0.016 0.014 0.002 44.43 0.016 0.014 0.002 44.48 0.016 0.014 0.002 44.53 0.016 0.014 0.002 44.58 0.016 0.014 0.002 44.63 0.016 0.014 0.002 44.68 0.016 0.014 0.002 44.73 0.016 0.014 0.002 44.78 0.084 0.014 0.070 44.83 0.312 0.014 0.298 44.88 0.362 0.014 0.348 44.93 0.364 0.014 0.350 44.98 0.366 0.014 0.352 45.03 0.368 0.014 0.354 45.08 0.370 0.014 0.356 45.13 0.372 0.014 0.358 45.18 0.374 0.014 0.360 45.23 0.375 0.014 0.362 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond BMP-3: BMP-3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 41.33 120 0.00 41.38 120 2.40 41.43 120 4.80 41.48 120 7.20 41.53 120 9.60 41.58 120 12.00 41.63 120 14.40 41.68 120 16.80 41.73 120 19.20 41.78 120 21.60 41.83 120 24.00 41.88 120 26.40 41.93 120 28.80 41.98 120 31.20 42.03 120 32.88 42.08 120 34.08 42.13 120 35.28 42.18 120 36.48 42.23 120 37.68 42.28 120 38.88 42.33 120 40.08 42.38 120 41.28 42.43 120 42.48 42.48 120 43.68 42.53 120 44.88 42.58 120 46.08 42.63 120 47.28 42.68 120 48.48 42.73 120 49.68 42.78 120 50.88 42.83 120 52.08 42.88 120 53.28 42.93 120 54.48 42.98 120 55.68 43.03 120 56.88 43.08 120 58.08 43.13 120 59.28 43.18 120 60.48 43.23 120 61.68 43.28 120 62.88 43.33 120 64.08 43.38 120 65.28 43.43 120 66.48 43.48 120 67.68 43.53 120 68.88 43.58 120 70.08 43.63 120 71.28 43.68 120 72.48 43.73 120 73.68 43.78 120 74.88 43.83 120 76.08 43.88 120 77.28 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 43.93 120 78.48 43.98 120 79.68 44.03 123 83.81 44.08 128 90.09 44.13 133 96.62 44.18 138 103.41 44.23 143 110.45 44.28 148 117.74 44.33 154 125.29 44.38 159 133.10 44.43 164 141.15 44.48 169 149.46 44.53 174 158.03 44.58 179 166.85 44.63 184 175.92 44.68 189 185.25 44.73 194 194.83 44.78 199 204.67 44.83 204 214.76 44.88 209 225.10 44.93 214 235.70 44.98 220 246.55 45.03 225 257.65 45.08 230 269.01 45.13 235 280.63 45.18 240 292.49 45.23 245 304.62 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 40HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Link PR-3: PR-3 Inflow = 0.457 cfs @ 4.08 hrs, Volume=290.82 cf Primary = 0.457 cfs @ 4.08 hrs, Volume=290.82 cf, Atten= 0%, Lag= 0.0 min Routed to Pond BMP-3 : BMP-3 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 3 - bmp 3.csv Link PR-3: PR-3 Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGEImported fromJ:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 3 - bmp 3.csv 0.457 cfs 0.457 cfs Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 41HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Link PR-3: PR-3 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.000 0.00 0.000 0.50 0.000 0.00 0.000 1.00 0.000 0.00 0.000 1.50 0.000 0.00 0.000 2.00 0.000 0.00 0.000 2.50 0.000 0.00 0.000 3.00 0.000 0.00 0.000 3.50 0.000 0.00 0.000 4.00 0.100 0.00 0.100 4.50 0.000 0.00 0.000 5.00 0.000 0.00 0.000 5.50 0.000 0.00 0.000 6.00 0.000 0.00 0.000 6.50 0.000 0.00 0.000 7.00 