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Home My WebLink AboutWPO201400038 Plan - E&S Erosion Control Plan 2014-11-12 ENiERS(�IV �ONlMONS SITE DEVELOPMENT PLAIV ER�SION AND SEDIMENT�ONTROL A(VD$TORMWATER I�JIANAGENlEIVT IVARRAT9i/E Locatedin �Ibemarle Co�nty, Vir�inia �,,T�3 � �' � �� .� r n� �1 � � ��. ��. v Jt�HI� T. EEL � Lica N�. �3�a�Q � �� o� �� Project Number 1770 3 �SS.I�� .�°�'� Qate August 11, 2014 62evised November 12, 2014 �.�, � �, I ��oiP•EcF iP�{� °i�° (`�NL35C t'� '�F I'l�Tl l ZE �°+ �� t VE 'Nf� ��(7a} F d¢ r�i 5 +e€�t o tl�r� n ur� ` i�,T r� ' t�7� '��>�i �'i I `iC 1 1 t `l� s i4iJ ;� I 7 i� �i �.1 l"1=�nc�� .,«� * rlf� -1}�"7y.� �� ,1 � ¢~ n 4_) Emerson Commons Site Developrr�ent Plan TABCE OF CONTENTS INTR�DUCTlON 3 CHECKLIST 4 PLAN NARRATIVE 6 ♦ Project Description 6 ♦ Ex�sting Site Conditions 6 ♦ Adjacent Areas 6 ♦ Offsite Areas 6 ♦ Soils � o Critical Areas 7 s Erosion and Sediment Control Measures 7 ♦ Permanent Stabilization 7 ♦ Stormwater Runoff Considerations 8 ♦ Sequence and Timing of Land Disturbing Activities 8 ♦ Potential Poilutian Sources 8 o Permanent Controls to Remain After Construction 10 LOCATION MAP Z1 SOILS MAP 13 DRAINAGE MAPS 1g WATER QUALITY 23 CNANNEL PROTECT{ON 67 �LOOa PROTECTlON g� z Erraerson Commons S�te Developmer�t Plan �NTRODuc�io� The folBowing Erosion and Sediment Control Plan was developed using the 1992 Virginia Erosion and Sediment Cantrol Handbook. Implementatian of the outlined Plan requires the use of the Narrative, Plan Sheet and the Calculations bound within Specific structure details can be found in the applicable Standard with the calcuiations providing the required dimensions. For example, the construction of Sediment Traps where called for an the Plan Sheet will require the Applicant to refer to the Calculations to ob�ain the dimensions and refer to the Standards to obtain construction details. The Spec�ficatians included in this volume describe maintenance requirements as well The Applicant must fallow the recommended maintenance sehedules to insure an acceptable prograrri of erosEon and sediment control on the site This Erc�sion and Sediment Control Plan is provided as a guideline to the requirements needed to protect the site to be disturbed Site conditions as they change may require some deviation from th� outlined Plan This may inciude additional Control Measures. Reference to the Virginia Erosion and Sediment Control Handbook should be made when warranted � Emersor� Commons Site Development Plan CHE�KLIST F(�R EROS90N AND SEDIMENT CONTROL PLANS � Minimum Standards- A11 applicable Minimum Standards must be addressed NARRAT!!f E � Progect description - Briefiy describes the nature and purpose of the fand- disturbing activity, anc{ the area (acres) to be disturbed � Existin� site conditions - A descriptian of the existing topography, vegetation and drainage � Adjacent areas - A description of neighboring areas such as streams lakes, residential areas, roads, etc , which might be affected by the land disturbance _� Off-site areas - Describe any off-site land-disturbing act�vities that will occur (including borrow sites, �vaste or surpius areas, etc ) Wiii any other areas be disturbed? � SoiBs - A �arief description of the soils on the site giving such information as soil name mapping unit erodibiEity, permeabiiity, depth, texture and soil structure �_ Critical areas - A descriptian of areas on the site which have potentialiy serious erosion problems {e g , steep sbpes, channels, wet weather/undergraund springs, etc ) _ � _ Erosion and sediment centrol measures - A description of the methods v,rhich wifl be used to control erosion and sedimentation Qn the site (Controis shoi�id meet the specificat�ons i!� Cnapter 3) � Permanent stabilization - A brief description, including specifications, of how the s�te wil! be stabil�zed after construction is completed _ � Stormwater runoff considerat�ons - Will the devefopment srte cause an mcrease �n peak runoff ��ates? �Niil the increase in runoff cause flooding or channel degradat�on downstream? Describe the strategy to control stormwater runoff _ � Calculations - �etailed calculat�ons far the design of temporary sediment basins pern�anent storr�water detention bas�ns, diversions, channels, etc. Include calculations for pre- and post-development runoff 4 SITE PLAN � Vicinity Map - A small map locating the site in relation to the surrounding area Include any landmarks which might assist in locating the site � Indicate north -The direction of north in relation to the site i� Limits of clearin�and �radin�- Areas which are to be cleared and graded � Existin�contours-The existing contours of the site � Finai contours - Changes to the existing contours, including fina! drainage patterns 1� Existin�ve�etation -The existing tree lines, grassed areas, or unique vegetation � Soils -The boundaries of different soil types � Existin� drainage pat�erns - The dividing lines and the direction of flow for the different drainage areas Include the size (acreage) of each drainage area � Critical erosion areas - Areas with potentially serious erosion problems (See Chapter 6 for criteria) � Site Development - Show all improvements such as buildings, parking lots, access roads, utility construction, etc. � Location of practices - The locations of erosion and sediment controls