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Stormwater Management Report f,..., . .. „ F., .. ,, Joseph Leuci AV 61-2014 Fr 18-lot residential subdiv _� � subdivision „ south side of Peggy Ann Road �..,. between Quail Run and Ferris Drive �,..D 1 JUL TOWN OF QUEENSBURY ZONING OFFICE STORMWATER MANAGEMENT REPORT FOR LEUCI - PEGGY ANN ROAD SUBDIVISION Town of Queensbury Warren County, New York Prepared by: NACE ENGINEERING, P.C. 169 HAVILAND ROAD QUEENSBURY, NY 12804 Thomas R. Center Jr., PE JUL 2��� July, 2014 1:_::0CF ONING oFF"CBURY File: #46262 E 4 Project Owner - Operator Joseph Leuci 9 Mountainside Drive Queensbury,NY 12804 Phone: 518-796-3520 Contact: Joseph Leuci Signature: Date: Prepared By Nace Engineering, P.C. Civil Engineers 169 Haviland Road, Queensbury,NY 745-4400 fax 792-8511 Contact: Thomas R. Center Jr., P.E. Certification Statement To be signed Contractors performing the Site Construction "I hereby certify that I understand and agree to comply with the terms and conditions of the Storm .ter Pollution Prevention Plan and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with - terms and conditions of the most current New York State Polllutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from construction activities and that it is unla for any person to cause or contribute to a violation of the water quality standards. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of the referenced .ermit and the laws of the State of New York and could subject me to criminal, civil and/or administrativ. proceedings." Name: Company: Title: Signature: Date: Each Sub-Contractor or additional Contractors completing site work must also sign below. Name: Company: Title: Signature: Date: Name: Company: Title: Signature: Date: S.W.P.P.P.Requirements 1_ The contractor undertaking the site construction of this project must sign the certification statemen on this page and be familiar with all requirements of the SWPPP and requirements of the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity—Permit No.GP-0-10-01. 2. The contractor is responsible to comply with the terms of the NYSDEC SPDES General P- it for Stormwater Discharges from Construction Activity— Permit No. GP-0-10-001. Copies of the Gene .1 Permit are available by calling DEC (518)402-8109. • 4 3. A Notice of Intent(NOD must be submitted to DEC prior to initiating work. 4. The SWPPP includes information on all Drawings Cover, S-1, S-2, S-3, S-4, S-5, S-6, S-7, & S-8 and this Stormwater Management Report. 5. Prior to commencement of construction, the contractor shall have the engineer conduct an assessment of the site and certify in an inspection report that the appropriate erosion and sediment controls have been adequately installed. Following commencement of construction, the engineer shall make weekly site inspections and inspections within 24 hours of a storm event of 0.5 inches or greater and shall prepare a report as required by the general permit. 6. The contractor shall maintain a record of all inspection reports in a site log book, maintained on-site and available to the permitting authority upon request. 7. At completion of construction, the contractor shall perform a final inspection to certify that the site has undergone final stabilization and that all temporary erosion and sediment controls have been removed. Upon certification of completion,a Notice of Termination(NOT) shall be filed with NYSDEC. Site Location The proposed project is located in the Town of Queensbury, on the south side of Peggy Ann Road, between Quail Run and Ferris Drive. The total property is approximately 14.8 acres in size. Existing Conditions The topography of the existing property is wooded with a gentle slope to the south end of the parcel. The water shed is bounded on the north side by a Peggy Ann Road, the east and west by single family residential subdivisions and vacant wood lands to the south. The USDA Soil Survey of Warren County shows the soils to be Oakville, loamy fine sands (hydrologic soils group A), with rapid percolation and groundwater deeper than 6 feet (see attached USDA soils map). Soil testing performed by Nace Engineering showed deep well-drained sands to depths of 15 feet. Infiltration rates observed at the bottom of several of the test pits ranged from 69 in/hr to 240 in/hr. Due to the rapid permeability of the soil there are no defined drainage patterns. Also, the topography of the site and the rapidly draining soils produce only minimal runoff during only the 100 year storm. Existing Conditions Summary: Watershed Area: 14.327 acres Building Coverage: 0.0 acres = 0 % Pavement Coverage: 0.139 acres = 0.01% • Pervious Surface: 14.187 acres = 99.99 % Existing stormwater runoff from site: 1-year design storm - 0.0cfs 0.0 acre feet 10-year design storm - 0.0 cfs 0.0 acre feet 25-year design storm- 0.03 cfs 0.009 acre feet 50-year design storm - 0.06 cfs 0.036 acre feet 100-year design storm- 0.14 cfs 0.106 acre feet • Proposed Development The proposed project consists of a subdivision of a 14.8 acre parcel into 18 single family residen141 lots with 1,086 feet of subdivision road and associated utilities. The development will be served by municipal water supply and individual on-site subsurface .-wage disposal systems. The proposed project will result in the following lot coverage: Proposed Conditions Summary Watershed Area: 14.253 acres Building Coverage: 0.580 acres = 4.1 % Pavement Coverage: 0.911 acres = 6.4% Pervious Surface: 12.761 acres = 89.5 % The proposed development will result in an increase of impervious surface of 10.4 % and a total area o disturbance of 7.24 acres Proposed stormwater runoff from site: 1-year design storm - 0.0 cfs 0.0 acre feet 10-year design storm - 0.0 cfs 0.0 acre feet 25-year design storm - 0.03 cfs 0.015 acre feet 50-year design storm - 0.06 cfs 0.041 acre feet 100-year design storm- 0.13 cfs 0.102 acre feet Proposed Stormwater Management The objective of this stormwater management design is to replicate pre-development hydro ogy by maintaining preconstruction infiltration, peak runoff flow, discharge volume as well as mai litaining concentrated flow by using runoff control techniques which provide treatment in a distributed 11 . • er before runoff reaches the collection system or an offsite discharge point. The above objective will be accomplished using the following five step process: 1. SITE PLANNING TO PRESERVE NATURAL FEATURES 2. CALCULATION OF WATER QUALITY VOLUME 3. INCORPORATION OF GREEN INFRASTRUCTURE TECHNIQUES AND STAND • BMPS WITH RUNOFF REDUCTION VOLUME (RRv) CAPACITY 4. USE OF STANDARD SMP's TO TREAT THE PORTION OF WQv NOT ADDRESSE I' BY GREEN INFRASTRUCTURE. 5. DESIGN VOLUME AND PEAK RATE CONTROL PRACTICES. • .� 1. SITE PLANNING This project has incorporated several objectives in order to comply with the NYS DEC Stormwater Management Design Manual. Construction of the subdivision road and residential homes has been delineated within the central portion of the parcel. The lots will range in size from 0.58 acre to 1.46 acres with the average lot acreage approximately 0.76 acres. 2. GREEN INFRASTRUCTURE TECHNIQUES AND RUNOFF REDUCTION VOLUME CAPACITY GROUP PRACTICE JUSTIFICATION PRESERVATION OF PRESERVATION OF Not applicable NATURAL RESOURCES UNDISTURBED AREAS PRESERVATION OF Not applicable BUFFERS REDUCTION OF Residential construction kept CLEARING& GRADING close to the proposed roads and use of highly permeable soils for pretreatment and infiltration of roof runoff. Also, drywells will be used for infiltration of front roofs, driveways and subdivision roads which will also help limit clearing&grading. LOCATING IN LESS Not Applicable SENSITIVE AREAS OPEN SPACE DESIGN Residential construction kept near subdivision road and not cut buffers provided. PRESERVATION OF SOIL RESTORATION All areas disturbed by NATURAL RESOURCES construction activities will be (Cont) restored by deep ripping& decompaction. REDUCTION OF ROADWAY REDUCTION Road designed to Town IMPERVIOUS COVER standards. SIDEWALK REDUCTION No sidewalks proposed DRIVEWAY REDUCTION Minimum driveway provided Roads have been designed to CUL-DE-SAC REDUCTION connect to the adjacent subdivision BUILDING FOOTPRINT Two story buildings proposed REDUCTION PARKING REDUCTION Minimum parking provided RUNOFF REDUCTION CONSERVATION OF Not applicable TECHNIQUES NATURAL RESOURCES J. TECHNIQUES NATURAL RESOURCES SHEETFLOW TO FILTER Runoff from applicable STRIPS Residential roofs will be directed to filter across lawns and infiltrate into turf lawns & undisturbed wooded areas. VEGATATED OPEN Not applicable S WALES TREE PLANTING/TREE Not applicable BOX DISCONECTION OF Roof top runoff from rear ROOFTOP RUNOFF roofs directed to permeable soils STREAM DAYLIGHTING Not Applicable FOR REDEVELOPMENT PROJECTS RAIN GARDENS Not needed due to infiltration GREEN ROOF Not needed due to infiltration STORMWATER PLANTER Not needed due to infiltration RAIN TANK/CISTERN Not needed due to infiltration POROUS PAVEMENT Not needed due to infiltration 3. STANDARD STOMWATER MANAGEMENT PRACTICES USED TO TREAT REMAINING PORTION OF WQv NOT ADDRESSED BY GREEN INFRASTRUCT ' PRACTICES All stormwater runoff including WQv, RRv, design volume control and peak rate control has I en mitigated by the use of drywells or filter strips/undisturbed wooded areas, therefore additional standard stormwater management practices were not required to treat WQv. 4. DESIGN VOLUME AND PEAK RATE CONTROL PRACTICES. All stormwater runoff including WQv, RRv, design volume control and peak rate control has . en mitigated by the use of infiltration within drywells and into the existing soils. A 5. JUSTIFICATION FOR NON COMPLIANCE WITH STORMWATER DESIGN MANUAL The proposed stormwater pollution prevention plan (SWPPP)does not comply with the following requirements of the NYS DEC Stormwater Design Manual: a. Requirement: Pretreatment for driveway and subdivision road impervious surface runoff. Justification: The proposed use of asphalt paved wing swales draining directly into drywells has been an accepted and preferred practice in this area of the Town of Queensbury for some time. The Town Highway Department maintains a detailed and proficient system