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Stormwater management report Ila 1.1 %tin u.,. 11 ,, ,.. Now INI4 "P ORT Vi FOR M,, 11 P ... A d AR I,V,E, u � u d 0,111 uo ,,. ,...„,,,,,,,, 4111 VIIII WN'1MWII IIIc .............. V + Town of Queensbury Warren County, New York Prepared by: NACE ENGINEERING, P.c., 169 HAVILAND ROAD QUEENSBURY5 NY 12804 I. Thomas R. Center Jr. , PE NOVEMBER, 2016 File : x#46269 • rO��perator Michael Doan 3 8 Bonner Drive Queensbury, QTY 12804 Phone : 518-744-973 Contact: Mickey D Signature.- date: 4 MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM MMMMMMMMMMMMMMMMMMMMMMMMMMMMI...MMMMMMMMMMMMMM.MMMMMIMIMIMIMIMMMMMMMMM ................. �V Prepared Nace Engineering, P.C. Civil Engineers 169 HQueensbury, NY 745-4400 fax 792-8511 Contact: Thomas R. Center Jr., P.E. Cert1* f* cat '11StatemeI1 To be signed Contractors performing the Site Construction I certify under penalty of law that I understand and agree to comply with the terns and conditions of the Stormwater Pollution Prevention Plan for the construction site identified in such Storinwater Pollution Prevention Plan as a condition of authorization to discharge stormwater. I also understand that the operator must comply with the terms and conditions of the New York state PoIllutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of the water quality standards, Name : MMMMMMMMMMMMMMMMMM�MMMMMMMM ,,. '' ^' '`""^ .."" .....MMMMMMMMMMMMMMMMMMMMMMMM.....IMIMIMIMIM ' IIIIIIIIIIIIIIIMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMNMMRI�MflMIMMMMMMMNM��IMIMIMIMIMIMIMIMIMMMMMMMMMMMMMMMM �MYMIMIMMMMIMMM�HM �� ' IWIWIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ,. ..... .... `^ Company: �.,. ,. .,.,,,.„ �� WWWWWWWWWWWWWWWWWWWWWIIWIIWIIWIIWIWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW ......... _., m.m WWWWWWVW&VI'Ilbti Title : ��("' ''''''' """"'"'"""' IIIIIIIIIIIIIIIIIIIIIM MMMMMMIMIM�MM�IMMMMMMMI�MMMMMMMMMMMMMMMMMMMMMMMMMMMMM�'MIAII .. .., .... .... � �� "��" �� WWWWWW�I��IIIIIIIAIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMRY�NNNNM �IY/ Signature : ' IIIIIIIIIIIIIIMMMMMMMNNIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMIMIMIMIMIM .Y' PPIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ,. ..., .,. ,.,. ..... .... .. ,. ....... Each Sub-Contractor or additional Contractors completing site work must also sign below. Name : 3 ��MMMMMMM��M�MMMMMMMMMMMMMMMMMMMMMMMMMMM�MMMMM�MMMMMMMMMM �� "�"��"�" ��"`""� `"�"�"��""��"""�� "�""�"�" IIVYMIWI�NMIMI��IMMMMMMMMMMMMMMMIMIM�MMmMMMMMMMIMIMIM�MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM Company: WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWIMIMIMIMIWWWWWWWWWWWWWWWWWWWWWW ,,,,,,,,.,. ' "'''''' "'""' "' WAWWAWWWWAIMNRtl�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMMMMMMMMMMMMMMM ,.. "" Title : Signature : ateo, oo MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMoommooMMMMMMMMMMMMMoommooMMMMMMMMommmoMMMMMMMMMMMMMMM � ,m , .......................� Name. ?�� m � . , , , WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW��W �� . N ._ www��wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww� Company: ""' """"" "^ "" IIIIIIIIIIIIIIIMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMtltlMMMMMMMMM�� "��"�� "��"�� WW�I��IIIII�I��IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIN'M'MIBPok Title : �.�.. liiiiiiiiiiiMMMMMMMMMMMMMMMommomm�mmMMMMMMMMMMMMMMMMMMMommoolI Signature : Date #MMMMMMMMMMMMMMMMMMMMi�MMmmm�mmMMM mM S.W.P.P.P. Requirements 1 . The contractor undertaking the site construction of this project must sign the certification statement 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-o- 1 -02 . 2 . The contractor is responsible to comply with the terms of the NYSDEC SGeneral Permit for Stormwater Discharges from Construction Activity — Permit No. GP-0- 15-002. Copies of the General Permit are available by calling DEC (518) 402-8109. 3 . A Notice of Intent TI must be submitted to DEC prior to initiating work. 4. The SWPPP includes information on all Drawings Cover, S- 1 , S S-3 , S S-5 and this Stormwater Management Deport. 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 Tern ination (NOT) shall be filed with NYSDEC. Site Location The proposed project is located in the Town of Queensbury, on the west end of Bonner Drive. The total property is approximately 2.54 acres in size. Existing Conditions The topography of the existing property is wooded with a gentle slope from the northwest corner of the parcel to the southeast corner of the parcel. 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. Soil testing performed by Nace Engineering showed deep well-drained sands to depths to 132 inches. Infiltration rates observed at the bottom of several of the test pits ranged from 212 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 no runoff during only the 104 year storm. ,g Co 1, nd,,!,tioti,s.,), Watershed Area: 111 , 190 sf = 2. 55 acres Building Coverage: 0.0 acres = 0 Pavement Coverage : 0. 02 acres = D.7 Pervious Surface : 2 . 53 acres = 99 .3 % Existing stormwater runoff from site: 1 -year design storm - 0.0cfS 0.0 acre feet 10-year design storm - 0.4 cfs 0.0 acre feet 25 -year design storm - 4.0 cfs 0.0 acre feet 50-year design storm - 0.0 cfs 0.0 acre feet 100-year design storm - 0.0 cfs 0.2 acre feet go,mfe,at Pr o sed, Devel 2 The proposed project consists of a subdivision of a 2. 54 acre parcel into 3 single family residential lots with extend the existing dead-end road to a new hammer head end section and associated utilities. The development will be served by municipal water supply and individual on-site subsurface sewage disposal systems. The proposed project will result in the following lot coverage : Propos,,,'edi, Cond," t, 011"t sS,"t i,in Watershed Area: 1 11 , 190 sf = 2 . 55 acres Building & Pavement Coverage.* 0. 39 acres = 15 . 3 % Pervious Surface.- 2. 