0.000 0.00 0.000 7.50 0.000 0.00 0.000 8.00 0.000 0.00 0.000 8.50 0.000 0.00 0.000 9.00 0.000 0.00 0.000 9.50 0.000 0.00 0.000 10.00 0.000 0.00 0.000 10.50 0.000 0.00 0.000 11.00 0.000 0.00 0.000 11.50 0.000 0.00 0.000 12.00 0.000 0.00 0.000 12.50 0.000 0.00 0.000 13.00 0.000 0.00 0.000 13.50 0.000 0.00 0.000 14.00 0.000 0.00 0.000 14.50 0.000 0.00 0.000 15.00 0.000 0.00 0.000 15.50 0.000 0.00 0.000 16.00 0.000 0.00 0.000 16.50 0.000 0.00 0.000 17.00 0.000 0.00 0.000 17.50 0.000 0.00 0.000 18.00 0.000 0.00 0.000 18.50 0.000 0.00 0.000 19.00 0.000 0.00 0.000 19.50 0.000 0.00 0.000 20.00 0.000 0.00 0.000 20.50 0.000 0.00 0.000 21.00 0.000 0.00 0.000 21.50 0.000 0.00 0.000 22.00 0.000 0.00 0.000 22.50 0.000 0.00 0.000 23.00 0.000 0.00 0.000 23.50 0.000 0.00 0.000 24.00 0.000 0.00 0.000 PR-3 RICKRAT HYDRO INPUT TIME (MIN) DISCHARGE (CFS) 0 0 5 0 10 0 15 0 20 0 25 0 30 0 35 0 40 0 45 0 50 0 55 0 60 0 65 0 70 0 75 0 80 0 85 0 90 0 95 0 100 0 105 0 110 0 115 0 120 0 125 0 130 0 135 0 140 0 145 0 150 0 155 0 160 0 165 0 170 0 175 0 180 0 185 0 190 0 195 0 200 0 205 0 210 0 215 0 220 0 225 0.1 230 0.1 235 0.1 240 0.1 245 0.47 250 0.1 255 0 260 0 265 0 270 0 275 0 280 0 285 0 290 0 295 0 300 0 305 0 310 0 315 0 320 0 325 0 330 0 335 0 340 0 345 0 350 0 355 0 360 0 365 0 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 42HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Link PR-4: PR-4 Inflow = 0.604 cfs @ 4.08 hrs, Volume=485.80 cf Primary = 0.604 cfs @ 4.08 hrs, Volume=485.80 cf, Atten= 0%, Lag= 0.0 min Routed to Pond BMP-5 : BMP-5 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs DISCHARGE Imported from J:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 4 - bmp 4 drywell.csv Link PR-4: PR-4 Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 DISCHARGEImported fromJ:\ACTIVE JOBS\3811 TIMM DATE AVENUE\CIVIL\REPORTS\HYDROLOGY\HydroCAD\RatHydro_DMA 4 - bmp 4 drywell.csv 0.604 cfs 0.604 cfs Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 43HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Link PR-4: PR-4 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.000 0.00 0.000 0.50 0.000 0.00 0.000 1.00 0.000 0.00 0.000 1.50 0.000 0.00 0.000 2.00 0.000 0.00 0.000 2.50 0.000 0.00 0.000 3.00 0.000 0.00 0.000 3.50 0.000 0.00 0.000 4.00 0.200 0.00 0.200 4.50 0.000 0.00 0.000 5.00 0.000 0.00 0.000 5.50 0.000 0.00 0.000 6.00 0.000 0.00 0.000 6.50 0.000 0.00 0.000 7.00 0.000 0.00 0.000 7.50 0.000 0.00 0.000 8.00 0.000 0.00 0.000 8.50 0.000 0.00 0.000 9.00 0.000 0.00 0.000 9.50 0.000 0.00 0.000 10.00 0.000 0.00 0.000 10.50 0.000 0.00 0.000 11.00 0.000 0.00 0.000 11.50 0.000 0.00 0.000 12.00 0.000 0.00 0.000 12.50 0.000 0.00 0.000 13.00 0.000 0.00 0.000 13.50 0.000 0.00 0.000 14.00 0.000 0.00 0.000 14.50 0.000 0.00 0.000 15.00 0.000 0.00 0.000 15.50 0.000 0.00 0.000 16.00 0.000 0.00 0.000 16.50 0.000 0.00 0.000 17.00 0.000 0.00 