for maintaining the drywell systems throughout the Town. The use of wing swales and drywells will enable the reduction in land clearing required for traditional infiltration basins. The proposed use will also capture stormwater runoff closer to the source and infiltrate smaller storms quicker than channeling to stormwater basins or other devices. The groundwater table is known to be very deep in this area and all test pits showed uniform soil conditions throughout the proposed site. Two(2) infiltration tests were performed at the bottom of two of the deep test holes in the location of the lowest elevation areas on the site. Infiltration rates varied from 69 in/hr to 240 in/hr. The Hydro- Cad calculations use a maximum exfiltration rate of 10 in/hr which provides a minimum factor of safety of 7+. This allows for some reduction in infiltrative capacity over time. Calculations • All computations SCS TR-20, HydroCAD • 1 year, 24 hour storm- Type II rainfall=2.3" • 2 year, 24 hour storm- Type II rainfall =2.4" • 10 year, 24 hour storm - Type H rainfall=3.9" • 25 year, 24 hour storm—Type II rainfall=4.5" • 50 year, 24 hour storm-Type II rainfall=4.9" • 100 year,24 hour storm- Type H rainfall = 5.5" • Design infiltration rate= 10 inches/hr HydroCAD calculations have been performed to determine the amount of runoff from the developed site. The developed site has been modeled as a series of subcatchments (discrete drainage areas), reaches and ponds as shown on the attached HydroCAD drainage diagram. The eave trenches were designed with infiltration along the bottom of the trench. The attached HydroCAD calculations show the stormwater routing for the site and summaries for each of the subcatchments and ponds. • Channel Protection Volume Channel protection is required by the DEC Stormwater Management Design Manual. The channel protection volume (Cpv) equals the 24 hour extended detention of post-developed 1-year, 24 hour storm. Since all of the runoff from the 1-year storm is being detained and infiltrated, the requirement for channel protection is obviously being met. Town of Queensbury Peak Discharge Requirements The Town of Queensbury requires that the post-development discharge for a 50 year 24 hour storm does not exceed the pre-development conditions. Existing peak discharge =0.0 cfs Developed peak discharge =0.0 cfs Therefore the design meets the Town of Queensbury's requirement. Overbank Flood Control Overbank flood control is required by the DEC Stormwater Management Design Manual. The overbank flood control requires that the peak discharge rate from the 10 year 24 hour storm be reduced to pre- development rates. Existing peak discharge =0.0 cfs Developed peak discharge =0.0 cfs Therefore the design meets DEC criteria for overbank flood control. Extreme Storm Control Extreme storm control is required by the DEC Stormwater Management Design Manual. The extreme storm control requires that the peak discharge from the 100 year storm be reduced to pre-development rates. Existing peak discharge =0.1 cfs Developed peak discharge =0.1 cfs Therefore the design meets DEC criteria for extreme storm control. Temporary Erosion and Sediment Control Measures Erosion and sediment control measures will be incorporated into the construction of the project. These practices will comply with the New York State Department of Environmental Conservation publication entitled"New York Guidelines for Urban Erosion and Sediment Control"(the blue book). A The following temporary erosion and sediment control devices will be utilized: Sediment Control Fence: Silt fence shall be used to control erosion from sheet flow on slopes not to exceed 3 on 1. Concentrated flows shall not be directed toward the silt fence. The silt fence must be installed parallel to the contour lines to eliminate drainage along the fence. Temporary Sediment Traps: Traps shall be constructed to accept stormwater runoff from the construction site allowing sediment to settle out. Temporary Seeding: Land that is stripped of vegetation will be seeded and planted as soon as possible. Any area that will remain cleared but not under construction for 10 days or longer will be seeded with a ryegrass mixture and mulched to stabilize soil until construction resumes. Temporary Diversion Swales: Temporary diversion swales shall be constructed either to divert clean stormwater runoff from newly graded areas or to direct sediment laden runoff to a sediment trapping device. Stabilized Construction Entrance: Existing roads will be protected by installation of a crushed stone blanket for cleaning construction vehicle wheels. Blankets shall be placed at any intersection of a construction road with a paved or publicly owned road. Stabilized construction entrances shall be installed as necessary. Tree Protection: Trees to be preserved within areas of construction shall be protected by placing construction fencing around the drip lines. Construction workers will be directed to avoid storing equipment or soil under trees to be preserved. There shall be no parking of automobiles or construction vehicles under trees. Dust Control: Measures for dust control during construction shall be implemented as needed (daily water sprays will be used during dry conditions. In addition to water sprays, temporary mulching, temporary seeding and covering stockpiles with tarps shall be implemented when necessary. Control of Litter, Construction Debris and Construction Chemicals During the course of infrastructure and home construction, the site shall be kept clear of debris and litter which could be transported by water or wind. This material shall be picked up daily and shall be stored in waste debris containers where it is securely held. All petroleum products or other waste contaminants which are water soluble or could be dispersed and transported by stormwater shall be stored in covered containers and be regularly removed from the site and properly and legally disposed of. All petroleum or other hazardous materials shall be stored and handled in conformance with NYSDEC spill prevention and containment requirements. i Sequence of Construction All road and infrastructure shall be constructed when the ground is not frozen. Erosion and sed ent controls are not designed for use when the ground surface is frozen. Prior to the start of construction, the contractor shall install the sediment control fence alon_ the perimeter of the construction site at the edge of existing native vegetation and as indicated on the I•lans and details. The contractor shall construct the construction road entrances as detailed on drawings S-7 & S-8. The contractor shall construct the subdivision road as detailed on the plan. Phase 1 shall be con • ction of the proposed subdivision road. This phase has a total disturbance of 1.8 acres. The temporary sed ••ent silt basins are to be constructed as shown on the proposed subdivision plans. These basins sh; be located along the proposed road, but not within the area of the proposed pavement. They shall ••llect stormwater runoff from all areas of proposed road and utility construction. Basins shall have a • • if um volume of 3,600 cf for each acre of tributary area. Basins shall allow collected water to filter in o the existing sandy soil. If necessary clean sediment out of basins to maintain their infiltrative capa•ility. Tributary areas to sediment basins shall not exceed 10 acres. Construction of the residential lots shall not commence until the subdivision road has been completed. Following completion of all planting and the establishment of all grass areas, remove any col ected sediment, remove hay bale dams and sediment control fencing, and remove any debris from the pe •eter of the site and dispose of all waste material in a legal manner. Maintenance of Temporary Erosion and Sediment Control Devices The sediment traps shall be inspected at least weekly and after every rain event by the Contractor. •en 50% of the volume of the trap is full, The Contractor shall remove collected sediment and disp•se of properly. The Contractor shall inspect the sediment control fence weekly and after every rain event and r,move trapped sediment and maintain the devices in good working order. Permanent Erosion Control All pervious areas shall be graded, topsoil installed and seeded or planted as soon as practical. See• beds shall be mulched with straw or hydro-mulch with tackifier and plant beds shall be mulched with p'• bark mulch. Seeded areas on slopes over 3:1 shall be stabilized with erosion control netting as specified •n the plans. i A a Seeding Requirements All disturbed pervious areas shall be graded with a minimum of 4 inches of topsoil, amended with fertilizer and lime as needed and seeded perennial ryegrass at a rate of 0.68 lbs per 1,000 sf. Permanent Maintenance of Stormwater Devices Upon completion of the project, maintenance for all stormwater devices will be performed by the Town of Queensbury Highway Department. Long Term Maintenance of Permanent Stormwater Measures Long term maintenance of the subdivision road will be performed by the Town of Queensbury Highway Department. Appendix HydroCAD • Drainage Maps • Drainage Diagram • Pre& Post Developed Conditions— 1 Year Design Storm • Pre& Post Developed Conditions— 2 Year Design Storm • Pre& Post Developed Conditions— 10 Year Design Storm • Pre & Post Developed Conditions—25 Year Design Storm • Pre& Post Developed Conditions—50 Year Design Storm • Pre & Post Developed Conditions— 100 Year Design Storm A STORS\ M ATFR \1E REPORT FOR ! Ft ( 1 [ .{ 7(I1\ IkCnt .1) DRAINAGE DIAGRAM I ■ </1 f'.''' '''' ''.". \\ X. 1 S s a i,-,...„ \ =J? SUBCATCHMENT # 1 Subca !Reach Pon ;Link Drainage Diagram for 46262-LEUCI SUBDIVISION -EXISTING J Prepared by{enter your company name here}. Printed 7/14/2014 HydroCADG 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC 46262-LEUGISUBDIVISION- EXISTING Prepared by Center your company name here} Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 14.187 32 Woods, Good, HSG A (IS) 0.139 98 ROAD (1S) 14.327 TOTAL AREA 46262-LEUCISUBDIVISION- EXISTING Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 14.187 HSG A 1S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.139 Other 1S 14.327 TOTAL AREA . . 