16 acres = 84.7 The proposed development will result in an increase of impervious surface of 4.9% and a total area of disturbance of 13 .5 acres Proposed stormwater runoff from site : 1 -year design storm - 0.0 cfs 0.0 acre feet 1 0-year design storm - 0.0 cfs 0.0 acre feet 25 -year design storm - 0.0 cfs 0.0 acre feet 50-year design storm - 0.0 cfs 0.0 acre feet 1 00-year design storm - 0.0 cfs 0.2 acre feet Proposed Stormwater Management The objective of this stormwater management design is to replicate pre-development hydrology by maintaining preconstruction infiltration, peak runoff flow, discharge volume as well as maintaining concentrated flow by using runoff control techniques which provide treatment in a distributed manner 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 . INCORPORATIQN OF GREEN INFRASTRUCTURE TECHNIQUES AND STANDARD BMPS WITH RUNOFF REDUCTION VOLUME (RRv) CAPACITY 4. USE OF STANDARD SMP' s TO TREAT THE PORTION OF WQv NOT ADDRESSED 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 roads and residential homes has been delineated within the central portion of the parcel. The 19 residential lots will range in size from 0. 8 acre to 1 .9 acres with the average lot acreage approximately 1 .2 acres. The first dots in the subdivision and the long deep wooded lots will provide significant buffers along the parcel boundaries. 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 clearin & gradina. ........... ......... . .............. LOCATING IN LESS Not Applicable SENSITNE AREAS OPEN SPACE DESIGN Not Applicable PRESERVATION OF SOIL RESTORATION All areas disturbed by NATURAL RESOURCES construction activities will be (Cont) restored by deep ripping & decoT action. REDUCTION OF ROADWAY REDUCTION Road designed to Town IMPERVIOUS COVER standards. SIDEWALK REDUCTION No sidewalks ro ed DRIVEWAY REDUCTION Minimum driyvewarovided ................... ....... Roads have been designed to CUL-DE-SAC REDUCTION connect to the adjacent subdivision BUILDING FOOTPRINT Two story buildings proposed REDUCTION ..................................................................................................... PARKING REDUCTION Minimum parklagyrovided RUNOFF REDUCTION CONSERVATION OF Not Applicable TECHNIQUES NATURAL RESOURCES SHEETFLOW TO FILTER Runoff from applicable STRIPS Residential roofs will be eave trenches,, VEGATATED OPEN Not applicable SWALES TREE PLANTING / TREE Not applicable BOX DISCONECTION OF Roof top runoff from rear ROOFTOP RUNOFF roofs directed to eave trenches & 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 infiltrationlj 3 . STANDARD STOMWATER MANAGEMENT PRACTICES USED TO TREAT REMAINING PORTION OF WQv NOT ADDRESSED BY GREEN INFRASTRUCTURE PRACTICES All stormwater runoff including WQv, RRv, design volume control and peak rate control has been mitigated by the use of drywells or filter strip s/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 been mitigated by the use of infiltration within drywells and into the existing soils. 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. An filtration test was performed at the bottom of the deep test hole in the location of the lowest elevation areas on the site. The infiltration rate was 212 in/hr. The Hydro-Cad calculations use a maximum exfiltration rate of 20 in/hr which is very conservative and allows for potential siltation over time. 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`9 2 year, 24 hour storm - Type II rainfall = 2.4" 10 year, 24 hour storm - Type II rainfall = 3 .6"' � 25 year, 24 hour storm — Type II rainfall = 4.4" � 50 year, 24 hour storm - Type II rainfall = 4. 8" �► 100 year, 24 hour storm - Type II rainfall = 6. 1 " 0 Design infiltration rate = 20 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 cave 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 fora 50 year 24 hour storm does not exceed the pre-development conditions. Existing peak discharge = 0.0 cfs Developed peak discharge = 0.4 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 Storinwater 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 = 0.0 cfs Developed peak discharge = 0.0 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). 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. reni.a,, o,,r�, +�+��rrI r�"t Trays : Traps shall be constructed to accept stormwater runoff from the construction site allowing sediment to settle out. Tem �r rock check de s: Rock check dams shall be constructed to convey stormwater runoff from the subdivision road construction allowing sediment to settle out and to protect the section of sloped road. TeiEfp_ c�Lai ,g r� : 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. Terlm, ar �i�rersaon� SwaIts: 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. SW, � l�� uct�+�n �r�t�� i, �c+� : 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. 411111yEI' Pt*r�tectlojlo. 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. Sequence of Construction All road and infrastructure shall be constructed when the ground is not frozen. Erosion and sediment 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 along the perimeter of the construction site at the edge of existing native vegetation and as indicated on the plans and details. The contractor shall construct the construction road entrances as detailed on drawing S-4 and in the the SWPPP. The contractor shall construct the subdivision road as detailed on the plan. The subdivision road shall be constructed in the first phase. 