0.000 17.50 0.000 0.00 0.000 18.00 0.000 0.00 0.000 18.50 0.000 0.00 0.000 19.00 0.000 0.00 0.000 19.50 0.000 0.00 0.000 20.00 0.000 0.00 0.000 20.50 0.000 0.00 0.000 21.00 0.000 0.00 0.000 21.50 0.000 0.00 0.000 22.00 0.000 0.00 0.000 22.50 0.000 0.00 0.000 23.00 0.000 0.00 0.000 23.50 0.000 0.00 0.000 24.00 0.000 0.00 0.000 PR-4 RICKRAT HYDRO INPUT TIME (MIN) DISCHARGE (CFS) 0 0 5 0 10 0 15 0 20 0 25 0 30 0 35 0 40 0 45 0 50 0 55 0 60 0 65 0 70 0 75 0 80 0 85 0 90 0 95 0 100 0 105 0 110 0 115 0 120 0 125 0 130 0 135 0 140 0 145 0 150 0 155 0 160 0 165 0 170 0 175 0 180 0 185 0 190 0 195 0 200 0 205 0 210 0 215 0.1 220 0.1 225 0.1 230 0.1 235 0.1 240 0.2 245 0.62 250 0.1 255 0.1 260 0.1 265 0 270 0 275 0 280 0 285 0 290 0 295 0 300 0 305 0 310 0 315 0 320 0 325 0 330 0 335 0 340 0 345 0 350 0 355 0 360 0 365 0 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Pond BMP-5: BMP-5 Inflow = 0.604 cfs @ 4.08 hrs, Volume=485.80 cf Outflow = 0.410 cfs @ 4.12 hrs, Volume=306.54 cf, Atten= 32%, Lag= 2.4 min Discarded = 0.003 cfs @ 4.11 hrs, Volume=171.63 cf Primary = 0.406 cfs @ 4.12 hrs, Volume=134.92 cf Routed to Pond BMP-6 : BMP-6 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 32.21' @ 4.12 hrs Surf.Area= 25 sf Storage= 351.72 cf Plug-Flow detention time= 309.3 min calculated for 306.54 cf (63% of inflow) Center-of-Mass det. time= 302.9 min ( 543.0 - 240.1 ) Volume Invert Avail.Storage Storage Description #1 10.00'35.33 cf 4.00'D x 22.00'H Vertical Cone/Cylinder x 2 552.92 cf Overall - 464.61 cf Embedded = 88.31 cf x 40.0% Voids #2 10.00'311.02 cf 3.00'D x 22.00'H Vertical Cone/Cylinder x 2 Inside #1 464.61 cf Overall - 4.0" Wall Thickness = 311.02 cf #3 32.00'50.27 cf 4.00'D x 2.00'H Vertical Cone/Cylinder x 2 -Impervious 396.61 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 10.00'0.125 in/hr Infiltration X 2.00 over Wetted area from 10.00' - 32.00' Excluded Wetted area = 25 sf #2 Primary 32.00'6.0" Round Culvert X 2.00 L= 36.0' Box, headwall w/3 rounded edges, Ke= 0.200 Inlet / Outlet Invert= 32.00' / 31.50' S= 0.0139 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf Discarded OutFlow Max=0.003 cfs @ 4.11 hrs HW=32.16' (Free Discharge) 1=Infiltration (Exfiltration Controls 0.003 cfs) Primary OutFlow Max=0.303 cfs @ 4.12 hrs HW=32.21' (Free Discharge) 2=Culvert (Inlet Controls 0.303 cfs @ 1.95 fps) Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP-5: BMP-5 Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Peak Elev=32.21' Storage=351.72 cf 0.604 cfs 0.410 cfs 0.003 cfs 0.406 cfs Pond BMP-5: BMP-5 Total Discarded Primary Stage-Discharge Discharge (cfs) 210 El e v a t i o n ( f e e t ) 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 Infiltration Culvert Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP-5: BMP-5 Wetted Storage Stage-Area-Storage Storage (cubic-feet) 350300250200150100500 Surface/Horizontal/Wetted