1S ) z�S ) 4S) ,`4 SUBC CH#1 SUBC CH#2 SUBC CH#3 SUBC CH#4 SUBC CH#5 SUBC CH#6 1 P �2p /31.:\ 4P A DRYWELL#1 &2 DRYWELL#3&4 DRYWELL#5 6 DRYWELLS#7&8 DRYWELLS#9&10 Mil , DISCHARGE POINT , rSubcaf. Ready 'On• Drainage Diagram for 46262-LEUCI SUBDIVISION-PROPOSED Prepared by{enter your company name here}, Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC 46262-LEUCISUSDIVISION- PROPOSED Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Pace 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 9.811 32 Woods/grass comb., Good, HSG A (1S) 2.950 39 >75% Grass cover, Good, HSG A (2S, 3S. 4S, 5S, 6S) 0.725 98 Paved roads w/curbs &sewers, HSG A (2S, 3S. 4S, 5S, 6S) 0.100 98 ROAD (1S) 0.086 98 Unconnected pavement, HSG A (6S) 0.580 98 Unconnected roofs, HSG A (1S, 2S, 3S, 4S, 5S) 14.253 TOTAL AREA 46262-LEUCISUBDIVISION- PROPOSED Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 14.153 HSG A 1S, 2S, 3S, 4S, 5S, 6S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.100 Other 1S 14.253 TOTAL AREA s10101\'‘ .\TE:R Ni \\ ‘( , 1- \If 1\ f REPORT oR If ( j - P1,6( . \ \\ N ROAD st_ BDI ‘ IsioN PRE & POST DEVELOPED CONDITIONS 1 YR DESIGN STORM 1 46262-LEUCI SUBDIVISION- EXISTING Type /l 24-hr 1 YR STORM Rainfall=2.30" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 4 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT#1 Runoff Area=624,072 sf 0.97% Impervious Runoff Depth=0.00" Flow Length=1,215' Tc=53.8 min CN=33 Runoff=0.00 cfs 0.000 af Total Runoff Area = 14.327 ac Runoff Volume= 0.000 af Average Runoff Depth = 0.00" 99.03% Pervious = 14.187 ac 0.97% Impervious = 0.139 ac 46262-LEUCISUBDIVISION- EXISTING Type 1124-hr 1 YR STORM Rainfall=2.30" Prepared by {enter your company name here} Printed 7/14/2014 HydroCADO 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchmentl S: SUBCATCHMENT#1 Runoff = 0.00 cfs @ 0.00 hrs; Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR STORM Rainfall=2.30" Area (sf) CN Description 6,072 98 ROAD 618,000 32 Woods, Good, HSG A 624,072 33 Weighted Average 618,000 99.03% Pervious Area 6,072 0.97% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 24 0.0104 0.69 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 32.1 126 0.0167 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 21.1 1,065 0.0282 0.84 Shallow Concentrated Flow, SHALLOW CONC. FLOW Woodland Kv= 5.0 fps 53.8 1.215 Total , 1 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 1 YR STORM Rainfall=2.30" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 4 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCH#1 Runoff Area=447,770 sf 4.56% Impervious Runoff Depth=0.00" Flow Length=1,026' Tc=41.8 min UI Adjusted CN=34 Runoff=0.00 cfs 0.000 af Subcatchment 2S: SUBCATCH#2 Runoff Area=24.264 sf 32.80% Impervious Runoff Depth>0.09" Flow Length=184' Tc=9.0 min CN=58 Runoff=0.01 cfs 0.004 af Subcatchment 3S: SUBCATCH #3 Runoff Area=34.090 sf 24.47% Impervious Runoff Depth>0.01" Flow Length=245' Tc=10.0 min UI Adjusted CN=51 Runoff----0.00 cfs 0.001 af Subcatchment 4S: SUBCATCH #4 Runoff Area=35.030 sf 23.80% Impervious Runoff Depth>0.01" Flow Length=243' Tc=11.5 min UI Adjusted CN=51 Runoff=0.00 cfs 0.001 at Flow YY Subcatchment 5S: SUBCATCH #5 Runoff Area=25.079 sf 24.40% Impervious Runoff Depth>0.01" Flow Length=188' Tc=9.0 min UI Adjusted CN=51 Runoff=0.00 cfs 0.001 af Subcatchment 6S: SUBCATCH#6 Runoff Area=54.643 sf 25.30% Impervious Runoff Depth>0.02" Flow Length=298' Tc=9.0 min UI Adjusted CN=52 Runoff=0.00 cfs 0.002 af Pond 1P: DRYWELL#1 & 2 Peak Elev=0.02' Storage=0.000 af Inflow=0.01 cfs 0.004 af Outflow=0.01 cfs 0.004 of Pond 2P: DRYWELL#3 &4 Peak Elev=0.00' Storage=0.000 of Inflow=0.00 cfs 0.001 of Outflow=0.00 cfs 0.001 af Pond 3P: DRYWELL#5 &6 Peak Elev=0.00' Storage=0.000 af Inflow=0.00 cfs 0.001 af Outflow=0.00 cfs 0.001 af Pond 4P: DRYWELLS #7 & 8 Peak Elev=0.00' Storage=0.000 af Inflow=0.00 cfs 0.001 of Outflow=0.00 cfs 0.001 af Pond 5P: DRYWELLS#9 & 10 Peak Elev=0.01' Storage=0.000 af Inflow=0.00 cfs 0.002 af Outflow=0.00 cfs 0.002 af Link IL: DISCHARGE POINT Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 of Total Runoff Area = 14.253 ac Runoff Volume= 0.009 af Average Runoff Depth = 0.01" 89.53% Pervious = 12.761 ac 10.47% Impervious = 1.492 ac 46262-LEUCI SUBDIVISION- PROPOSED Type 1124-hr 1 YR STORM Rainfall=2.30" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 5 Summaryfor Subcatchmentl S: SUBCATCH#1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR STORM Rainfall=2.30" Area (sf) CN Description 427,363 32 Woods/grass comb., Good, HSG A 4,355 98 ROAD 16,052 98 Unconnected roofs, HSG A 447,770 35 Weighted Average, UI Adjusted CN = 34 427,363 95.44% Pervious Area 20,407 4.56% Impervious Area 16,052 78.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0250 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 19.1 926 0.0260 0.81 Shallow Concentrated Flow, SHALLOW CONC FLOW Woodland Kv= 5.0 fps 41.8 1,026 Total Summaryfor Subcatchment2S: SUBCATCH#2 Runoff = 0.01 cfs @ 12.42 hrs, Volume= 0.004 af, Depth> 0.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR STORM Rainfall=2.30" Area (sf) CN Description 6,145 98 Paved roads w/curbs & sewers, HSG A 1,814 98 Unconnected roofs, HSG A 16,305 39 >75% Grass cover, Good, HSG A 24,264 58 Weighted Average 16,305 67.20% Pervious Area 7,959 32.80% Impervious Area 1,814 22.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.0375 1.53 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 84 0.0238 3.13 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 1.5 184 Total, Increased to minimum Tc = 9.0 min 46262-LEUCISUBDIV!S!ON- PROPOSED Type If 24-hr 1 YR STORM Rainfall=2.30" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment3S: SUBCATCH#3 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth> 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs. dt= 0.05 hrs Type II 24-hr 1 YR STORM Rainfall=2.30" Area (sf) CN Description 5,601 98 Paved roads w/curbs & sewers, HSG A 2,741 98 Unconnected roofs, HSG A 25,748 39 >75% Grass cover, Good, HSG A 34,090 53 Weighted Average, UI Adjusted CN = 51 25,748 75.53% Pervious Area o� 8,342 24.47% Impervious Area 2,741 32.86% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 58 0.0150 0.12 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0150 0.89 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 145 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 10.0 245 Total Summary for Subcatchment4S: SUBCATCH#4 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth> 0.01" Runoff by SCS TR-20 method. UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR STORM Rainfall=2.30" Area (sf) CN Description 5,597 98 Paved roads w/curbs & sewers, HSG A 2,740 98 Unconnected roofs, HSG A 26,693 39 >75% Grass cover, Good, HSG A 35,030 53 Weighted Average, UI Adjusted CN = 51 26,693 76.20% Pervious Area 8,337 23.80% Impervious Area 2,740 32.87% Unconnected 46262-LEUCISUBDIVISION- PROPOSED Type 11 24-hr 1 YR STORM Rainfall=2.30" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 58 0.0100 0.10 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0140 0.87 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 143 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 11.5 243 Total Summary for Subcatchment5S: SUBCATCH#5 Runoff = 0.00 cfs © 24.00 hrs, Volume= 0.001 af. Depth> 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR STORM Rainfall=2.30" Area (sf) CN Description 4,197 98 Paved roads w/curbs & sewers, HSG A 1,923 98 Unconnected roofs, HSG A 18,959 39 >75% Grass cover, Good, HSG A 25,079 53 Weighted Average, UI Adjusted CN = 51 18.959 75.60% Pervious Area 6,120 24.40% Impervious Area 1,923 31.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 58 0.0200 0.13 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.7 42 0.0200 1.00 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 88 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 8.4 188 Total, Increased to minimum Tc = 9.0 min Summary for Subcatchment6S: SUBCATCH#6 Runoff = 0.00 cfs 18.25 hrs, Volume= 0.002 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR STORM Rainfall=2.30" 46262-LEUCI SUBDIVISION- PROPOSED Type 1124-hr 1 YR STORM Rainfall=2.30" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 8 Area (sf) CN Description 10,060 98 Paved roads w/curbs &sewers, HSG A 3,766 98 Unconnected pavement, HSG A 40,817 39 >75% Grass cover, Good, HSG A 54,643 54 Weighted Average, UI Adjusted CN = 52 40,817 74.70% Pervious Area 13.826 25.30% Impervious Area 3,766 27.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 75 0.0350 0.17 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.4 25 0.0350 1.13 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 198 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 8.6 298 Total, Increased to minimum Tc = 9.0 min Summaryfor Pond 1 P: DRYWELL#1 & 2 Inflow Area = 0.557 ac, 32.80% Impervious, Inflow Depth > 0.09" for 1 YR STORM event Inflow = 0.01 cfs @ 12.42 hrs, Volume= 0.004 of Outflow = 0.01 cfs @ 12.46 hrs, Volume= 0.004 af, Atten= 1%, Lag= 2.6 min Discarded = 0.01 cfs © 12.46 hrs, Volume= 0.004 af Routing by Stor-Ind method. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 0.02' @ 12.46 hrs Surf.Area= 0.004 ac Storage= 0.000 af Plug-Flow detention time= 2 5 min calculated for 0.004 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 1,019.9- 1,018.4 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 12.46 hrs HW=0.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond 2P: DRYWELL#3 & 4 Inflow Area = 0.783 ac, 24.47% Impervious, Inflow Depth > 0.01" for 1 YR STORM event Inflow = 0.00 cfs © 24.00 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 1 YR STORM Rainfall=2.30" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 9 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' © 24.00 hrs Surf.Area= 0.004 ac Storage= 0.000 af Plug-Flow detention time= 2.5 min calculated for 0.001 of(99% of inflow) Center-of-Mass det. time= 1.2 min ( 1,196.9 - 1,195.8 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 of Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 24.00 hrs HW=0.