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 collected sediment, remove hay bale darns and sediment control fencing, and remove any debris from the perimeter of the site and dispose of all waste material in a legal manner. Maintenance of Temporary Erosion and Sediment Control Devices The sediment traps and rock check dams shall be inspected at Least weekly and after every rain event by the Contractor. When 50% of the volume of the trap is full. The Contractor shall remove collected sediment and dispose of properly. The Contractor shall inspect the sediment control fence weekly and after every rain event and remove 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. Seed beds shall be mulched with straw or hydro-mulch with tackifier and plant beds shall be mulched with pine bark mulch. Seeded areas on slopes over 3 : 1 shall be stabilized with erosion control netting as specified on the plans. 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 ,044 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. A"v "p, 'e n d,I* x HydroCAIIJ ■ Drainage Diagram 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 DIAG ,.W. m M ---------------- ............. of Is Itr 21s 00FOl?", Ex ............ E HS ROOF EXI S- I N G SUBCA � CHMENT SUB TCHMENT HIET 7 PFFSITE 4, P" OFFSITE RUNOFF DW# 1 & DW#2 2FTIDEX2FT DEEP X 50 FT LONG EAE TRENCH ES OFFSITE RUNOFF .............................. Drainage Diagram for 46269 - DORMAN - BON ER DRIVE - 3 LOT SUBD. I - A ,1C ond� Link atjh� " Subcat,...... Prepared by {enter your company name here), Printed 11 /14/2016 HydroCAD@ 9.10 sIn 03732 2010 Hydro AD Software solutions LLC .............. ............... ................... 46269 = DORMAN = BONNER DRIVE = 3 LOT SUBD. Prepared by {enter your company name here} Printed 11 /14/2016 HydroCAD� 9. 10 s/n 037320 2010 HvdroCAD Software Solutions LLCPage 2 . ............................. Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) .............. 0 . 300 30 Brush , Good , HSG A (EX) 3 .269 30 Woods , Good , HSG A ( 1 S , 2S , EX) 1 . 124 36 >75% Grass cover, Good , HSG A ( 1S , 2S ) 0 . 321 98 Paved parking , HSG A ( 1S, EX) 0 .046 98 Roofs, HSG A (ROOF) 5.060 TOTAL AREA 46269 - DORMAN - BONNER DRIVE - 3 LOT SUBD . Prepared by {enter your company name here} Printed 11 /14/2016 HY0,,roCA.D@ 9. 10 s/n 03732 O 2010 H roCAD Software Solutions LLC Page 3 if Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers - -----........ WRAPIF� 5.060 HSG A 1S , 2S , EX, ROOF 0 . 000 HSG B 0 . 000 HSG C 0 .000 HSG D 0 .000 Other 5 .060 TOTAL AREA Id G E MAPS 1'I, II V ' N,. 1fu 11111 ��III III 'ONSI ,EVELOPED V f I 1 . ........... ........... i ��PO S COND-1 MOM 0 Y11 RN S 0G M ,,ID E ,Sl ,, -J T ' "I 46269 = DORMAN w BONNER DRIVE = 3 LOT SUB Type 1124-hr 10 YR STORM Rainfall=3. 60 " Prepared by {enter your company name here} Printed 11 /14/2016 HydroCAD@ 9 10 s,/n 03732 OO 2010 Softa,r,e, Solutions LLC Pa'wWWARO)'"R W..im 11 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 IS: EAST SUBCATCHMENT Runoff Area =40, 162 sf 32 -64% Impervious Runoff Depth>0 .38" Flow Length = 131 ' Tc=6 . 0 min CN=55 Runoff=0 .4 cfs 0 .03 of Subcatchment 2S : EAST SUBCATCHMENT Runoff Area=67 , 071 sf 0 . 00% Impervious Runoff Depth=0 . 00" Flow Length=246' Tc=9 . 7 min CN =33 Runoff=0 . 0 cfs 0 .00 of Subcatchment EX: EXISTING Runoff Area= 111 , 190 sf 0 .78% Impervious Runoff Depth=0 . 00" Flow Length=427' Tc=42 . 1 min CN =31 Runoff=0 .0 cfs 0 .00 of Subcatchment ROOF : HOUSE ROOF Runoff Area=2 , 000 sf 100 .00% Impervious Runoff Depth> 3 . 36" Flow Length=20' Slope=0 . 0833 '!' Tc=6 . 0 min CN =98 Runoff=0 .2 cfs 0 .01 of Pond 2P : DW#7 & DW#2 Peak EIev= 1 .40 ' Storage=0 .00 of Inflow=0 .4 cfs 0 .03 of Outflow=0 . 1 cfs 0 .03 of Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG Peak EIev=0 . 97' Storage=0 .00 of Inflow=0 .2 cfs 0 . 01 of Outflow=0 . 1 cfs 0 . 01 of Link 1L : OFFSITE RUNOFF Inflow=0 . 0 cfs 0 .00 of Primary=0 . 0 cfs 0 .00 of Link OFFSITE: OFFSITE RUNOFF Inflow= 0 . 0 cfs 0 .00 of Primary=0 . 0 cfs 0 .00 of Total Runoff Area = 5.060 ac Runoff Volume = 0.04 of Average Runoff Depth = 0. 10" 92.75% Pervious = 4.693 ac 7.25% Impervious = 0 .367 ac 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 10 YR STORM Rainfall=3. 60 if Prepared by {enter your company name here} Printed 11 / 14/2016 HydroCAD@ 9 . 10 sln 03732 O 2010 HydroCAD Software Solutions LLC Pa............... ae 5 Summary for Subcatchment 1S : EAST SUBCATCHMENT Runoff = 0 .4 cfs @ 12 . 01 hrs , Volume= 0. 03 af, Depth> 0 . 38" 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 . 60 " Area (sf) CN Description ............... 13 , 108 98 Paved parking , HSG A 19,015 36 >75% Grass cover, Good , HSG A 8, 039 30 Woods , Good,,,,,,,,,HSG A ............... ..............."I'l""I'll""I'll'll""-"".............. ................ .. .......... 40 , 162 55 Weighted Average 27 , 054 67 . 36 % Pervious Area 13, 108 32 . 64% Impervious Area Tc Length Slope Velocity Capacity Description .................. (min) (feet) (ftt/ft) sec ) (cfs ) 1 . 1 7 0 . 0357 0 Sheet Flow, SHEET FLOW Grass : Short n= 0. 150 P2= 2 .40" 1 . 7 93 0 .0107 1 Sheet Flow, SHEET FLOW Smooth surfaces n= 0. 011 P2= 2.40" 0.2 31 0 .0107 2 Shallow Concentrated Flow, SHALLOW CNC. FLOW Paved Kv= 20 . 3 fps 3 . 0 131 Total , Increased to minimum Tc = 6 .0 min Summary for Subcatchment 2S : EAST SUBCATCHMENT Runoff = 0 . 0 cfs @ 0 . 00 hrs , Volume= 0. 00 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 .60" Area (sf) CN Des,Cription 37, 112 30 Woods , Good , HSG A ........................................ 29, 959 36 > 75% Grass cover, Good HSG A .................................................... 67 ,071 33 Weighted Average 67, 071 100. 00°/o Pervious Area Tc Length Slope Velocity Capacity Description ( min } (feet) (ft/ft) (fUsec) (cfs ) ....... 8 . 6 100 0 . 0400 0 Sheet Flow, SHEET FLOW Grass : Short n = 0. 150 P2= 2 .40" 1 . 1 146 0 . 0205 2 Shallow Concentrated Flow, SHALLOW CONC. FLOW ........ Grassed Waterway Kv= 1511,110 fps 9. 7 246 Total 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 1l 24-hr 70 YR STORM Rainfall=3- 60 of Prepared by {enter your company name here} Printed 11 /14/2016 Hydr,oCAD@ 9 . 10 s!n 03732 OO 2010 Hydr,oCAD Software Solutions LLC Page 6 Summary for Subcatchment EX: EXISTING SUBCATCHMENT Runoff = 0 . 