Area (sq-ft) 550500450400350300250200150100500 El e v a t i o n ( f e e t ) 34 32 30 28 26 24 22 20 18 16 14 12 10 Vertical Cone/Cylinder + Vertical Cone/Cylinder Vertical Cone/Cylinder Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond BMP-5: BMP-5 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.000 0.00 10.00 0.000 0.000 0.000 0.50 0.000 0.00 10.00 0.000 0.000 0.000 1.00 0.000 0.00 10.00 0.000 0.000 0.000 1.50 0.000 0.00 10.00 0.000 0.000 0.000 2.00 0.000 0.00 10.00 0.000 0.000 0.000 2.50 0.000 0.00 10.00 0.000 0.000 0.000 3.00 0.000 0.00 10.00 0.000 0.000 0.000 3.50 0.000 0.00 10.00 0.000 0.000 0.000 4.00 0.200 178.73 21.35 0.002 0.002 0.000 4.50 0.000 345.58 31.95 0.003 0.003 0.000 5.00 0.000 339.88 31.59 0.003 0.003 0.000 5.50 0.000 334.28 31.23 0.003 0.003 0.000 6.00 0.000 328.76 30.88 0.003 0.003 0.000 6.50 0.000 323.34 30.54 0.003 0.003 0.000 7.00 0.000 318.01 30.20 0.003 0.003 0.000 7.50 0.000 312.76 29.87 0.003 0.003 0.000 8.00 0.000 307.61 29.54 0.003 0.003 0.000 8.50 0.000 302.53 29.22 0.003 0.003 0.000 9.00 0.000 297.54 28.90 0.003 0.003 0.000 9.50 0.000 292.64 28.59 0.003 0.003 0.000 10.00 0.000 287.81 28.28 0.003 0.003 0.000 10.50 0.000 283.06 27.98 0.003 0.003 0.000 11.00 0.000 278.40 27.68 0.003 0.003 0.000 11.50 0.000 273.80 27.39 0.003 0.003 0.000 12.00 0.000 269.29 27.11 0.002 0.002 0.000 12.50 0.000 264.85 26.82 0.002 0.002 0.000 13.00 0.000 260.48 26.55 0.002 0.002 0.000 13.50 0.000 256.18 26.27 0.002 0.002 0.000 14.00 0.000 251.96 26.00 0.002 0.002 0.000 14.50 0.000 247.80 25.74 0.002 0.002 0.000 15.00 0.000 243.72 25.48 0.002 0.002 0.000 15.50 0.000 239.70 25.23 0.002 0.002 0.000 16.00 0.000 235.74 24.97 0.002 0.002 0.000 16.50 0.000 231.86 24.73 0.002 0.002 0.000 17.00 0.000 228.03 24.48 0.002 0.002 0.000 17.50 0.000 224.27 24.25 0.002 0.002 0.000 18.00 0.000 220.57 24.01 0.002 0.002 0.000 18.50 0.000 216.93 23.78 0.002 0.002 0.000 19.00 0.000 213.36 23.55 0.002 0.002 0.000 19.50 0.000 209.84 23.33 0.002 0.002 0.000 20.00 0.000 206.38 23.11 0.002 0.002 0.000 20.50 0.000 202.97 22.89 0.002 0.002 0.000 21.00 0.000 199.63 22.68 0.002 0.002 0.000 21.50 0.000 196.33 22.47 0.002 0.002 0.000 22.00 0.000 193.10 22.27 0.002 0.002 0.000 22.50 0.000 189.91 22.06 0.002 0.002 0.000 23.00 0.000 186.78 21.86 0.002 0.002 0.000 23.50 0.000 183.70 21.67 0.002 0.002 0.000 24.00 0.000 180.67 21.48 0.002 0.002 0.000 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Discharge for Pond BMP-5: BMP-5 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 10.00 0.000 0.000 0.000 10.50 0.000 0.000 0.000 11.00 0.000 0.000 0.000 11.50 0.000 0.000 0.000 12.00 0.000 0.000 0.000 12.50 0.000 0.000 0.000 13.00 0.000 0.000 0.000 13.50 0.001 0.001 0.000 14.00 0.001 0.001 0.000 14.50 0.001 0.001 0.000 15.00 0.001 0.001 0.000 15.50 0.001 0.001 0.000 16.00 0.001 0.001 0.000 16.50 0.001 0.001 0.000 17.00 0.001 0.001 0.000 17.50 