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond 3P: DRYWELL#5 & 6 Inflow Area = 0.804 ac, 23.80% Impervious, Inflow Depth > 0.01" for 1 YR STORM event Inflow = 0.00 cfs @ 24.00 hrs. Volume= 0.001 of Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 24.00 his Surf.Area= 0.004 ac Storage= 0.000 af Plug-Flow detention time= 2.5 min calculated for 0.001 af (99% of inflow) Center-of-Mass det_ time= 1.2 min ( 1,197.6 - 1.196.4 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 of Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 24.00 hrs HW=0.00' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.04 cfs) Summary for Pond 4P: DRYWELLS#7 & 8 Inflow Area = 0.576 ac, 24.40% Impervious, Inflow Depth > 0.01" for 1 YR STORM event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af 46262-LEUCISUBDIVISION- PROPOSED Type If 24-hr 1 YR STORM Rainfall=2.30" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 10 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 0.00' @ 24.00 hrs Surf.Area= 0.004 ac Storage= 0.000 of Plug-Flow detention time= 2.5 min calculated for 0.001 af(99% of inflow) Center-of-Mass det. time= 1.2 min ( 1,196.5 - 1,195.4) Volume Invert AvaiLStorage Storage Description #1 0.00' 0.050 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall x 40.0% Voids #2 1.00' 0.018 of 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 0.069 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 24.00 hrs HW=0.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.04 cfs) Summaryfor Pond 5P: DRYWELLS#9 & 10 Inflow Area = 1.254 ac, 25.30% Impervious, Inflow Depth > 0.02" for 1 YR STORM event Inflow = 0.00 cfs @ 18.25 hrs. Volume= 0.002 af Outflow = 0.00 cfs @ 18.29 hrs. Volume= 0.002 af, Atten= 0%, Lag= 2.5 min Discarded = 0.00 cfs @ 18.29 hrs, Volume= 0.002 af Routing by Stor-Ind method. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 0.01' @ 18.29 hrs Surf.Area= 0.004 ac Storage= 0.000 af Plug-Flow detention time= 2.5 min calculated for 0.002 af(100% of inflow) Center-of-Mass det. time= 1.2 min ( 1,160.3 - 1,159.1 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 of Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.04 cfs @ 18.29 hrs HW=0.01 (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.04 cfs) Summaryfor Link 1L: DISCHARGEPOINT Inflow Area = 10.279 ac, 4.56% Impervious, Inflow Depth = 0.00" for 1 YR STORM event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min , 46262-LEUCISUBDIVISION- PROPOSED Type ll 24-hr 1 YR STORM Rainfall=2.30" Prepared by (enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 11 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 'NI- 0101 \A \ T11t; \lA \ \(a1: \UI. `IT REPORT Fkii 1- 1 ( - I'l:f;+ ;\ k( ) -\.1) 1 .,107N, PRE & POST DEVELOPED CONDITIONS 10 YR DESIGN STORM 46262-LEUCI SUBDIVISION- EXISTING Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT#1 Runoff Area=624,072 sf 0.97% Impervious Runoff Depth=0.00" Flow Length=1,215' Tc=53.8 min CN=33 Runoff=0.00 cfs 0.000 af Total Runoff Area = 14.327 ac Runoff Volume = 0.000 af Average Runoff Depth = 0.00" 99.03% Pervious = 14.187 ac 0.97% Impervious = 0.139 ac 46262-LEUCISUBDIVISION- EXISTING Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 7 Summaryfor SubcatchmentlS: SUBCATCHMENT#1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR STORM Rainfall=3.90" Area (sf) CN Description 6,072 98 ROAD 618,000 32 Woods, Good, HSG A 624,072 33 Weighted Average 618,000 99.03% Pervious Area 6,072 0.97% Impervious Area Ic Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 24 0.0104 0.69 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 32.1 126 0.0167 0.07 Sheet Flow, SHEET FLOW Woods: Licht underbrush n= 0.400 P2= 2.40" 21.1 1,065 0.0282 0.84 Shallow Concentrated Flow, SHALLOW CONC. FLOW Woodland Kv= 5.0 fps 53.8 1,215 Total , 1 46262-LEUCISUBDIVISION- PROPOSED Type 11 24-hr 10 YR STORM Rainfall=3.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 12 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCH#1 Runoff Area=447.770 sf 4.56% Impervious Runoff Depth>0.00" Flow Length=1,026' Tc=41.8 min UI Adjusted CN=34 Runoff=0.00 cfs 0.000 af Subcatchment 2S: SUBCATCH#2 Runoff Area=24.264 sf 32.80% Impervious Runoff Depth>0.62" Flow Length=184' Tc=9.0 min CN=58 Runoff=0.43 cfs 0.029 af Subcatchment 3S: SUBCATCH #3 Runoff Area=34.090 sf 24.47% Impervious Runoff Depth>0.34" Flow Length=245' Tc=10.0 min UI Adjusted CN=51 Runoff=0.19 cfs 0.022 af Subcatchment 4S: SUBCATCH#4 Runoff Area=35.030 sf 23.80% Impervious Runoff Depth>0.34" Flow Length=243' Tc=11.5 min 11 UI Adjusted CN=51 Runoff=0.18 cfs 0.023 of Subcatchment 5S: SUBCATCH#5 Runoff Area=25.079 sf 24.40% Impervious Runoff Depth>0.34" Flow Length=188' Tc=9.0 min UI Adjusted CN=51 Runoff=0.15 cfs 0.016 af Subcatchment 6S: SUBCATCH #6 Runoff Area=54.643 sf 25.30% Impervious Runoff Depth>0.37" Flow Length=298' Tc=9.0 min UI Adjusted CN=52 Runoff=0.41 cfs 0.039 af Pond 1P: DRYWELL#1 & 2 Peak EIev=2.22' Storage=0.007 af Inflow=0.43 cfs 0.029 af Outflow=0.08 cfs 0.029 af Pond 2P: DRYWELL#3 &4 Peak Elev=1.22' Storage=0.003 af Inflow=0.19 cfs 0.022 af Outflow=0.06 cfs 0.022 af Pond 3P: DRYWELL#5 &6 Peak EIev=1.24' Storage=0.003 af Inflow=0.18 cfs 0.023 af Outflow=0.06 cfs 0.022 af Pond 4P: DRYWELLS#7 &8 Peak EIev=0.88' Storage=0.002 af Inflow=0.15 cfs 0.016 af Outflow=0.05 cfs 0.016 af Pond 5P: DRYWELLS#9 & 10 Peak Elev=2.26' Storage=0.007 af Inflow=0.41 cfs 0.039 af Outflow=0.08 cfs 0.039 af Link IL: DISCHARGE POINT Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Total Runoff Area = 14.253 ac Runoff Volume= 0.128 af Average Runoff Depth = 0.11" 89.53% Pervious = 12.761 ac 10.47% Impervious = 1.492 ac 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by (enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchmentl S: SUBCATCH#1 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type !! 24-hr 10 YR STORM Rainfall=3.90" Area (sf) CN Description 427,363 32 Woods/grass comb., Good, HSG A 4,355 98 ROAD 16,052 98 Unconnected roofs, HSG A 447770 35 Weighted Average, UI Adjusted CN = 34 427,363 95.44% Pervious Area 20,407 4.56% Impervious Area 16,052 78.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0250 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 19.1 926 0.0260 0.81 Shallow Concentrated Flow, SHALLOW CONC FLOW Woodland Kv= 5.0 fps 41.8 1,026 Total Summary for Subcatchment2S: SUBCATCH#2 Runoff = 0.43 cfs @ 12.03 hrs, Volume= 0.029 af, Depth> 0.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR STORM Rainfall=3.90" Area (sf) CN Description 6,145 98 Paved roads w/curbs & sewers, HSG A 1,814 98 Unconnected roofs, HSG A 16,305 39 >75% Grass cover, Good, HSG A 24,264 58 Weighted Average 16,305 67.20% Pervious Area 7,959 32.80% Impervious Area 1,814 22.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.0375 1.53 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 84 0.0238 3.13 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 1.5 184 Total, Increased to minimum Tc = 9.0 min • , 46262-LEUCI SUBDIVISION- PROPOSED Type 11 24-hr 10 YR STORM. Rainfall=3.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment3S: SUBCATCH#3 Runoff = 0.19 cfs @ 12.07 hrs, Volume= 0.022 af, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR STORM Rainfall=3.90" Area (sf) CN Description 5.601 98 Paved roads w/curbs & sewers, HSG A 2,741 98 Unconnected roofs, HSG A 25,748 39 >75% Grass cover, Good, HSG A 34,090 53 Weighted Average, UI Adjusted CN = 51 25,748 75.53% Pervious Area 8,342 24.47% Impervious Area 2,741 32.86% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 58 0.0150 0.12 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0150 0.89 Sheet Flow; SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 145 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 10.0 245 Total Summary for Subcatchment4S: SUBCATCH#4 Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.023 af. Depth> 0.34" Runoff by SCS TR-20 method. UH=SCS, Time Span= 0.00-24.00 his, dt= 0.05 hrs Type II 24-hr 10 YR STORM Rainfall=3.90" Area (sf) CN Description 5,597 98 Paved roads w/curbs & sewers, HSG A 2,740 98 Unconnected roofs, HSG A 26,693 39 >75% Grass cover, Good, HSG A 35,030 53 Weighted Average, UI Adjusted CN = 51 26,693 76.20% Pervious Area 8,337 23.80% Impervious Area 2,740 32.87% Unconnected 46262-LEUCI SUBDIVISION- PROPOSED Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 15 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 58 0.0100 0.10 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0140 0.87 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 143 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 11.5 243 Total Summaryfor Subcatchment5S: SUBCATCH#5 Runoff = 0.15 cfs @ 12.06 hrs. Volume= 0.016 af, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR STORM Rainfall=3.90" Area (sf) CN Description 4,197 98 Paved roads w/curbs & sewers, HSG A 1,923 98 Unconnected roofs, HSG A 18,959 39 >75% Grass cover, Good, HSG A 25.079 53 Weighted Average, UI Adjusted CN = 51 18,959 75.60% Pervious Area 6,120 24.40% Impervious Area 1.923 31.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 58 0.0200 0.13 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.7 42 0.0200 1.00 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 88 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 8.4 188 Total. Increased to minimum Tc= 9.0 min Summary for Subcatchment6S: SUBCATCH#6 Runoff = 0.41 cfs @ 12.05 hrs, Volume= 0.039 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR STORM Rainfall=3.90" 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 16 Area (sf) CN Description 10,060 98 Paved roads w/curbs & sewers. HSG A 3,766 98 Unconnected pavement, HSG A 40,817 39 >75% Grass cover, Good, HSG A 54,643 54 Weighted Average, UI Adjusted CN = 52 40,817 74.70% Pervious Area 13,826 25.30% Impervious Area 3,766 27.