0 cfs @ 0 . 00 hrs , Volume= 0 . 00 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 . 60 " Area (s f) CN Description 871 98 Paved parking , HSG A 97 , 251 30 Woods , Good , HSG A 13068, 30 Brush , Good0000000", HSG A ------------ .... 111 , 190 31 Weighted Average 110 ,319 99. 22% Pervious Area 871 0 . 78% Impervious Area Tc Length Slope Velocity Capacity Description ( min ) (feet) (ft/ft) (ft/sec) (cfs) 40.4 150 0 . 0133 0 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0 .400 P2= 2 .40" 1 . 7 277 0 . 0325 3 Shallow Concentrated Flow, SHALLOW CONC. FLOW Grassed Waterway Kv= 15. 0 fps .................... 42 . 1 427 Total Summary for Subcatchment ROOF : HOUSE ROOF Runoff = 0 . 2 cfs @ 11 . 96 hrs , Volume = 0 .01 af, Depth> 3 . 36" 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 . 60" Area (sf1j CN Description 2 .0wifflow00 98 Roofs , HSG A 1111% 2 , 000 100. 00% Impervious Area Tc Length Slope Velocity Capacity Description fINNO eet) glillil(ft/ft) (ftlsec ) (cfs ) ......... 0 . 2 20 0 . 0833 2 Sheet Flo. ..w, SHEET FLOW Smooth surfaces n = 0 . 011 P2= 2 .40" 0 . 2 20 Total , Increased to minimum Tc = 6 . 0 min Summary for Pond 2P : DW#1 & DW#2 Inflow Area = 0 . 922 ac, 32 .64°/a Impervious , Inflow Depth > 0 . 38" for 10 YR STORM event Inflow = 0 .4 cfs @ 12 . 01 hrs , Volume= 0 . 03 of Outflow = 0 . 1 cfs @ 12 . 17 hrs , Volume= 0 . 03 af, Atten= 70% , Lag= 10 . 0 min Discarded = 0 . 1 cfs @ 12 . 17 hrs , Volume= 0 . 03 of Routing by Stor- Ind method , Time Span = 0 . 00-24 . 00 hrs , dt= 0 . 05 hrs 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type !I 24-hr 10 YR STORM Rainfall=3- 60 FF Prepared by {enter your company name here} Printed 11 /14/2016 HydroCAD RO 9 . 10 s/n 03732 OO 2010 HydroGAD Software Solutions LLCP a.g e 7,, ................... Peak Elev= 1 .40' @ 12 . 17 hrs Surf.Area= 0 . 006 ac Storage= 0 . 00 of Plug- Flow detention time= 5 . 7 min calculated for 0 .03 of ( 100% of inflow) Center-of-Mass det. time= 5. 3 min ( 937 . 2 - 931 , 9 ) Volume Invert Avail . Storage Stora,ge Description #1 0 . 00' 0 . 04 of 10 .00' D x 9.00' H Vertical Cone/Cylinder Z= 11 .0 x 2 0 . 13 of Overall - 0 . 02 of Embedded = 0. 11 of x 40 . 0% Voids #2 1 . 00' 0 . 02 of 8. 00' D x 8 .00'H Vertical Cone/Cylinder x 2 Inside #1 0 . 06 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 0 . 00 ' 20.000 in/hr Exfiltration over Surface area Isearded' Out]Flow Max-0 . 1 cfs @ 12 . 17 hrs HW= 1 .40' ( Free Discharge) L1 =Exfiltration ( Exfiltration Controls 0 . 1 cfs) Summary for Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG EAVE TRENCH ES Inflow Area = 0 . 046 ac, 100 . 00 % Impervious , Inflow Depth > 3 . 36" for 10 YR STORM event Inflow = 0. 2 cfs @ 11 . 96 hrs , Volume= 0 . 01 of Outflow = 0. 1 cfs @ 11 . 80 hrs , Volume= 0 . 01 af, Atten= 59°/a , Lag = 0 . 0 min Discarded = 0 . 1 cfs @ 11 . 80 hrs , Volume= 0 . 01 of Routing by Stor-Ind method , Time Span= 0 . 00-24 . 00 hrs , dt= 0. 05 hrs Peak Bev= 0 . 97' @ 12 . 08 hrs Surf.Area= 0 . 005 ac Storage= 0 .00 of Plug-Flow detention time= (not calculated : outflow precedes inflow) Center-of-Mass det. time= 3 . 1 min ( 752 .6 - 749. 5 ) Volume Invert Avail . Storage Storage Description ............................................................................ ....................................... .............................................I #1 0 . 00' 0 . 01 of 2.00'W x 50. 00'L x 3 .00'H Prismatoid x 2 0 .01 of Overall x 40 . 0% Voids Device Routing , Invert Outlet Devices ............................................. .. ............ #1 Discarded 0 . 00' 20.000 in/hr Exfiltration over Surface area Discarded Outflow Max= 0 . 1 cfs @ 11 . 80 hrs HW =0.04' ( Free Discharge) ,Discarded ( Exfiltration Controls 0 . 1 cfs) Summary for Link 1 L : OFFSITE RUNOFF Inflow Area = 1 . 540 ac, 0 . 00% Impervious , Inflow Depth = 0 . 00" for 10 YR STORM event Inflow = 0 . 0 cfs @ 0 . 00 hrs , Volume= 0 . 00 of Primary = 0. 0 cfs @ 0. 00 hrs , Volume= 0 . 00 af, Atten= 0% , Lag= 0. 0 min Primary outflow = Inflow, Time Span= 0. 00-24 . 00 hrs , dt= 0 . 05 hrs 46269 = DORMAN = BONNER DRIVE m 3 LOT SUB Type 1124-hr 10 YR STORM Rainfall=3. 60 " Prepared by {enter your company name here} Printed 11 / 14/2016 HydroCAD0 9s1n 03732 @ 2010 HydroCAD Software ,S,ol,L,i,t'io'ns LLC P a a 21 Summary for Link OFFSITE: OFFSITE RUNOFF Inflow Area = 2 . 553 ac, 0 . 78% Impervious , Inflow Depth = 0.00" for 10 YR STORM event Inflow = 0.0 cfs @ 0 . 00 hrs , Volume= 0 . 00 of Primary = 0. 0 cfs @ 0 . 00 hrs , Volume= 0 .00 af, Atten= 0% , Lag= 0. 0 min Primary outflow = Inflow, Time Spans- 0 . 00-24. 00 hrs , dt= 0 . 05 hrs v r COS r ) EVELO 1) 0 s Imil .0, 11111PI.Emi N 'l I- ',N'I rim ' 0 ............... ............... .................................. --------------------- R111111111 T E 11, F i� 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 25 YR STORM Rainfall=4. 401' Prepared by {enter your company name here} Printed 11114/2016 H ��droCADO 9 10 sln 03732 O 2010 HydroCAD Software Solutions LLC Page 9 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 : EAST SUBCATCHMENT Runoff Area=40 , 162 sf 32 . 64% Impervious Runoff Depth>0 . 70" Flow Length= 1 31 ' Tc=6 . 0 min CN =55 Runoff=0 .9 cfs 0 .05 of Subcatchment 2S : EAST SUBCATCHMENT Runoff Area=67 ,071 sf 0 . 00% Impervious Runoff Depth>0 .01 " Flow Length =246 ' Tc=9 . 7 min CN=33 Runoff=0 .0 cfs 0 .00 of Subcatchment EX: EXISTING Runoff Area= 1 11 1190 sf 0 .78% Impervious Runoff Depth = 0 . 00" Flow Length =427' Tc=42 . 1 min CN =31 Runoff=0 . 0 cfs 0 .00 of Subcatchment ROOF : HOUSE ROOF Runoff Area=2 , 000 sf 100 .00% Impervious Runoff Depth>4 . 16" Flow Length=20' Slope=0 . 0833 '/' Tc=6 .0 min CN =98 Runoff=0 . 3 cfs 0 .02 of Pond 213 : DW#1 & DW#2 Peak Elev=3 .08' Storage=0 .01 of Inflow=0 .9 cfs 0 .05 of Outflow=0 .2 cfs 0 .05 of Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG Peak Elev= 1 . 