0.001 0.001 0.000 18.00 0.001 0.001 0.000 18.50 0.001 0.001 0.000 19.00 0.001 0.001 0.000 19.50 0.001 0.001 0.000 20.00 0.001 0.001 0.000 20.50 0.002 0.002 0.000 21.00 0.002 0.002 0.000 21.50 0.002 0.002 0.000 22.00 0.002 0.002 0.000 22.50 0.002 0.002 0.000 23.00 0.002 0.002 0.000 23.50 0.002 0.002 0.000 24.00 0.002 0.002 0.000 24.50 0.002 0.002 0.000 25.00 0.002 0.002 0.000 25.50 0.002 0.002 0.000 26.00 0.002 0.002 0.000 26.50 0.002 0.002 0.000 27.00 0.002 0.002 0.000 27.50 0.003 0.003 0.000 28.00 0.003 0.003 0.000 28.50 0.003 0.003 0.000 29.00 0.003 0.003 0.000 29.50 0.003 0.003 0.000 30.00 0.003 0.003 0.000 30.50 0.003 0.003 0.000 31.00 0.003 0.003 0.000 31.50 0.003 0.003 0.000 32.00 0.003 0.003 0.000 32.50 1.185 0.003 1.182 33.00 1.859 0.003 1.855 33.50 2.276 0.003 2.272 34.00 2.627 0.003 2.624 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond BMP-5: BMP-5 Elevation (feet) Wetted (sq-ft) Storage (cubic-feet) 10.00 25 0.00 10.50 38 7.87 11.00 50 15.74 11.50 63 23.61 12.00 75 31.49 12.50 88 39.36 13.00 101 47.23 13.50 113 55.10 14.00 126 62.97 14.50 138 70.84 15.00 151 78.71 15.50 163 86.59 16.00 176 94.46 16.50 188 102.33 17.00 201 110.20 17.50 214 118.07 18.00 226 125.94 18.50 239 133.81 19.00 251 141.69 19.50 264 149.56 20.00 276 157.43 20.50 289 165.30 21.00 302 173.17 21.50 314 181.04 22.00 327 188.91 22.50 339 196.79 23.00 352 204.66 23.50 364 212.53 24.00 377 220.40 24.50 390 228.27 25.00 402 236.14 25.50 415 244.01 26.00 427 251.89 26.50 440 259.76 27.00 452 267.63 27.50 465 275.50 28.00 478 283.37 28.50 490 291.24 29.00 503 299.11 29.50 515 306.99 30.00 528 314.86 30.50 540 322.73 31.00 553 330.60 31.50 565 338.47 32.00 578 346.34 32.50 578 358.91 33.00 578 371.48 33.50 578 384.04 34.00 578 396.61 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Summary for Pond BMP-6: BMP-6 Inflow = 0.406 cfs @ 4.12 hrs, Volume=134.92 cf Outflow = 0.005 cfs @ 4.42 hrs, Volume=134.92 cf, Atten= 99%, Lag= 18.2 min Primary = 0.005 cfs @ 4.42 hrs, Volume=134.92 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 31.30' @ 4.42 hrs Surf.Area= 135 sf Storage= 130.23 cf Plug-Flow detention time= 281.7 min calculated for 134.86 cf (100% of inflow) Center-of-Mass det. time= 281.9 min ( 534.5 - 252.7 ) Volume Invert Avail.Storage Storage Description #1 30.00'384.85 cf 42.0" Round Pipe Storage L= 40.0' Device Routing Invert Outlet Devices #1 Primary 30.00'0.4" Vert. Orifice C= 0.600 Limited to weir flow at low heads #2 Primary 32.00'1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max=0.005 cfs @ 4.42 hrs HW=31.30' (Free Discharge) 1=Orifice (Orifice Controls 0.005 cfs @ 5.46 fps) 2=Sharp-Crested Rectangular Weir ( Controls 0.000 cfs) Pond BMP-6: BMP-6 Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Peak Elev=31.30' Storage=130.23 cf 0.406 cfs 0.005 cfs Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Pond BMP-6: BMP-6 Primary