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 75 0.0350 0.17 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.4 25 0.0350 1.13 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 198 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 8.6 298 Total, Increased to minimum Tc = 9.0 min Summary for Pond 'I P: DRYWELL#1 & 2 • Inflow Area = 0.557 ac, 32.80% Impervious, Inflow Depth > 0.62" for 10 YR STORM event Inflow = 0.43 cfs @ 12.03 hrs, Volume= 0.029 af Outflow = 0.08 cfs @ 12.50 hrs, Volume= 0.029 af, Atten= 83%, Lag= 27.9 min Discarded = 0.08 cfs @ 12.50 hrs, Volume= 0.029 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 2.22' @ 12.50 hrs Surf.Area= 0.008 ac Storage= 0.007 af Plug-Flow detention time= 28.8 min calculated for 0.029 af(100% of inflow) Center-of-Mass det. time= 28.0 min ( 932.9 - 904.8 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.08 cfs @ 12.50 hrs HW=2.22' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Summaryfor Pond 2P: DRYWELL#3 & 4 Inflow Area = 0.783 ac, 24.47% Impervious, Inflow Depth > 0.34" for 10 YR STORM event Inflow = 0.19 cfs @ 12.07 hrs, Volume= 0.022 af Outflow = 0.06 cfs @ 12.55 hrs, Volume= 0.022 af, Atten= 71%, Lag= 28.6 min Discarded = 0.06 cfs @ 12.55 hrs, Volume= 0.022 af 46262-LEUCI SUBDIVISION- PROPOSED Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 17 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 1.22' @ 12.55 hrs Surf.Area= 0.006 ac Storage= 0.003 af Plug-Flow detention time= 11.8 min calculated for 0.022 af(100% of inflow) Center-of-Mass det. time= 10.9 min ( 960.6 - 949.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.55 hrs HW=1.22' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Summaryfor Pond 3P: DRYWELL#5 & 6 Inflow Area = 0.804 ac, 23.80% Impervious, Inflow Depth > 0.34" for 10 YR STORM event Inflow = 0.18 cfs @ 12.09 hrs, Volume= 0.023 of Outflow = 0.06 cfs @ 12.58 hrs, Volume= 0.022 af, Atten= 69%, Lag= 29.5 min Discarded = 0.06 cfs @ 12.58 hrs. Volume= 0.022 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 1.24' @ 12.58 hrs Surf.Area= 0.006 ac Storage= 0.003 af Plug-Flow detention time= 12.1 min calculated for 0.022 af(100% of inflow) Center-of-Mass det. time= 11.3 min ( 961.9 - 950.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.06 cfs @ 12.58 hrs HW=1.24' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.06 cfs) Summary for Pond 4P: DRYWELLS#7 & 8 Inflow Area = 0.576 ac, 24.40% Impervious, Inflow Depth > 0.34" for 10 YR STORM event Inflow = 0.15 cfs @ 12.06 hrs, Volume= 0.016 af Outflow = 0.05 cfs @ 12.39 hrs, Volume= 0.016 af, Atten= 67%, Lag= 19.9 min Discarded = 0.05 cfs © 12.39 hrs, Volume= 0.016 af 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 18 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 0.88' @ 12.39 his Surf.Area= 0.005 ac Storage= 0.002 af Plug-Flow detention time= 7.3 min calculated for 0.016 af(100% of inflow) Center-of-Mass det. time= 6.5 min ( 955.5 - 949.0 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.050 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 0.069 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.05 cfs @ 12.39 hrs HW=0.88' (Free Discharge) 4 -1=Exfiltration (Exfiltration Controls 0.05 cfs) Summary for Pond 5P: DRYWELLS#9 & iO Inflow Area = 1.254 ac, 25.30% Impervious: Inflow Depth > 0.37" for 10 YR STORM event Inflow = 0.41 cfs @ 12.05 hrs, Volume= 0.039 af Outflow = 0.08 cfs © 12.80 hrs. Volume= 0.039 af, Atten= 81%, Lag= 44.9 min Discarded = 0.08 cfs @ 12.80 hrs. Volume= 0.039 af Routing by Stor-Ind method. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 2.26' © 12.80 hrs Surf.Area= 0.008 ac Storage= 0.007 af Plug-Flow detention time= 31.1 min calculated for 0.039 af(100% of inflow) Center-of-Mass det. time= 30.3 min ( 971.4- 941.2 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 12.80 hrs HW=2.26' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.08 cfs) Summary for Link 1 L: DISCHARGE POINT Inflow Area = 10.279 ac, 4.56% Impervious, Inflow Depth > 0.00" for 10 YR STORM event Inflow = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 24.00 hrs. Volume= 0.000 af, Atten= 0%, Lag= 0.0 min 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 10 YR STORM Rainfall=3.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 19 Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 1 ( 9,fOiN,‘, :\ TER \1.\\ :A ( I. \I1. K F 1'( )k i FOR [ T. a. r I — Pf ( x( \ .0 \ f )AI) NT. BIM ] - 1 ( )N4 PRE & POST DEVELOPED CONDITIONS 25 YR DESIGN STORM • 46262-LEUCISUBDIMISION- EXISTING Type II 24-hr 25 YR STORM Rainfall=4.50" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 8 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT#1 Runoff Area=624,072 sf 0.97% Impervious Runoff Depth>0.01" Flow Length=1,215' Tc=53.8 min CN=33 Runoff=0.03 cfs 0.009 af Total Runoff Area= 14.327 ac Runoff Volume = 0.009 af Average Runoff Depth = 0.01" 99.03% Pervious = 14.187 ac 0.97% Impervious = 0.139 ac 46262-LEUCISUBDIVISION- EXISTING Type 1124-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 9 Summaryfor SubcatchmentlS: SUBCATCHMENT#1 Runoff = 0.03 cfs @ 24.00 hrs, Volume= 0.009 af. Depth> 0.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR STORM Rainfall=4.50" Area (sf) CN Description 6,072 98 ROAD t 618,000 32 Woods, Good, HSG A 624,072 33 Weighted Average 618,000 99.03% Pervious Area 6,072 0.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 24 0.0104 0.69 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 32.1 126 0.0167 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 21.1 1,065 0.0282 0.84 Shallow Concentrated Flow, SHALLOW CONC. FLOW Woodland Kv= 5.0 fps 53.8 1,215 Total 46262-LEUCISUBDIVISION- PROPOSED Type 1!24-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 20 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCH #1 Runoff Area=447,770 sf 4.56% Impervious Runoff Depth>0.02" Flow Length=1,026' Tc=41.8 min UI Adjusted CN=34 Runoff=0.03 cfs 0.015 af Subcatchment 2S: SUBCATCH #2 Runoff Area=24.264 sf 32.80% Impervious Runoff Depth>0.90" Flow Length=184' Tc=9.0 min CN=58 Runoff=0.70 cfs 0.042 af Subcatchment 3S: SUBCATCH#3 Runoff Area=34.090 sf 24.47% Impervious Runoff Depth>0.54' Flow Length=245' Tc=10.0 min UI Adjusted CN=51 Runoff=0.44 cfs 0.035 af Subcatchment 4S: SUBCATCH#4 Runoff Area=35.030 sf 23.80% Impervious Runoff Depth>0.54" Flow Length=243' Tc=11.5 min UI Adjusted CN=51 Runoff=0.41 cfs 0.036 of Subcatchment 5S: SUBCATCH #5 Runoff Area=25.079 sf 24.40% Impervious Runoff Depth>0.54" Flow Length=188' Tc=9.0 min UI Adjusted CN=51 Runoff=0.34 cfs 0.026 of Subcatchment 6S: SUBCATCH #6 Runoff Area=54.643 sf 25.30% Impervious Runoff Depth>0.59" Flow Length=298' Tc=9.0 min UI Adjusted CN=52 Runoff=0.84 cfs 0.062 af Pond 1P: DRYWELL #1 & 2 Peak EIev=3.32' Storage=0.012 af Inflow=0.70 cfs 0.042 af Outflow=0.10 cfs 0.042 af Pond 2P: DRYWELL#3 &4 Peak Elev=2.36' Storage=0.007 of Inflow=0.44 cfs 0.035 af Outflow=0.08 cfs 0.035 af Pond 3P: DRYWELL#5 & 6 Peak EIev=2.40' Storage=0.007 of Inflow=0.41 cfs 0.036 af Outflow=0.08 cfs 0.036 of Pond 4P: DRYWELLS#7 & 8 Peak FIev=1 50' Storage=0 004 af Inflow=0 34 cfs 0.026 af Outflow=0.08 cfs 0.026 af Pond 5P: DRYWELLS#9 & 10 Peak EIev=3.89' Storage=0.015 af Inflow=0.84 cfs 0.062 af Outflow=0.11 cfs 0.062 of Link 1L: DISCHARGE POINT Inflow=0.03 cfs 0.015 af Primary=0.03 cfs 0.015 af Total Runoff Area = 14.253 ac Runoff Volume = 0.216 af Average Runoff Depth =0.18" 89.53% Pervious = 12.761 ac 10.47% Impervious = 1.492 ac 46262-LEUCI SUBDIVISION- PROPOSED Type II 24-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 21 Summary for SubcatchmentlS: SUBCATCH#1 Runoff = 0.03 cfs @ 24.00 hrs, Volume= 0.015 af, Depth> 0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR STORM Rainfall=4.50" Area (sf) CN Description 427,363 32 Woods/grass comb., Good, HSG A 4,355 98 ROAD 16,052 98 Unconnected roofs, HSG A 447,770 35 Weighted Average, UI Adjusted CN = 34 427,363 95.44% Pervious Area 20,407 4.56% Impervious Area 16,052 78.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0250 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 19.1 926 0.0260 0.81 Shallow Concentrated Flow, SHALLOW CONC FLOW Woodland Kv= 5.0 fps 41.8 1,026 Total Summaryfor Subcatchment2S: SUBCATCH#2 Runoff = 0.70 cfs @ 12.02 hrs, Volume= 0.042 af, Depth> 0.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR STORM Rainfall=4.50" Area (sf) CN Description 6,145 98 Paved roads w/curbs & sewers, HSG A 1,814 98 Unconnected roofs, HSG A 16,305 39 >75% Grass cover, Good, HSG A 24,264 58 Weighted Average 16,305 67.20% Pervious Area 7,959 32.80% Impervious Area 1,814 22.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.0375 1.53 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 84 0.0238 3.13 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 1.5 184 Total. Increased to minimum Tc = 9.0 min 46262-LEUClSUBDIVISION- PROPOSED Type 1124-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCADO 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment3S: SUBCATCH#3 Runoff = 0.44 cfs @ 12.05 hrs. Volume= 0.035 af, Depth> 0.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR STORM Rainfall=4.50" Area (sf) CN Description 5,601 98 Paved roads w/curbs & sewers, HSG A 2,741 98 Unconnected roofs. HSG A 25,748 39 >75% Grass cover, Good, HSG A 34,090 53 Weighted Average, UI Adjusted CN = 51 25,748 75.53% Pervious Area 8;342 24.47% Impervious Area 2,741 32.86% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 58 0.0150 0.12 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0150 0.89 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 145 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 10.0 245 Total Summary for Subcatchment4S: SUBCATCH#4 Runoff = 0.41 cfs @ 12.07 hrs, Volume= 0.036 af, Depth> 0.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR STORM Rainfall=4.50" Area (sf) CN Description 5,597 98 Paved roads w/curbs & sewers, HSG A 2,740 98 Unconnected roofs, HSG A 26,693 39 >75% Grass cover, Good, HSG A 35,030 53 Weighted Average, UI Adjusted CN = 51 26,693 76.20% Pervious Area 8,337 23.80% Impervious Area 2,740 32.87% Unconnected 46262-LEUCISUBDIVISION- PROPOSED Type II 24-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 58 0.0100 0.10 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0140 0.87 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 143 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 11.5 243 Total Summaryfor Subcatchment5S: SUBCATCH#5 Runoff = 0.34 cfs @ 12.04 hrs, Volume= 0.026 at Depth> 0.54" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR STORM Rainfall=4.50" Area (sf) CN Description 4,197 98 Paved roads w/curbs & sewers, HSG A 1,923 98 Unconnected roofs, HSG A 18.959 39 >75% Grass cover, Good, HSG A 25,079 53 Weighted Average, UI Adjusted CN = 51 18,959 75.60% Pervious Area 6,120 24.40% Impervious Area 1,923 31.