50' Storage=0 .00 of lnflow=0 .3 cfs 0 . 02 of Outflow=0 . 1 cfs 0 . 02 of Link 1 L: OFFSITE RUNOFF Inflow=0 .0 cfs 0 .00 of Primary=0 .0 cfs 0 .00 of Link OFFSITE : OFFSITE RUNOFF Inflow=0 .0 cfs 0 . 00 of Primary=0 .0 cfs 0 .00 of Total Runoff Area = 5.060 ac Runoff Volume = 0 .07 of Average Runoff Depth = 0. 17" 92.75% Pervious = 4.693 ac 7 .25% Impervious = 0.367 ac 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 25 YR STORM Rainfall=4. 40 F1 Prepared by {enter your company name here} Printed 11 /14/2016 H'2droCAD& 9 . 10 s/n 03732 O 211,010 H11ydroCAD Software Solutions LLC Pqe 10i Summary for Subcatchment 1S : EAST SUBCATCHMENT Runoff = 0 . 9 cfs @ 11 . 99 hrs , Volume= 0 . 05 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 25 YR STORM Rainfall =4.40" Area (s.f) CN Description 13 , 108 98 Paved parking , HSG A 19, 015 36 >75% Grass cover, Good , HSG A 8, 039 30 Woods , Good , HSG A ....................... 40 , 162 55 Weighted Average 27, 054 67 .36% Pervious Area 13 , 108 32 . 64% Impervious Area Tc Length Slope Velocity Capacity Description {min) (feet) (ft/ft) (ft/sec) (cfs) 1 . 1 7 0 .0357 0 Sheet Flow, SHEET FLOW Grass : Short n= 0 . 150 P2= 2 .40" 1 . 7 93 0 . 0107 1 Sheet Flow, SHEET FLOW Smooth surfaces n= 0 . 011 P2= 2 .40" 0 .2 31 0. 0107 2 Shallow Concentrated Flow, SHALLOW CONC . FLOW Paved Kv= 20. 3 fps ............................................ 3. 0 131 Total , Increased to minimum Tc = 6 . 0 min Summary for Subcatchment 2S : EAST SUBCATCHMENT Runoff = 0. 0 cfs @ 24. 00 hrs, Volume= 0. 00 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 =4.40" Area LSID111WROWWWWWW" CN Description ......................... 37 , 112 30 Woods , Good , HSG A " 29, 959 36 >75% Grass cover, Good HSG A ......... 67, 071 33 Weighted Average 67 , 071 100 .00°/a Pervious Area Tc Length Slope Velocity Capacity Description ( min )OWN" (feet) (ft/ft) (ft/sec) (cls) 1-1... ......................... 8. 6 100 0. 0400 0 Sheet Flow, SHEET FLOW Grass : Short n= 0 . 150 P2= 2.40" 1 . 1 146 0 . 0205 2 Shallow Concentrated Flow, SHALLOW CONIC , FLOW ........... Grassed Waterway Kv= 15. 0 fps 9 . 7 246 Total 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 25 YR STORM Rainfall=4. 40 F1 Prepared by {enter your company name here} Printed 11 / 14/2016 hydroCADD 9 . 10 s/n 03732 OO 2010 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment EX: EXISTING SUBCATCHMENT Runoff = 0 . 0 cfs @ 0 . 00 hrs , Volume= 0 . 00 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 25 YR STORM Rainfail=4 .40" Area (sf) CN Description 871 98 Paved parking , HSG A 97 , 251 30 Woods, Good , HSG A 13068 30 Brush , Good ",, HSG A ....... 111 , 190 31 Weighted Average 110 , 319 99.22% Pervious Area 871 0 . 78 % Impervious Area Tc Length Slope Velocity Capacity Description (min) {feet) tuft) jTsec) (cfs) 40 .4 150 0 . 0133 0 Sheet Flow, SHEET FLOW Woods : Light underbrush n= 0 .400 P2= 2 .40" 1 . 7 277 0 . 0325 3 Shallow Concentrated Flow, SHALLOW CONC. FLOW Grassed Waterway Kv= 15 . 0 fps 42 . 1 427 Total Summary for Subcatchment ROOF : HOUSE ROOF Runoff = 0 .3 cfs @ 11 . 96 hrs , Volume= 0 . 02 af, Depth> 4 . 16" 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 .40" Area (sf) CN Description ....... 2 , 000 98 RoofsL,,,,,HSG A 2 , 000 100 . 00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet' ' (ft/ft) ft/sec) (cfs) 0 .2 20 0 . 0833 2 Sheet Flow, SHEET FLOW Smooth surfaces n= 0 .011 P2= 2 .40" ............ 0 . 2 20 Total , Increased to minimum Tc = 6 . 0 min Summary for Pond 2P : DW#1 & DW#2 Inflow Area = 0 .922 ac, 32. 64% Impervious , Inflow Depth > 0 . 70" for 25 YR STORM event Inflow = 0 . 9 cfs @ 11 . 99 hrs , Volume= 0 .05 of Outflow = 0 .2 cfs @ 12 .25 hrs , Volume= 0 . 05 af, Atten= 80% , Lag= 15 . 0 min Discarded = 0 .2 cfs @ 12 .25 hrs , Volume= 0 . 05 of Routing by Stor-Ind method , Time Span= 0 . 00-24 . 00 hrs , dt= 0 .05 hrs 46269 = DORMAN = BONNER DRIVE = 3 LOT SUB Type 1124-hr 25 YR STORM Rainfall=4. 40 " Prepared by {enter your company name here} Printed 11 /14/2016 HydroCADO 9 . 10 s/n 03732 @ 2010 HvdroCAD Software, Solutions LLC Page Peak Elev= 3 . 08' @ 12 - 25 hrs Surf.Area= 0 . 009 ac Storage= 0. 01 of Plug-Flow detention time= 16. 9 min calculated for 0. 05 of ( 100% of inflow) Center-of-Mass det. time= 16 . 5 min ( 919.5 - 903. 0 StorageVolume Invert Avail . Storage , Description ............... #1 0 . 00, 0 . 04 of 10,00'D x 9. 00' H Vertical Cone/Cylinder Z=11 .0 x 2 0. 13 of Overall - 0 . 02 of Embedded = 0 . 11 of x 40 . 0% Voids #2 1 . 001 0 . 02 of 8,00'D x 8-00' 14 Vertical Cone/Cylinder x 2 Inside #1 0 . 06 of Total Available Storage Device Routing............ Invert Outlet Devices #1 Discarded 0. 00' 20.000 in/hr Exfiltration over Surface area iscardedOutFlow Max=0 .2 cfs @ 12.25 hrs HW =3 . 08' (Free Discharge, 1 =Exfiltration (Exfiltration Controls 0 .2 cfs) Summary for Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG EAVE TRENCH ES Inflow Area = 0 . 046 ac, 100 . 00% Impervious , Inflow Depth > 4. 16" for 25 YR STORM event Inflow 0 .3 cfs @ 11 .96 hrs , Volume= 0 . 02 of Outflow = 0 . 1 cfs @ 11 . 75 hrs, Volume= 0 .02 af, Atten= 67% , Lag = 0 . 0 min Discarded = 0. 1 cfs @ 11 .75 hrs , Volume= 0. 02 of Routing by Stor-Ind method , Time Span= 0 . 00-24. 00 hrs , dt= 0.05 hrs Peak Elev= 1 . 50' @ 12 . 10 hrs SurF.Area= 0 . 005 ac Storage= 0. 00 of Plug-Flow detention time= (not calculated : outflow precedes inflow) Center-of-Mass det. time= 5 .0 min ( 750 . 6 - 745. 6 ) Volume Invert Avail .Storage Storage Descrip ............... #1 0. 00, 0 . 01 of 2.00'W x 50.00'L x 3.00' H Prismatoid x 2 0. 01 of Overall x 40 . 0% Voids Device RoutingInvert Outlet Devices .......... .............. ..................................................................................................................................................................................................... #1 Discarded 0. 