Stage-Discharge Discharge (cfs) 543210 El e v a t i o n ( f e e t ) 33 32 31 30 Orifice Sharp-Crested Rectangular Weir Pond BMP-6: BMP-6 Storage Stage-Area-Storage Storage (cubic-feet) 350300250200150100500 El e v a t i o n ( f e e t ) 33 32 31 30 Pipe Storage Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Hydrograph for Pond BMP-6: BMP-6 Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Primary (cfs) 0.00 0.000 0.00 30.00 0.000 0.50 0.000 0.00 30.00 0.000 1.00 0.000 0.00 30.00 0.000 1.50 0.000 0.00 30.00 0.000 2.00 0.000 0.00 30.00 0.000 2.50 0.000 0.00 30.00 0.000 3.00 0.000 0.00 30.00 0.000 3.50 0.000 0.00 30.00 0.000 4.00 0.000 0.00 30.00 0.000 4.50 0.000 129.01 31.29 0.005 5.00 0.000 120.58 31.23 0.005 5.50 0.000 112.36 31.17 0.005 6.00 0.000 104.35 31.11 0.004 6.50 0.000 96.57 31.05 0.004 7.00 0.000 89.01 30.99 0.004 7.50 0.000 81.68 30.93 0.004 8.00 0.000 74.57 30.87 0.004 8.50 0.000 67.71 30.81 0.004 9.00 0.000 61.09 30.76 0.004 9.50 0.000 54.71 30.70 0.003 10.00 0.000 48.59 30.64 0.003 10.50 0.000 42.74 30.59 0.003 11.00 0.000 37.15 30.53 0.003 11.50 0.000 31.86 30.48 0.003 12.00 0.000 26.86 30.43 0.003 12.50 0.000 22.17 30.37 0.003 13.00 0.000 17.81 30.32 0.002 13.50 0.000 13.81 30.27 0.002 14.00 0.000 10.19 30.22 0.002 14.50 0.000 6.99 30.17 0.002 15.00 0.000 4.27 30.12 0.001 15.50 0.000 2.11 30.08 0.001 16.00 0.000 0.68 30.04 0.001 16.50 0.000 0.14 30.01 0.000 17.00 0.000 0.03 30.00 0.000 17.50 0.000 0.01 30.00 0.000 18.00 0.000 0.00 30.00 0.000 18.50 0.000 0.00 30.00 0.000 19.00 0.000 0.00 30.00 0.000 19.50 0.000 0.00 30.00 0.000 20.00 0.000 0.00 30.00 0.000 20.50 0.000 0.00 30.00 0.000 21.00 0.000 0.00 30.00 0.000 21.50 0.000 0.00 30.00 0.000 22.00 0.000 0.00 30.00 0.000 22.50 0.000 0.00 30.00 0.000 23.00 0.000 0.00 30.00 0.000 23.50 0.000 0.00 30.00 0.000 24.00 0.000 0.00 30.00 0.000 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 34HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Discharge for Pond BMP-6: BMP-6 Elevation (feet) Primary (cfs) 30.00 0.000 30.02 0.000 30.04 0.001 30.06 0.001 30.08 0.001 30.10 0.001 30.12 0.001 30.14 0.001 30.16 0.002 30.18 0.002 30.20 0.002 30.22 0.002 30.24 0.002 30.26 0.002 30.28 0.002 30.30 0.002 30.32 0.002 30.34 0.002 30.36 0.002 30.38 0.003 30.40 0.003 30.42 0.003 30.44 0.003 30.46 0.003 30.48 0.003 30.50 0.003 30.52 0.003 30.54 0.003 30.56 0.003 30.58 0.003 30.60 0.003 30.62 0.003 30.64 0.003 30.66 0.003 30.68 0.003 30.70 0.003 30.72 0.004 30.74 0.004 30.76 0.004 30.78 0.004 30.80 0.004 30.82 0.004 30.84 0.004 30.86 0.004 30.88 0.004 30.90 0.004 30.92 0.004 30.94 0.004 30.96 0.004 30.98 0.004 31.00 0.004 31.02 0.004 Elevation (feet) Primary (cfs) 31.04 0.004 31.06 0.004 31.08 0.004 31.10 0.004 31.12 0.004 31.14 0.004 31.16 0.004 31.18 0.005 31.20 0.005 31.22 0.005 31.24 0.005 31.26 0.005 31.28 0.005 31.30 0.005 31.32 0.005 31.34 0.005 31.36 0.005 31.38 0.005 