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 58 0.0200 0.13 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.7 42 0.0200 1.00 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 88 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 8.4 188 Total, Increased to minimum Tc = 9.0 min Summary for Subcatchment6S: SUBCATCH#6 Runoff = 0.84 cfs @ 12.04 hrs, Volume= 0.062 af, Depth> 0.59" Runoff by SCS TR-20 method; UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 25 YR STORM Rainfall=4.50" 1 1 46262-LEUCI SUBDIVISION- PROPOSED Type II 24-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 24 Area (sf) CN Description 10,060 98 Paved roads w/curbs & sewers, HSG A 3,766 98 Unconnected pavement, HSG A 40,817 39 >75% Grass cover, Good, HSG A 54,643 54 Weighted Average, UI Adjusted CN = 52 40,817 74.70% Pervious Area 13,826 25.30% Impervious Area 3,766 27.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 75 0.0350 0.17 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.4 25 0.0350 1.13 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 198 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 8.6 298 Total, Increased to minimum Tc = 9.0 min Summary for Pond 1P: DRYWELL#1 & 2 Inflow Area = 0.557 ac, 32.80% Impervious, Inflow Depth > 0.90" for 25 YR STORM event Inflow = 0.70 cfs @ 12.02 hrs. Volume= 0.042 of Outflow = 0.10 cfs @ 12.54 hrs, Volume= 0.042 af, Atten= 86%, Lag= 30.7 min Discarded = 0.10 cfs @ 12.54 hrs. Volume= 0.042 af Routing by Stor-lnd method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 3.32' @ 12.54 hrs Surf.Area= 0.010 ac Storage= 0.012 af Plug-Flow detention time= 46.3 min calculated for 0.042 af (100% of inflow) Center-of-Mass det. time= 45.7 min ( 935.2 - 889.5 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.10 cfs @ 12.54 hrs HW=3.32' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond 2P: DRYWELL#3 & 4 Inflow Area = 0.783 ac, 24.47% Impervious, Inflow Depth > 0.54" for 25 YR STORM event Inflow = 0.44 cfs @ 12.05 hrs, Volume= 0.035 af Outflow = 0.08 cfs @ 12.64 hrs, Volume= 0.035 af, Atten= 82%, Lag= 35.1 min Discarded = 0.08 cfs @ 12.64 hrs, Volume= 0.035 of 46262-LEUCISUBDI VISION- PROPOSED Type 1124-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 25 Routing by Stor-Ind method. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 2.36' © 12.64 hrs Surf.Area= 0.008 ac Storage= 0.007 af Plug-Flow detention time= 31.7 min calculated for 0.035 af(100% of inflow) Center-of-Mass det. time= 30.9 min ( 955.2 - 924.3 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 of 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 of 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.08 cfs @ 12.64 hrs HW=2.36' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.08 cfs) Summaryfor Pond 3P: DRYWELL#5 & 6 Inflow Area = 0.804 ac, 23.80% Impervious, Inflow Depth > 0.54" for 25 YR STORM event Inflow = 0.41 cfs @ 12.07 hrs, Volume= 0.036 af Outflow = 0.08 cfs @ 12.68 hrs. Volume= 0.036 af, Atten= 81%, Lag= 36.4 min Discarded = 0.08 cfs @ 12.68 hrs: Volume= 0.036 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 2.40' @ 12.68 hrs Surf.Area= 0.008 ac Storage= 0.007 af Plug-Flow detention time= 32.5 min calculated for 0.036 of(100% of inflow) Center-of-Mass det. time= 31.8 min ( 957.1 - 925.3 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.08 cfs @ 12.68 hrs HW=2.40' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Summary for Pond 4P: DRYWELLS#7 & 8 Inflow Area = 0.576 ac, 24.40% Impervious, Inflow Depth > 0.54" for 25 YR STORM event Inflow = 0.34 cfs @ 12.04 hrs, Volume= 0.026 of Outflow = 0.08 cfs @ 12.38 hrs, Volume= 0.026 af, Atten= 75%, Lag= 19.9 min Discarded = 0.08 cfs @ 12.38 hrs, Volume= 0.026 af 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 26 Routing by Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 1.50' @ 12.38 hrs Surf.Area= 0.008 ac Storage= 0.004 af Plug-Flow detention time= 13.8 min calculated for 0.026 af(100% of inflow) Center-of-Mass det. time 13.0 min ( 936.7- 923.7 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.050 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 0.069 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.08 cfs @ 12.38 hrs HW=1.50' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.08 cfs) Summaryfor Pond 5P: DRYWELLS#9 & 10 Inflow Area = 1.254 ac, 25.30% Impervious, Inflow Depth > 0.59" for 25 YR STORM event Inflow = 0.84 cfs @ 12.04 hrs. Volume= 0.062 of Outflow = 0.11 cfs @ 12.85 hrs. Volume= 0.062 af, Atten= 86%, Lag= 48.7 min Discarded = 0.11 cfs @ 12.85 hrs. Volume= 0.062 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 3.89' @ 12.85 hrs Surf.Area= 0.011 ac Storage= 0.015 af Plug-Flow detention time= 58.3 min calculated for 0.062 af(100% of inflow) Center-of-Mass det. time= 57.6 min ( 975.4 - 917.8 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.11 cfs @ 12.85 hrs HW=3.89' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.11 cfs) Summary for Link 1L: DISCHARGE POINT Inflow Area = 10.279 Sc, 4.56% Impervious, Inflow Depth > 0.02" for 25 YR STORM event Inflow = 0.03 cfs @ 24.00 hrs, Volume= 0.015 af Primary = 0.03 cfs @ 24.00 hrs. Volume= 0.015 af, Atten= 0%, Lag= 0.0 min 46262-LEUCISUBDI VISION- PROPOSED Type II 24-hr 25 YR STORM Rainfall=4.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 27 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs 1 I , '. 10101 \i% RE POR FOR 1:11 (_ l J'l ( , ( ; \ \ \ '\ 10 ) -\1) 1_ B1)M \ ;SK \ PRE & POST DEVELOPED CONDITIONS 50 YR DESIGN STORM 46262-LEUCISUBDIVISION- EXISTING Type 1124-hr50 YR STORM Rainfall=4.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 10 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT#1 Runoff Area=624,072 sf 0.97% Impervious Runoff Depth>0.03" Flow Length=1.215' Tc=53.8 min CN=33 Runoff=0.06 cfs 0.036 af Total Runoff Area = 14.327 ac Runoff Volume = 0.036 af Average Runoff Depth = 0.03" 99.03% Pervious = 14.187 ac 0.97% Impervious = 0.139 ac f ' 46262-LEUCISUBDIVISION- EXISTING Type 1124-hr 50 YR STORM Rainfall=4.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 11 Summary for SubcatchmentlS: SUBCATCHMENT#1 Runoff = 0.06 cfs @ 24.00 hrs, Volume= 0.036 af, Depth> 0.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YR STORM Rainfall=4.90" Area (sf) CN Description 6,072 98 ROAD 618,000 32 Woods, Good, HSG A 624,072 33 Weighted Average 618,000 99.03% Pervious Area 6,072 0.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 24 0.0104 0.69 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 32.1 126 0.0167 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 21.1 1,065 0.0282 0.84 Shallow Concentrated Flow, SHALLOW CONC. FLOW Woodland Kv= 5.0 fps 53.8 1,215 Total • v y 46262-LEUCI SUBDIVISION- PROPOSED Type II 24-hr 50 YR STORM Rainfall=4.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 28 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCH #1 Runoff Area=447.770 sf 4.56% Impervious Runoff Depth>0.05" Flow Length=1,026' Tc=41.8 min UI Adjusted CN=34 Runoff=0.06 cfs 0.041 af Subcatchment 2S: SUBCATCH #2 Runoff Area=24.264 sf 32.80% Impervious Runoff Depth>1.11" Flow Length=184' Tc=9.0 min CN=58 Runoff=0.89 cfs 0.052 af Subcatchment 3S: SUBCATCH #3 Runoff Area=34.090 sf 24.47% Impervious Runoff Depth>0.70" Flow Length=245' Tc=10.0 min Ul Adjusted CN=51 Runoff=0.63 cfs 0.046 af Subcatchment 4S: SUBCATCH#4 Runoff Area=35.030 sf 23.80% Impervious Runoff Depth>0.70" Flow Length=243' Tc=11.5 min UI Adjusted CN=51 Runoff=0.60 cfs 0.047 af Subcatchment 5S: SUBCATCH#5 Runoff Area=25.079 sf 24.40% Impervious Runoff Depth>0.70" Flow Length=188' Tc=9.0 min UI Adjusted CN=51 Runoff=0.48 cfs 0.034 af Subcatchment 6S: SUBCATCH#6 Runoff Area=54.643 sf 25.30% Impervious Runoff Depth>0.76" Flow Length=298' Tc=9.0 min UI Adjusted CN=52 Runoff=1.18 cfs 0.079 af Pond 1P: DRYWELL#1 & 2 Peak EIev=4.04' Storage=0.016 af inflow=0.89 cfs 0.052 af Outflow=0.12 cfs 0.052 af Pond 2P: DRYWELL#3 & 4 Peak EIev=3.16' Storage=0.011 af Inflow=0.63 cfs 0.046 af Outflow=0.10 cfs 0.046 of Pond 3P: DRYWELL#5 & 6 Peak Elev=3.22' Storage=0.011 af Inflow=0.60 cfs 0.047 af Outflow=0.10 cfs 0.047 af Pond 4P: DRYWELLS#7 & 8 Peak EIev=2.05' Storage=0.007 af Inflow=0.48 cfs 0.034 af Outflow=0.10 cfs 0.034 af Pond 5P: DRYWELLS#9 & 10 Peak Elev=4.95' Storage=0.022 af Inflow=1.18 cfs 0.079 af Outflow=0.14 cfs 0.079 af Link IL: DISCHARGE POINT Inflow=0.06 cfs 0.041 af Primary=0.06 cfs 0.041 af Total Runoff Area = 14.253 ac Runoff Volume = 0.298 af Average Runoff Depth = 0.25" 89.53% Pervious = 12.761 ac 10.47% Impervious = 1.492 ac 46262-LEUCI SUBDIVISION- PROPOSED Type 1124-hr 50 YR STORM Rainfall=4.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 29 Summary for SubcatchmentlS: SUBCATCH#1 Runoff = 0.06 cfs @ 18.56 hrs, Volume= 0.041 af, Depth> 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YR STORM Rainfall=4.90" Area (sf) CN Description 427,363 32 Woods/grass comb., Good, HSG A " 4,355 98 ROAD 16,052 98 Unconnected roofs, HSG A 447,770 35 Weighted Average, UI Adjusted CN = 34 427,363 95.44% Pervious Area 20,407 4.56% Impervious Area 16,052 78.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0250 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 19.1 926 0.0260 0.81 Shallow Concentrated Flow, SHALLOW CONC FLOW Woodland Kv= 5.0 fps 41.8 1,026 Total Summaryfor Subcatchment2S: SUBCATCH#2 Runoff = 0.89 cfs @ 12.02 hrs, Volume= 0.052 af, Depth> 1.11" Runoff by SCS TR-20 method, UH=SCS. Time Span= 0.00-24.00 his, dt= 0.05 hrs Type II 24-hr 50 YR STORM Rainfall=4.90" Area (sf) CN Description 6,145 98 Paved roads w/curbs & sewers, HSG A 1,814 98 Unconnected roofs, HSG A 16,305 39 >75% Grass cover, Good, HSG A 24,264 58 Weighted Average 16,305 67.20% Pervious Area 7,959 32.80% Impervious Area 1,814 22.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.0375 1.53 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 84 0.0238 3.13 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 1.5 184 Total, Increased to minimum Tc = 9.0 min , w 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 50 YR STORM Rainfall=4.