00' 20 .000 in/hr Exfiltration over Surface area Discarded Outflow Max=0 . 1 cfs (d)- 11 . 75 hrs HW =0. 03' ( Free Discharge) --'0' T---1 =Exfi1tration (Exfiltration Controls 0 . 1 cfs) Summary for Link 1 L : OFFSITE RUNOFF Inflow Area = 1 . 540 ac, 0. 00% Impervious , Inflow Depth > 0 . 01 " for 25 YR STORM event Inflow = 0 .0 cfs @ 24. 00 hrs , Volume= 0 . 00 of Primary = 0 . 0 cfs @ 24. 00 hrs, Volume= 0 .00 af, Atten= 0% , Lag= 0 . 0 min Primary outflow = Inflow, Time Span-m- 0 . 00-24 . 00 hrs , dt= 0 .05 hrs 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 25 YR STORM Rainfall=4. 4011 Prepared by {enter your company name here} Printed 11 /14/2016 HydroCADO 9 10 s/n 03732 @2010 HydroCAD Software Solutions LLC Paa,e 13 Summary for Link OFFSITE: OFFSITE RUNOFF Inflow Area = 2 . 553 ac, 0 .78% Impervious , Inflow Depth = 0 . 00" for 25 YR STORM event Inflow = 0 . 0 cfs @ 0 . 00 hrs , Volume= 0 . 00 of Primary = 0 . 0 cfs @ 0 . 00 hrs , Volume= 0 . 00 af, Atten = 0% , Lag= 0 . 0 min Primary outflow = Inflow, Time Span= 0 .00-24 . 00 hrs , dt= 0 . 05 hrs mmi w " N •, mu , . � C m , T'l , E 0 ,44 Y", I G' N a u au uu r '-�' S,i ST11 DE, 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 50 YR STORM Rainfall=4. 801, Prepared by {enter your company name here} Printed 11 /14/2016 HydroCADO 9 . 10 s!n 03732 OO 2010 HydItoCAID Software Solutions LLC Pa, I 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 : EAST SUBCATCHMENT Runoff Area=40 , 162 sf 32 .64% Impervious Runoff Depth > 0 . 88" Flow Length= 131 ' Tc=6 . 0 min CN=55 Runo 1 . 3 cfs 0 .07 of Subcatchment 2S : EAST SUBCATCHMENT Runoff Area=67 , 071 sf 0 .00% Impervious Runoff Depth > 0 . 03" Flow Length=246' Tc=9 . 7 min CN = 33 Runo 0 .0 cfs 0 . 00 of Subcatchment EX: EXISTING Runoff Area= 1 11 1190 sf 0 . 78% Impervious Runoff Depth >0 . 00 " Flow Length=427' Tc=42 . 1 min CN =31 Runoff=0 .0 cfs D . 00 of Subcatchment ROOF : HOUSE ROOF Runoff Area=2 ,000 sf 100 .00% Impervious Runoff Depth >4. 56" Flow Length=20' Slope=0 .0833 '/' Tc=6 . 0 min CN =98 Runoff=0 .3 cfs 0 . 02 of Pond 2P : DW#1 & DW#2 Peak Elev=3 .96' Storage=0 . 02 of Inflow= 1 . 3 cfs 0 . 07 of Outflow=0 -2 cfs 0 . 07 of Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG Peak Elev= 1 .78' Storage=0 .00 of Inflow=0 . 3 cfs 0 . 02 of Outflow=0 . 1 cfs 0 . 02 of Link 1L: OFFSITE RUNOFF lnflow=0 .0 cfs 0 . 00 of Primary=0 -0 cfs 0 .00 of Link OFFSITE : OFFSITE RUNOFF Inflow=0 . 0 cfs 0 .00 of Primary=0 . 0 cfs 0 .00 of Total Runoff Area = 5.060 ac Runoff Volume = 0.09 of Average Runoff Depth = 0.21 " 92.75% Pervious = 4.693 ac 7.25% Impervious = 0.367 ac 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 50 YR STORM Rainfa.11=4. 80 " Prepared by {enter your company name here} Printed 1 1 / 1 41201 6 HydroCAD@ 9. 10 s!n 03732 @2010 HSoftware Solutions LLC Page 15 Summary for Subcatchment 1S : EAST SUBCATCHMENT Runoff = 1 .3cfs@ 11 - 99hrs , Volume= 0 . 07af, Depth> 0 . 88" 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=4.80" Area,"ifisf) CN Description Nil 13 , 108 98 Paved parking , HSG A 19, 015 36 >75% Grass cover, Good , HSG A 8, 039 30 Woods , Good , HSG A ............... ............... 40 , 162 5 5 Weighted Average 27, 054 67.36% Pervious Area 13, 108 32 .64% Impervious Area Tc Length Slope Velocity Capacity Description {min ) (feet} (ft/ft) (ft/sec) (cfs .........................) 1 . 1 7 0 . 0357 0 Sheet Flow, SHEET FLOW Grass : Short n= 0 . 150 P2= 2 .40" 1 . 7 93 0 . 0107 1 Sheet Flow, SHEET FLOW Smooth surfaces n= 0 . 011 P2= 2.40" 0 . 2 31 0. 0107 2 Shallow Concentrated Flow, SHALLOW CONC . FLOW Paved Kv= 20. 3 fps 3 . 0 131 Total , Increased to minimum Tc = 6.0 min Summary for Subcatchment 2S : EAST SUBCATCHMENT Runoff = 0 .0 cfs @ 24. 00 hrs, Volume= 0 .00 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. 80" Area , sf) CN Description 37 , 1 12 30 Woods, Good , HSG A 29, 959 36 >75% Grass cover, Good ,- ,HSG A ............... 67, 071 33 Weighted Average 67, 071 100 . 00% Pervious Area Tc Length Slope Velocity Capacity Description .. .. .(min ) (feet) (ft/ft) (ft/sec) cfs) 8 .6 100 0 . 040D 0 Sheet Flow, SHEET FLOW Grass : Short n= 0. 150 P2= 2 .40" 1 . 1 146 0 . 0205 2 Shallow Concentrated Flow, SHALLOW CONC . FLOW Grassed Waterway Kv= 15 . 0 fps ............................_......... - ------------ 9 .7 246 Total 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 50 YR STORM Rainfal/=4. 80 it Prepared by {enter your company name here} Printed 11 / 14/2016 HydroCAD@ 9 . 10 s/n 03732 O 2010 HYi. droCAD Software Solutions LLC Pane .... Summary for Subcatchment EX: EXISTING SUBCATCHMENT Runoff = 0 . 0 cfs @ 24 . 00 hrs, Volume= 0 . 00 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 50 YR STORM Rainfall =4 . 80" Area Lsf I CN Description 871 98 Paved parking, HSG A 97 ,251 30 Woods , Good , HSG A 13 , 068 30 Brush , Good HSG A 171 , 190 31 Weighted Average 110 , 319 99 .22% Pervious Area 871 0 .78% Impervious Area Tc Length Slope Velocity Capacity Description (min ) (feet) lftlft) (ft/sec) 40 .4 150 0 . 0133 0 Sheet Flow, SHEET FLOW Woods : Light underbrush n= 0 .400 P2= 2.40" 1 . 7 277 0 . 0325 3 Shallow Concentrated Flow, SHALLOW CONC. FLOW Grassed Waterway, Kv= 15.0, fps 42 . 1 427 Total Summary for Subcatchment ROOF : HOUSE ROOF Runoff = 0 . 3 cfs @ 11 . 96 hrs , Volume= 0 . 02 af, Depth> 4 . 56" 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. 80" Area_,,III(,sf1j CN Description 2 ,00 0 98 Roofs , HSG A ............... 2 ,000 100. 00% Impervious Area Tc Length Slope Velocity Capacity Description ( min ) (feet) (ftlft) {ft/sec) (cfs) 0 . 2 20 0 . 0833 2 Sheet Flow, SHEET FLOW Smooth surfaces n= 0. 011 P2= 2.40" 0 . 2 20 Total , Increased to minimum Tc = 6 . 0 min Summary for Pond 2P : DW#1 & DW#2 Inflow Area = 0 . 922 ac, 32 .64% Impervious , Inflow Depth > 0 . 