31.40 0.005 31.42 0.005 31.44 0.005 31.46 0.005 31.48 0.005 31.50 0.005 31.52 0.005 31.54 0.005 31.56 0.005 31.58 0.005 31.60 0.005 31.62 0.005 31.64 0.005 31.66 0.005 31.68 0.005 31.70 0.005 31.72 0.005 31.74 0.006 31.76 0.006 31.78 0.006 31.80 0.006 31.82 0.006 31.84 0.006 31.86 0.006 31.88 0.006 31.90 0.006 31.92 0.006 31.94 0.006 31.96 0.006 31.98 0.006 32.00 0.006 32.02 0.015 32.04 0.032 32.06 0.054 Elevation (feet) Primary (cfs) 32.08 0.080 32.10 0.110 32.12 0.143 32.14 0.178 32.16 0.217 32.18 0.258 32.20 0.301 32.22 0.346 32.24 0.394 32.26 0.443 32.28 0.495 32.30 0.548 32.32 0.604 32.34 0.661 32.36 0.720 32.38 0.780 32.40 0.842 32.42 0.906 32.44 0.971 32.46 1.037 32.48 1.105 32.50 1.174 32.52 1.245 32.54 1.317 32.56 1.390 32.58 1.465 32.60 1.540 32.62 1.617 32.64 1.695 32.66 1.774 32.68 1.855 32.70 1.936 32.72 2.018 32.74 2.102 32.76 2.186 32.78 2.271 32.80 2.357 32.82 2.444 32.84 2.532 32.86 2.621 32.88 2.710 32.90 2.801 32.92 2.892 32.94 2.984 32.96 3.076 32.98 3.169 33.00 3.263 33.02 3.358 33.04 3.453 33.06 3.549 33.08 3.645 33.10 3.742 Elevation (feet) Primary (cfs) 33.12 3.839 33.14 3.937 33.16 4.035 33.18 4.134 33.20 4.233 33.22 4.333 33.24 4.433 33.26 4.533 33.28 4.634 33.30 4.735 33.32 4.836 33.34 4.938 33.36 5.040 33.38 5.141 33.40 5.244 33.42 5.346 33.44 5.448 33.46 5.551 33.48 5.653 33.50 5.756 Type II 6-hr 6 HR Rainfall=2.50"DATE_AVE_1.6.23 Printed 12/7/2023Prepared by {enter your company name here} Page 35HydroCAD® 10.10-7c s/n 12412 © 2022 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond BMP-6: BMP-6 Elevation (feet) Storage (cubic-feet) 30.00 0.00 30.05 1.11 30.10 3.13 30.15 5.72 30.20 8.77 30.25 12.20 30.30 15.97 30.35 20.03 30.40 24.36 30.45 28.93 30.50 33.72 30.55 38.72 30.60 43.91 30.65 49.27 30.70 54.79 30.75 60.47 30.80 66.28 30.85 72.22 30.90 78.28 30.95 84.46 31.00 90.73 31.05 97.10 31.10 103.56 31.15 110.10 31.20 116.71 31.25 123.39 31.30 130.12 31.35 136.91 31.40 143.75 31.45 150.63 31.50 157.54 31.55 164.48 31.60 171.45 31.65 178.43 31.70 185.42 31.75 192.42 31.80 199.42 31.85 206.41 31.90 213.40 31.95 220.36 32.00 227.30 32.05 234.22 32.10 241.09 32.15 247.93 32.20 254.72 32.25 261.46 32.30 268.14 32.35 274.75 32.40 281.28 32.45 287.74 32.50 294.11 32.55 300.39 Elevation (feet) Storage (cubic-feet) 32.60 306.56 32.65 312.62 32.70 318.57 32.75 324.38 32.80 330.05 32.85 335.57 32.90 340.94 32.95 346.12 33.00 351.12 33.05 355.92 33.10 360.49 33.15 364.82 33.20 368.88 33.25 372.64 33.30 376.08 33.35 379.12 33.40 381.72 33.45 383.73 33.50 384.85 DRAINAGE STUDY – TIMM RESIDENCE JANUARY 2023 APPENDIX 2 EXISTING & PROPOSED DRAINAGE EXHIBITS DRAINAGE STUDY – TIMM RESIDENCE JANUARY 2023 APPENDIX 3 HYDROLOGY SUPPORT MATERIAL PROJECT SITE LOCATION P6= 2.5 inches 100 2.5 4.5 2.5 55.5 5.0 6.59 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient “C” Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6