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD©9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment3S: SUBCATCH#3 Runoff = 0.63 cfs @ 12.05 hrs, Volume= 0.046 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YR STORM Rainfall=4.90" Area (sf) CN Description 5,601 98 Paved roads w/curbs & sewers, HSG A 2,741 98 Unconnected roofs, HSG A 25,748 39 >75% Grass cover, Good, HSG A 34,090 53 Weighted Average, UI Adjusted CN = 51 25,748 75.53% Pervious Area 8,342 24.47% Impervious Area 2,741 32.86% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 58 0.0150 0.12 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0150 0.89 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 145 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 10.0 245 Total Summary for Subcatchment4S: SUBCATCH#4 Runoff = 0.60 cfs @ 12.06 hrs, Volume= 0.047 af. Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YR STORM Rainfall=4.90" Area (sf) CN Description 5,597 98 Paved roads w/curbs & sewers, HSG A 2,740 98 Unconnected roofs, HSG A 26,693 39 >75% Grass cover, Good, HSG A 35,030 53 Weighted Average, UI Adjusted CN = 51 26,693 76.20% Pervious Area 8,337 23.80% Impervious Area 2,740 32.87% Unconnected wt 46262-LEUCISUBDIVISION- PROPOSED Type II 24-hr 50 YR STORM Rainfall=4.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 31 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 58 0.0100 0.10 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0140 0.87 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 143 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 11.5 243 Total Summaryfor Subcatchment5S: SUBCATCH#5 Runoff = 0.48 cfs @ 12.04 hrs, Volume= 0.034 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YR STORM Rainfall=4.90" Area (sf) CN Description 4,197 98 Paved roads w/curbs & sewers. HSG A 1.923 98 Unconnected roofs, HSG A 18,959 39 >75% Grass cover, Good, HSG A 25,079 53 Weighted Average, UI Adjusted CN = 51 18,959 75.60% Pervious Area 6,120 24.40% Impervious Area 1,923 31.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 58 0.0200 0.13 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.7 42 0.0200 1.00 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 88 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 8.4 188 Total, Increased to minimum Tc = 9.0 min Summaryfor Subcatchment6S: SUBCATCH#6 Runoff = 1.18 cfs @ 12.03 hrs, Volume= 0.079 af, Depth> 0.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 50 YR STORM Rainfall=4.90" r .4 k 46262-LEUCI SUBDIVISION- PROPOSED Type 1124-hr 50 YR STORM Rainfal1=4.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 32 Area (sf) CN Description 10,060 98 Paved roads w/curbs & sewers, HSG A 3,766 98 Unconnected pavement, HSG A 40,817 39 >75% Grass cover, Good, HSG A 54,643 54 Weighted Average, UI Adjusted CN = 52 40,817 74.70% Pervious Area 13,826 25.30% Impervious Area 3,766 27.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 75 0.0350 0.17 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.4 25 0.0350 1.13 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 198 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 8.6 298 Total, Increased to minimum Tc = 9.0 min Summary for Pond 1 P: DRYWELL#I & 2 Inflow Area = 0.557 ac, 32.80% Impervious, Inflow Depth > 1.11" for 50 YR STORM event Inflow = 0.89 cfs @ 12.02 hrs, Volume= 0.052 af Outflow = 0.12 cfs @ 12.55 hrs, Volume= 0.052 at Atten= 87%, Lag= 31.7 min Discarded = 0.12 cfs @ 12.55 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4.04' @ 12.55 hrs Surf.Area= 0.012 ac Storage= 0.016 af Plug-Flow detention time= 57.1 min calculated for 0.051 af(100% of inflow) Center-of-Mass det. time= 56.4 min ( 938.1 - 881.8 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 of 8.00'D x 8.00'H Vertical ConelCylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 12.55 hrs HW=4.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 2P: DRYWELL#3 &4 Inflow Area = 0.783 ac, 24.47% Impervious, Inflow Depth > 0.70" for 50 YR STORM event Inflow = 0.63 cfs @ 12.05 hrs, Volume= 0.046 af Outflow = 0.10 cfs @ 12.67 hrs, Volume= 0.046 af, Atten= 85%. Lag= 37.1 min Discarded = 0.10 cfs @ 12.67.his, Volume= 0.046 af f M ' 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 50 YR STORM Rainfall=4.90" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 33 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 3.16' @ 12.67 hrs Surf.Area= 0.010 ac Storage= 0.011 af Plug-Flow detention time= 45.1 min calculated for 0.046 af(100% of inflow) Center-of-Mass det. time= 44.3 min ( 956.6 - 912.3 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical ConelCylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.10 cfs @ 12.67 hrs HW=3.16' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond 3P: DRYWELL#5 & 6 Inflow Area = 0.804 ac, 23.80% Impervious, Inflow Depth > 0.70" for 50 YR STORM event Inflow = 0.60 cfs @ 12.06 hrs, Volume= 0.047 of Outflow = 0.10 cfs @ 12.71 hrs, Volume= 0.047 af, Atten= 84%, Lag= 38.6 min Discarded = 0.10 cfs @ 12.71 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 3.22' @ 12.71 hrs Surf.Area= 0.010 ac Storage= 0.011 af Plug-Flow detention time= 46.3 min calculated for 0.047 of(100% of inflow) Center-of-Mass det. time= 45.5 min ( 958.8- 913.3) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical ConelCylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.10 cfs @ 12.71 hrs HW=3.22' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.10 cfs) Summaryfor Pond 4P: DRYWELLS#7 & 8 Inflow Area = 0.576 ac, 24.40% Impervious, Inflow Depth > 0.70" for 50 YR STORM event Inflow = 0.48 cfs @ 12.04 hrs, Volume= 0.034 af Outflow = 0.10 cfs @ 12.46 hrs, Volume= 0.034 af, Atten= 80%, Lag= 25.5 min Discarded = 0.10 cfs @ 12.46 hrs, Volume= 0.034 af 4 46262-LEUCISUBDIVIS!ON- PROPOSED Type 1124-hr 50 YR STORM Rainfall=4.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 34 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 2.05' @ 12.46 hrs Surf.Area= 0.009 ac Storage= 0.007 af Plug-Flow detention time 22.0 min calculated for 0.034 af(100% of inflow) Center-of-Mass det. time= 21.2 min ( 932.9- 911.7) Volume Invert Avail.Storage Storage Description #1 0.00' 0.050 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 0.069 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.10 cfs @ 12.46 hrs HW=2.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond 5P: DRYI ELLS#9 & 10 Inflow Area = 1.254 ac, 25.30% Impervious, Inflow Depth > 0.76" for 50 YR STORM event Inflow = 1.18 cfs @ 12.03 hrs. Volume= 0.079 af Outflow = 0.14 cfs @ 12.85 hrs, Volume= 0.079 af, Atten= 88%, Lag= 48.8 min Discarded = 0.14 cfs @ 12.85 hrs, Volume= 0.079 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4.95' @ 12.85 hrs Surf.Area= 0.014 ac Storage= 0.022 af Plug-Flow detention time= 73.9 min calculated for 0.079 af(100% of inflow) Center-of-Mass det. time= 73.2 min ( 979.7 - 906.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 12.85 hrs HW=4.95' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.14 cfs) Summaryfor Link 1 L: DISCHARGEPOINT Inflow Area = 10.279 ac, 4.56% Impervious, Inflow Depth > 0.05" for 50 YR STORM event Inflow = 0.06 cfs @ 18.56 hrs, Volume= 0.041 af Primary = 0.06 cfs @ 18.56 hrs, Volume= 0.041 af, Atten= 0%, Lag= 0.0 min 4 .+ 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 50 YR STORM Rainfall=4.90" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD® 9.10 sIn 03732 ©2010 HydroCAD Software Solutions LLC Page 35 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs K 1 !*11 01 \IWW ATEIZ \1 .\ \ \(. , IF \IF\ Rf '( )R; T k lit CI - Pr \ \ I ( \ l.) St BDt Ism )\ PRE & POST DEVELOPED CONDITIONS 100 YR DESIGN STORM 46262-LEUCISUBDIVISION- EXISTING Type 1124-hr 100 YR STORM Rainfall=5.50" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 sin 03732 ©2010 HydroCAD Software Solutions LLC Page 12 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCHMENT#1 Runoff Area=624,072 sf 0.97% Impervious Runoff Depth>0.09" Flow Length=1,215' Tc=53.8 min CN=33 Runoff=0.14 cfs 0.106 af Total Runoff Area = 14.327 ac Runoff Volume= 0.106 af Average Runoff Depth = 0.09" 99.03% Pervious = 14.187 ac 0.97% Impervious =0.139 ac { a I 46262-LEUCI SUBDIVISION- EXISTING Type I124-hr 100 YR STORM Rainfall=5.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 13 Summaryfor SubcatchmentlS: SUBCATCHMENT#1 Runoff = 0.14 cfs @ 15.95 hrs, Volume= 0.106 af, Depth> 0.09" Runoff by SCS TR-20 method. UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR STORM Rainfall=5.50" Area (sf) CN Description 6,072 98 ROAD 618,000 32 Woods, Good, HSG A 624.072 33 Weighted Average 618,000 99.03% Pervious Area 6.072 0.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 24 0.0104 0.69 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 32.1 126 0.0167 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 21.1 1,065 0.0282 0.84 Shallow Concentrated Flow, SHALLOW CONC. FLOW Woodland Kv= 5.0 fps 53.8 1:215 Total � . 1 46262-LEUCISUBDIVISION- PROPOSED Type I!24-hr 100 YR STORM Rainfall=5.50" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 36 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: SUBCATCH #1 Runoff Area=447.770 sf 4.56% Impervious Runoff Depth>0.12" Flow Length=1,026' Tc=41.8 min UI Adjusted CN=34 Runoff=0.13 cfs 0.102 af Subcatchment 2S: SUBCATCH #2 Runoff Area=24.264 sf 32.80% Impervious Runoff Depth>1.45" Flow Length=184' Tc=9.0 min CN=58 Runoff=1.21 cfs 0.067 af Subcatchment 3S: SUBCATCH #3 Runoff Area=34.090 sf 24.47% Impervious Runoff Depth>0.97" Flow Length=245' Tc=10.0 min UI Adjusted CN=51 Runoff=0.96 cfs 0.063 af Subcatchment 4S: SUBCATCH #4 Runoff Area=35.030 sf 23.80% Impervious Runoff Depth>0.97" Flow Length=243' Tc=11.5 min UI Adjusted CN=51 Runoff=0.93 cfs 0.065 af Subcatchment 5S: SUBCATCH#5 Runoff Area=25.079 sf 24.40% Impervious Runoff Depth>0.97" Flow Length=188' Tc=9.0 min UI Adjusted CN=51 Runoff=0.74 cfs 0.046 af Subcatchment 6S: SUBCATCH#6 Runoff Area=54.643 sf 25.30% Impervious Runoff Depth>1.03" Flow Length=298' Tc=9.0 min UI Adjusted CN=52 Runoff=1.75 cfs 0.108 af Pond 1P: DRYWELL#1 & 2 Peak Elev=5.08' Storage=0.023 af inflow=121 cfs 0.067 af Outflow=0.15 cfs 0.067 af Pond 2P: DRYWELL#3 &4 Peak EIev=4.36' Storage=0.018 af Inflow=0.96 cfs 0.063 af Outflow=0.13 cfs 0.063 af Pond 3P: DRYWELL#5 &6 Peak Elev=4.44' Storage=0.019 af Inflow=0.93 cfs 0.065 af Outflow=0.13 cfs 0.065 af Pond 4P: DRYWELLS#7 &8 Peak Elev=2.96' Storage-0.012 af Inflow=0.74 cfs 0.046 af Outflow=0.12 cfs 0.046 af Pond 5P: DRYWELLS #9 & 10 Peak EIev=6.47' Storage=0.034 af Inflow=1.75 cfs 0.108 af Outflow=0.19 cfs 0.107 at Link 1 L: DISCHARGE POINT Inflow=0.13 cfs 0.102 af Primary=0.13 cfs 0.102 af Total Runoff Area = 14.253 ac Runoff Volume = 0.451 af Average Runoff Depth =0.38" 89.53% Pervious = 12.761 ac 10.47% Impervious = 1.492 ac l 4 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 100 YR STORM Rainfall=5.