88" for 50 YR STORM event Inflow = 1 . 3 cfs @ 11 .99 hrs, Volume= 0 . 07 of Outflow = 0 . 2 cfs @ 12 . 26 hrs, Volume= 0 . 07 af, Atten= 82% , Lag= 16 . 0 min Discarded = 0 . 2 cfs @ 12 .26 hrs , Volume= 0 . 07 of Routing by Stor-Ind method , Time Span= 0 . 00-24 . 00 hrs , dt= 0 . 05 hrs 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 1! 24-hr 50 YR STORM Rainfall=4. 80 " Prepared by {enter your company name here} Printed 11 /14/2016 HydroCAD RO 9 . 10 s/n 037320 2010 HydroCAD Software Solutions LLC Pggg 17 Peak Elev= 3 . 96' @ 12 . 26 hrs Surf- Area= 0. 012 ac Storage= 0 . 02 of Plug- Flow detention time= 22 .4 min calculated for 0 . 07 of ( 100% of inflow) Center-of-Mass det. time= 22 . 1 min ( 915. 3 - 893 . 2 ) Volume Invert Aval I . Storage Storage Description ........... -- ----. #1 0 . 00' 0 . 04 of 10.00'D x 9.00'H Vertical Cone/Cylinder Z=1 .0 x 2 0 . 13 of Overall - 0 . 02 of Embedded = 0 . 11 of x 40 . 0°/a Voids #2 1 . 00' 0 . 02 of 8 .00' D x 8.00'H Vertical Cone/Cylinder x 2 Inside #1 0 . 06 of Total Available Storage Device Routing Invert Outlet Devices .................#1 Discarded 0 . 00' 20 .000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max.'-'0 . 2 cfs @ 12. 216 hrs HW =3 . 96' ( Free Discharge) Z•1 =Exfiltration (Exfiltrafion Controls 0,21 cfs) Summary for Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG EAVE TRENCH ES Inflow Area = 0 . 046 ac, 100 . 00% Impervious , Inflow Depth > 4. 56" for 50 YR STORM event Inflow = 0 . 3 cfs @ 11 . 96 hrs , Volume= 0 . 02 of Outflow = 0 . 1 cfs @ 11 . 75 hrs , Volume= 0 . 02 af, Atten= 70% , Lag= 0 . 0 min Discarded = 0 . 1 cfs @ 11 .75 hrs, Volume= 0 . 02 of Routing by Stor- Ind method , Time Span= 0. 00-24 . 00 hrs , dt= 0 .05 hrs Peak Elev= 1 . 78' @ 12 . 11 hrs Surf.Area= 0 . 005 ac Storage= 0 . 00 of Plug-Flow detention time= (not calculated : outflow precedes inflow) Center-of- Mass det. time= 6 . 1 min ( 750 .2 - 744. 1 ) Volume Invert Avail .Storaqe ...............................................S.... torage Description .............................. .... ......... #1 0 . 00' 0 . 01 of 2.00'W x 50.00' L x 3 .00' H Prismatoid x 2 0 .01 of Overall x 40. 0% Voids Device Routing Invert Outlet Devices ......... ......... #1 Discarded 0 . 00' 20.000 in/hr Exfiltration over Surface area 1?iscarded OutFlow Max=0 . 1 cfs @ 11 . 75 hrs HW=0 . 05' ( Free Discharge) 1 =ExHitration (Exfiltration Controls 0 . 1 cfs) Summary for Link 1 L : OFFSITE RUNOFF Inflow Area = 1 . 540 ac, 0 . 00% Impervious , Inflow Depth > 0 . 03" for 50 YR STORM event Inflow = 0 .0 cfs @ 24. 00 hrs, Volume= 0 . 00 of Primary = 0. 0 cfs @ 24. 00 hrs , Volume= 0 . 00 af, Atten = 0% , Lag= 0 . 0 min Primary outflow = Inflow, Time Span = 0 . 00-24 . 00 hrs , dt= 0 .05 hrs 46269 - DORMAN - BONNER DRIVE - 3 LOT SUB Type 11 24-hr 50 YR STORM Rainfall=4. 80 " Prepared by {enter your company name here} Printed 11 /14/2016 HydroCAD@ 9 . 10 s/n 03732 O 20101,,,,,,,,,,1,HY0ro CAD Software Solutions LLC Page 18 Summary for Link OFFSITE : OFFSITE RUNOFF Inflow Area = 2. 553 ac, 0. 78% Impervious , Inflow Depth > 0. 00" for 50 YR STORM event Inflow = 0. 0 cfs @ 24 . 00 hrs , Volume= 0 . 00 of Primary = 0 . 0 cfs @ 24 . 00 hrs , Volume= 0 . 00 af, Aften= 0°/a , Lag = 0 . 0 min Primary outflow = Inflow, Time Span= 0. 00-24. 00 hrs , dt= 0. 05 hrs C011N11 .III IUA 0,,N�111 .. SI- GI, N - 46269 - DORMAN - BONNER DRIVE - 3 LOT SU Type !I 24-hr 100 YR STORM Rainfall=6. 10 " Prepared by {enter your company name here} Printed 11 / 14(2016 HydroCAD@ 9. 10 s/n 03732 0 2010 HlydroCAD Software Solutions LLC Page 19 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 : EAST SUBCATCHMENT Runoff Area=40 , 162 sf 32 .64% Impervious Runoff Depth > 1 .57" Flow Length= 1 31 ' Tc=6 .0 min CN =55 Runoff=2 .4 cfs 0 . 12 of Subcatchment 2S : EAST SUBCATCHMENT Runoff Area=67, 071 sf 0 .00% Impervious Runoff Depth >0 . 1 8" Flow Length=246' Tc=9 .7 min CN = 33 Runoff=0 .0 cfs 0 . 02 of Subcatchment EX: EXISTING Runoff Area= 1 11 , 190 sf 0 .78% Impervious Runoff Depth >O . 11 " Flow Length=427' Tc=42 . 1 min CN = 31 Runoff=0 .0 cfs 0 . 02 of Subcatchment ROOF : HOUSE ROOF Runoff Area=2 , 000 sf 100 .00% Impervious Runoff Depth>5 .86" Flow Length=20' Slope=0 .0833 '/' Tc=6 . 0 min CN=98 Runoff=0 .4 cfs 0 . 02 of Pond 2P : DW#1 & DW#2 Peak Elev=6 .63' Storage=0 .04 of lnflow=2 .4 cfs 0 . 12 of Outflow=0 .4 cfs 0 . 12 of Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG Peak Elev=2 .73' Storage=0 .01 of lnflow=0 .4 cfs 0 .02 of Outflow=0 . 1 cfs 0 .02 of Link 1 L: OFFSITE RUNOFF Inflow=0 . 0 cfs 0 . 02 of Primary=0 . 0 cfs 0 . 02 of Link OFFSITE : OFFSITE RUNOFF Inflow=0 .0 cfs 0 .02 of Primary=0 .0 cfs 0 .02 of Total Runoff Area = 5.060 ac Runoff Volume = 0. 19 of Average Runoff Depth = 0.45" 92.75% Pervious = 4.693 ac 7.25% Impervious = 0.367 ac 46269 - DORMAN - BONNER DRIVE - 3 LOT SU Type 1! 24-hr 100 YR STORM Rainfall=6. 1 p „ Prepared by {enter your company name here} Printed 11 /14/2016 HydroCADO 9 . 10 s/n 03732 O 2010 HYdroCAD Software Solutions LLCPgge 20 .............................. Summary for Subcatchment 1S : EAST SUBCATCHMENT Runoff = 2.4cfs@ 11 - 98hrs , Volume= 0 . 12af, Depth> 1 . 57" 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=6 . 1 0" AreLC(sfN Des, IF, pti1 on ............... 13, 108 98 Paved parking , HSG A .Ilk, 77 19, 015 36 >75% Grass cover, Good , HSG A 8, 039 30 Woods" Good HSG A ....................................... ............... 40 , 162 55 Weighted Average 27 ,054 67 . 36% Pervious Area 13, 108 32. 64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec ) (cfs) 1 . 1 7 0. 0357 0 Sheet Flow, SHEET FLOW Grass : Short n= 0 . 150 P2 = 2 .40" 1 . 7 93 0 . 0107 1 Sheet Flow, SHEET FLOW Smooth surfaces n= 0. 011 P2= 2.40" 0 .2 31 0. 0107 2 Shallow Concentrated Flow, SHALLOW CONC . FLOW .............- ... Paved Kv= 20 3 fps 3 . 0 131 Total , Increased to minimum Tc = 6. 0 min Summary for Subcatchment 2S: EAST SUBCATCHMENT Runoff = 0 . 0 cfs @ 12 . 95 hrs , Volume= 0 . 02 af, Depth> 0 . 18" Runoff by SCS TR-20 method , UH =SCS , Time Span = 0 . 00-24. 00 hrs , dt- 0 . 05 hrs Type I 124-hr 100 YR STORM Rainfall=6. 1 0" Area sf) CN Description ............... ................. ................................................................................................................................................................................... 37, 112 30 Woods , Good , H...........SG A 29, 959 36 >75% Grass cover, Good , HSG A ............... .......... ............... 67 , 071 33 Weighted Average 67 ,071 100 . 00 % Pervious Area Tc Length Slope Velocity Capacity Description (min ) (feet) (ft/ft) (fUsec ) (cfs) 8 . 6 100 0 . 0400 0 Sheet Flow, SHEET FLOW Grass : Short n= 0 . 150 P2= 2 .40" 1 . 1 146 0. 0205 2 Shallow Concentrated Flow, SHALLOW CONC . FLOW Grassed Waterway Kv= 15. 0 fps 9. 7 246 Total 46269 = DORMAN = BONNER DRIVE w 3 LOT SU Type 1124-hr 100 YR STORM Rainfall=6. 10 " Prepared by {enter your company name here} Printed 11 /14/2016 HydroCAD@x9 . 10 s1b 03732 OO 2010 HydroCAD Software,. Solutions LLC Page 21 '11111 1111111111111"I'Mij,"I 11 1............ Summary for Subcatchment EX: EXISTING SUBCATCHMENT Runoff = 0 . 0 cfs @ 15 .63 hrs , Volume= 0 . 02 af, Depth> 0 . 11 " Runoff by SCS TR-20 method , UH =SCS , Time Span= 0 . 00-24 . 00 hrs , dt= 0 . 05 hrs Type 11 24-hr 100 YR STORM Rainfall=6 . 10" Area (sf) CN Description 871 98 Paved parking , HSG A 971251 30 Woods , Good , HSG A 46AWNNO.� 13 , 068 30 Brush , Good , HSG A ............. 1117190 31 Weighted Average 110, 319 99 .22% Pervious Area 871 0 . 78% Impervious Area Tc Length Slope Velocity Capacity Description ( min ) (feet) (it/ft) -Wsec) (Cfs) ........... ......... 40 .4 150 0 . 0133 0 Sheet Flow, SHEET FLOW Woods : Light underbrush n= 0 .400 P2= 2.40" 1 . 7 277 0 . 0325 3 Shallow Concentrated Flow, SHALLOW CONC . FLOW Grassed Waterway Kv= 15 . 0 fps OWN N 42 . 1 427 Total Summary for Subcatchment ROOF : HOUSE ROOF Runoff = 0 .4 cfs @ 11 . 96 hrs , Volume= 0 . 02 af, Depth> 5 . 86" Runoff by SCS TR-20 method , UH =SCS , Time Span= 0 . 00-24 .00 hrs , dt= 0 . 05 hrs Type 11 24-hr 100 YR STORM Rainfall =6 . 10" Area (sf) CN Description 2 000 98 Roofs , HSG A 21000 100 . 00% Impervious Area Tc Length Slope Velocity Capacity Description ( min ) c(feet) (#/ft) �ft/se (Cfs)............... 0 .2 20 0 .0833 2 Sheet Flow, SHEET FLOW Smooth surfaces n= 0 .011 P2= 2 .40" ................--................ 0 . 2 20 Total , Increased to minimum Tc = 6 . 0 min Summary for Pond 2P : DW#1 & DW#2 Inflow Area = 0 . 922 ac, 32 .64% Impervious , Inflow Depth > 1 . 57" for 100 YR STORM event Inflow = 2 .4 cfs @ 11 .98 hrs , Volume= 0 . 12 of Outflow = 0 .4 cfs @ 12 .27 hrs , Volume = 0 . 12 af, Atten = 84% , Lag= 17 . 0 min Discarded = 0 .4 cfs @ 12 .27 hrs , Volume= 0 . 12 of Routing by Stor-Ind method , Time Span = 0 . 00-24 . 00 hrs , dt= 0 . 05 hrs 46269 = DORMAN = BONNER DRIVE = 3 LOT SU Type 1124-hr 100 YR STORM Rainfall=6. 10 " Prepared by {enter your company name here} Printed 11 /14/2016 HydroCAD09 . 10 s/nO'13732, @2010HydroCAD Software Solutions LLC - - .... ............. Page 22 Peak Elev= 6. 63' @ 12 . 27 hrs Surf.Area= 0 .020 ac Storage= 0. 04 of Plug-Flow detention time= 37.4 min calculated for 0. 12 of ( 100% of inflow) Center-of-Mass det. time= 37 . 1 min ( 908. 9 - 871 . 8 Volume Invert Avail . Storage Storage description ............... #1 0 . 001 0 . 04 of 10.00'D x 9.00'H Vertical Cone/Cylinder Z=11 .0 x 2 0 . 13 of Overall - 0 . 02 of Embedded = 0 . 11 of x 40 . 0% Voids #2 1 .001 0 . 02 of 8 . 00'D x 8.00'H Vertical Cone/Cylinder x 2 Inside #1 ME 0 . 06 of Total Available Storage Device Routing ............... Invert Outlet Devices #1 Discarded 0 . 00' 20.000 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0 .4 cfs @ 12,.2,'7 hrs HW =6 . 63' (Free Discharge) ,1 ElIxfil1tration ( Exfiltration Controls, 0 ,114 cfs) Summary for Pond 4P : 2 FT WIDE X 2 FT DEEP X 50 FT LONG EAVE TRENCH ES Inflow Area = 0 . 046 ac, 100. 00% Impervious, Inflow Depth > 5.86" for 100 YR STORM event Inflow = 0.4 cfs @ 11 . 96 hrs , Volume= 0 . 02 af Outflow = 0 . 1 cfs @ 11 . 70 hrs , Volume= 0 . 02 af, Atten= 76% , Lag= 0 . 0 min Discarded = 0 . 1 cfs @ 11 .70 hrs , Volume= 0 . 02 of Routing by Stor- Ind method , Time Span= 0. 00-24.00 hrs , dt= 0 . 05 hrs Peak Elev= 2 . 73' @ 12 . 12 hrs Surf.Area= 0 . 005 ac Storage= 0 . 01 of Plug- Flow detention time= (not calculated : outflow precedes inflow) Center-of-Mass det. time= 10 . 3 min ( 7150.4 - 1117,40. 2" Volume Invert Avail . Storage Storage Description #1 0. 00, 0 . 01 of 2.00'W x 50.00' L x 3.00'H Prismatoid x 2 Ilk 0 . 01 of Overall x 40 . 0% Voids Device Routing, Invert Outlet Devices #1 Discarded 0 . 00' 20.000 in/hr ExHItration over Surface area Discarded OutFlow Max=0 . 1 cfs a 11 . 70 hrs HW =0 . 04' (Free Discharge)L1 =ExfiItration ( Exfiltration Controls 0 . 1 cfs) IF Summary for Link 1 L : OFFSITE RUNOFF Inflow Area = 1 . 540 ac, 0 . 00°/a Impervious , Inflow Depth > 0 . 18" for 100 YR STORM event Inflow 0 . 0 cfs @ 12 . 95 hrs, Volume= 0 .02 of Primary = 0 .0 cfs @ 12. 95 hrs , Volume= 0 . 02 af, Atten = 0% , Lag= 0 . 0 min Primary outflow = Inflow, Time Span= 0 . 00-24. 00 hrs , dt= 0 . 05 hrs 46269 = DORMAN = BONNER DRIVE = 3 LOT SU Type 1124-hr 100 YR STORM Rainfall=6. 10" Prepared by {enter your company name here} Printed 11 /14/2016 HvdroCAD@ 9 . 10 shi, 037320 2010 HydroCAD Software Solutions LLCPaae 23 ..........M.0 Summary for Link OFFSITE : OFFSITE RUNOFF Inflow Area = 2. 553 ac, 0 .78% Impervious , Inflow Depth > 0. 11 " for 100 YR STORM event Inflow 0. 0 cfs @ 15 .63 hrs, Volume= 0 . 02 of Primary = 0. 0 cfs @ 15 .63 hrs, Volumes- 0 . 02 af, Atten= 0% , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0 .00-24 - 00 hrs , dt= 0. 05 hrs