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Pade 37 Summary for SubcatchmentIS: SUBCATCH#1 Runoff = 0.13 cfs @ 15.30 his, Volume= 0.102 af, Depth> 0.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 his Type II 24-hr 100 YR STORM Rainfall=5.50" Area (sf) CN Description 427,363 32 Woods/grass comb., Good, HSG A 4,355 98 ROAD 16,052 98 Unconnected roofs, HSG A 447,770 35 Weighted Average, UI Adjusted CN = 34 427,363 95.44% Pervious Area 20,407 4.56% Impervious Area 16,052 78.66% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0250 0.07 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.40" 19.1 926 0.0260 0.81 Shallow Concentrated Flow, SHALLOW CONC FLOW Woodland Kv= 5.0 fps 41.8 1,026 Total Summary for Subcatchment2S: SUBCATCH#2 Runoff = 1.21 cfs @ 12.02 hrs. Volume= 0.067 af, Depth> 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs. dt= 0.05 hrs Type II 24-hr 100 YR STORM Rainfall=5.50" Area (sf) CN Description 6,145 98 Paved roads w/curbs & sewers, HSG A 1,814 98 Unconnected roofs, HSG A 16,305 39 >75% Grass cover, Good, HSG A 24,264 58 Weighted Average 16,305 67.20% Pervious Area 7,959 32.80% Impervious Area 1,814 22.79% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.1 100 0.0375 1.53 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 84 0.0238 3.13 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 1.5 184 Total, Increased to minimum Tc = 9.0 min & 46262-LEUCISUBDIVISION- PROPOSED Type 11 24-hr 100 YR STORM Rainfall=5.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment3S: SUBCATCH#3 Runoff = 0.96 cfs @ 12.04 hrs, Volume= 0.063 af, Depth> 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR STORM Rainfall=5.50" Area (sf) CN Description 5,601 98 Paved roads w/curbs & sewers, HSG A 2,741 98 Unconnected roofs, HSG A 25,748 39 >75% Grass cover, Good, HSG A 34,090 53 Weighted Average, UI Adjusted CN = 51 25,748 75.53% Pervious Area 8,342 24.47% Impervious Area 2,741 32.86% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.2 58 0.0150 0.12 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0150 0.89 Sheet Flow; SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 145 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 10.0 245 Total Summary for Subcatchment4S: SUBCATCH#4 Runoff = 0.93 cfs @ 12.06 hrs, Volume= 0.065 af, Depth> 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR STORM Rainfall=5.50" Area (sf) CN Description 5,597 98 Paved roads w/curbs & sewers, HSG A 2,740 98 Unconnected roofs, HSG A 26,693 39 >75% Grass cover, Good, HSG A 35,030 53 Weighted Average, UI Adjusted CN = 51 26,693 76.20% Pervious Area 8,337 23.80% Impervious Area 2,740 32.87% Unconnected _ 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 100 YR STORM Rainfall=5.50" Prepared by (enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 39 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 58 0.0100 0.10 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.8 42 0.0140 0.87 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 143 0.0140 2.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 11.5 243 Total Summary for Subcatchment5S: SUBCATCH#5 Runoff = 0.74 cfs @ 12.03 hrs, Volume= 0.046 af, Depth> 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR STORM Rainfall=5.50" Area (sf) CN Description 4,197 98 Paved roads wfcurbs &sewers, HSG A 1,923 98 Unconnected roofs; HSG A 18,959 39 >75% Grass cover, Good, HSG A 25,079 53 Weighted Average, UI Adjusted CN = 51 18,959 75.60% Pervious Area 6,120 24.40% Impervious Area 1,923 31.42% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.3 58 0.0200 0.13 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.7 42 0.0200 1.00 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 0.4 88 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC. FLOW Paved Kv= 20.3 fps 8.4 188 Total, Increased to minimum Tc= 9.0 min Summaryfor Subcatchment6S: SUBCATCH#6 Runoff = 1.75 cfs @ 12.03 hrs. Volume= 0.108 af, Depth> 1.03" Runoff by SCS TR-20 method, UH=SCS. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR STORM Rainfall=5.50" I L 46262-LEUCISUBDIVISION- PROPOSED Type II 24-hr 100 YR STORM Rainfall=5.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 40 Area (sf) CN Description 10,060 98 Paved roads w/curbs & sewers, HSG A 3,766 98 Unconnected pavement, HSG A 40,817 39 >75% Grass cover, Good, HSG A 54,643 54 Weighted Average, UI Adjusted CN = 52 40,817 74.70% Pervious Area 13,826 25.30% Impervious Area 3,766 27.24% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 75 0.0350 0.17 Sheet Flow, SHEET FLOW Grass: Short n= 0.150 P2= 2.40" 0.4 25 0.0350 1.13 Sheet Flow, SHEET FLOW Smooth surfaces n= 0.011 P2= 2.40" 1.0 198 0.0280 3.40 Shallow Concentrated Flow, SHALLOW CONC FLOW Paved Kv= 20.3 fps 8.6 298 Total, Increased to minimum Tc = 9.0 min Summary for Pond 'I P: DR-YWELL#1 & 2 Inflow Area = 0.557 ac, 32.80% Impervious, Inflow Depth > 1.45" for 100 YR STORM event Inflow = 1.21 cfs @ 12.02 hrs. Volume= 0.067 af Outflow = 0.15 cfs @ 12.56 hrs. Volume= 0.067 af, Atten= 88%, Lag= 32.5 min Discarded = 0.15 cfs @ 12.56 hrs, Volume= 0.067 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 5.08' @ 12.56 hrs Surf.Area= 0.015 ac Storage= 0.023 af Plug-Flow detention time= 71.2 min calculated for 0.067 af(100% of inflow) Center-of-Mass det. time= 70.6 min ( 943.1 - 872.5 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.15 cfs @ 12.56 hrs HW=5.08' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.15 cfs) Summaryfor Pond 2P: DRYWELL#3 & 4 Inflow Area = 0.783 ac, 24.47% Impervious, Inflow Depth > 0.97" for 100 YR STORM event Inflow = 0.96 cfs @ 12.04 hrs, Volume= 0.063 of Outflow = 0.13 cfs @ 12.68 hrs, Volume= 0.063 af, Atten= 87%, Lag= 38.6 min Discarded = 0.13 cfs @ 12.68 hrs, Volume= 0.063 af 46262-LEUCISUBDIVISION- PROPOSED Type 1124-hr 100 YR STORM Rainfall=5.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 41 Routing by Stor-Ind method, Time Span= 0.00-24.00 his, dt= 0.05 hrs Peak Elev= 4.36' © 12.68 hrs Surf.Area= 0.013 ac Storage= 0.018 af Plug-Flow detention time= 63.5 min calculated for 0.063 af(100% of inflow) Center-of-Mass det. time= 62.7 min ( 961.3 - 898.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.13 cfs @ 12.68 hrs HW=4.36' (Free Discharge) 41=Exfiltration (Exfiltration Controls 0.13 cfs) Summary for Pond 3P: DRYWELL#5 & 6 Inflow Area = 0.804 ac, 23.80% Impervious, Inflow Depth > 0.97" for 100 YR STORM event Inflow = 0.93 cfs @ 12.06 hrs, Volume= 0.065 af Outflow = 0.13 cfs @ 12.72 hrs, Volume= 0.065 af, Atten= 86%, Lag= 39.9 min Discarded = 0.13 cfs @ 12.72 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4.44' @ 12.72 hrs Surf.Area= 0.013 ac Storage=0.019 af Plug-Flow detention time= 64.9 min calculated for 0.065 af(100% of inflow) Center-of-Mass det. time= 64.1 min ( 963.6- 899.6 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.13 cfs @ 12.72 hrs HW=4.44' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.13 cfs) Summaryfor Pond 4P: DRYWELLS#7 & 8 Inflow Area = 0.576 ac, 24.40% Impervious, Inflow Depth > 0.97" for 100 YR STORM event Inflow = 0.74 cfs @ 12.03 hrs, Volume= 0.046 of Outflow = 0.12 cfs @ 12.53 hrs, Volume= 0.046 af, Atten= 84%, Lag= 29.9 min Discarded = 0.12 cfs @ 12.53 hrs, Volume= 0.046 af a a a 46262-LEUCISUBDI VISION- PROPOSED Type 1124-hr 100 YR STORM Rainfall=5.50" Prepared by{enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 42 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 2.96' @ 12.53 hrs Surf.Area= 0.011 ac Storage= 0.012 af Plug-Flow detention time= 36.3 min calculated for 0.046 af(100% of inflow) Center-of-Mass det. time= 35.6 min ( 933.5 - 897.9 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.050 af 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 0.069 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.12 cfs @ 12.53 hrs HW=2.96' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.12 cfs) Summaryfor Pond 5P: DR1>'iVELLS#9 & 10 Inflow Area = 1.254 ac. 25.30% Impervious, Inflow Depth > 1.03" for 100 YR STORM event Inflow = 1.75 cfs @ 12.03 hrs, Volume= 0.108 af Outflow = 0.19 cfs @ 12.83 hrs, Volume= 0.107 af, Atten= 89%, Lag= 48.5 min Discarded = 0.19 cfs @ 12.83 hrs, Volume= 0.107 af Routing by Stor-Ind method. Time Span= 0.00-24.00 his, dt= 0.05 hrs Peak Elev= 6.47 @ 12.83 hrs Surf.Area= 0.019 ac Storage= 0.034 af Plug-Flow detention time= 94.6 min calculated for 0.107 af (99% of inflow) Center-of-Mass det. time= 91.3 min (984.9 - 893.7 ) Volume Invert Avail.Storage Storage Description #1 0.00' 0.043 af 10.00'D x 9.00'I-1 Vertical Cone/Cylinder Z=1.0 x 2 0.126 af Overall - 0.018 af Embedded = 0.107 af x 40.0% Voids #2 1.00' 0.018 af 8.00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside#1 0.061 af Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0.00' 10.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.19 cfs @ 12.83 hrs HW=6.47' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.19 cfs) Summaryfor Link IL: DISCHARGEPOINT Inflow Area = 10.279 ac, 4.56% Impervious, Inflow Depth > 0.12" for 100 YR STORM event Inflow = 0.13 cfs @ 15.30 hrs, Volume= 0.102 of Primary = 0.13 cfs @ 15.30 hrs, Volume= 0.102 af, Atten= 0%, Lag= 0.0 min f { 46262-LEUCI SUBDIVISION- PROPOSED Type 1124-hr 100 YR STORM Rainfall=5.50" Prepared by {enter your company name here} Printed 7/14/2014 HydroCAD®9.10 s/n 03732 ©2010 HydroCAD Software Solutions LLC Page 43 Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs • SIM?:\1\\, ATER \IA:\ ( ‘1EN, T REPORT ( )R LELC1 --- PLCWi AV\ ROAD !.,1..:1DIVISION DRAINAGE MAPS