and stormwater management practices used on the site Use the standard symbols and abbreviations in Chapter 3 of this handboak 1� Offsite areas - Identify any off-site land-disturbing activities (e g , borrow sites, waste areas, etc ) Show location of erosion controls (Is there sufficient information to assure adequate protection and stab�lization?) � Detail drawin�s - Any structural practices used that are not referenced to the E&S handbook or local handbooks shoufd be explained and iflustrated with detail drawings � Maintenance -A schedule of regular inspectians and repair of erosion and sediment control structures shauld be set forth 5 Emerson Com�oras Site Development Plan EROSi�IV ANQ SEDIMENl'C�IVTROL(VARRATIVE PROJECT DESCRIPTIOiV The area to be disturbed is located in Albemarle County, Virginia, and is bounded by Paricview Drive and adjacent properties. The site is one parcel with a 6 16 acre area The project will cansist of a cohousing sty6e residential development of the area (no subdividing), associated parking lot corastruction, and roadway improvements The total area of iand disturbance for this project is 6 67 acres The following pian will provide for the development of the area It is estimated that the project wili take 24 manths from the time the grading permit is issued until completion EXISTilVG SITE CONDIT90NS The proposed site is presently a vacant parcel surrounded by otl�er woodlands and farm operat�ons Slopes average from 5 to 50 percent Stormwater on the site drains to the North to Parrot Sranch, and to the South to an unnamed tributary of Parrot Branch No other springs, creeks or surface water are on the site ADJA�ENT AREAS Adjacent property will be graded on the South side of the property Additionally, offsite grading wiif occur to install the proposed force main The owner shail obtain permission from the adjacent property owner to grade before commencing operations There should be no other effect on any adjacent properties as long as Erosion and Sediment Control Meas�sres ar� maintained untii permanent stabilization is established QFFSITE AREAS There are no Off-Site areas associated wwth this plan �OILS 4D Ashe loam, 15 to 25 percent siopes 37B3 Hayesville clay loam, 2 to 7 percent slopes severely eroded 81B Thurmont loam, 2 to 7 percent slopes 6 CRITfCAL AREAS No critical areas have b2en identified an the site EROSION AND SE�fMENT'COfVTROL n/IE,4Sl�RES The following measures wil! be used to control erosion and sedimentation on the proposed praject In addition to the below measures afl applicable Minimum Standards wifl be strictly adhered to The specificatians that foliow are taken from the Virginia Erosion and Sediment Cantrol Handbook, 1992 Editian 3 02 Temporary Stone Construction Entrance 3 Q3 Construction Road Stabiiizatian 3 Q5 Silt Fence 3 07 Storm Drain lnlet Protection 3 08 Culuert lnlet Protection 3 09 Temparary Diversion Dike 3 12 Diversion 3 13 Temporary Sediment Trap 3 17 Stormwater Conveyance Channel 3 18 Outlet Protection 3 25 Utility Stream Crossing 3 30 Top�ailsng 3 32 Temporary Seeding 3 32 Permanent Seeding 3 35 Mulching 3 36 Soil Stabilization Blankets & Matting 3 38 Tree Preservation & Protection 3 39 Dust Control PERMANEI�T STABlLIZATION Ail grassed areas af the site wili be permanently stabilized through the installatior, of permanent seed�ng immediately after completion of ali land disturbance and grading Permanent stabilization shaf( aiso be appiied to areas that are to be left dormant for more than one year W�thin one year of the post construct�on site stabslization the site will be inspected and bare areas wili be re-stab�lized 7 STOftM�iATER Rl1NOFF CONSIQE�ATIONS In the predevelopment state, the site generally contains two drainage areas that divide through the center of the site, draining to the North and the South This divide is maintained in the postdeveloped state, except that sections out of each drainage area are further subdivided to be rerouted to BMPs and underground detention facilities This results in four drainage areas ana(yz�d in the postdeveloped state !11/ater Qua/ety The Virginia Runoff Reduction Method �,vas used to demonstrate compfiance with the DEQ's water quality requirements A treatment train of trap�zoidal grass ch�anneis, dry swale (levei 1), and bioretentian (leve) 2) were used to improve water quality Calculations from the VRRM spreadsheet have been attached to demonstrate compliance, as well as design calculations specific to each of the BMPs Channel Protectian As the site discharges to Natural Stormwater Conveyance Systems, the methodology laid out in 9VAC25-870-66-B 3-a was used to demonstrate compliance 8ioretention underground detention, and runoff-reducing BMPs were used to reduce the volume and flow-rate generated by the 1-YR 24 hour storm in order to comply with the requirements laid out by DEQ CaCculations have been attached to demonstrate compliance �lood Protection Tl�e SWM design for this site is in compliance with 9VAC25-870-66-C-2-b as required by the DEQ That is, the flow rate generated by the 10-YR 24 hour storm in the postdeveloped state was reduced to the flovv rate generated by the same storm in the predeveloped state This was accomplished via runoff reducing BMPs, bioretention and underground detention Calculations have been attached to demonstrate compliance SEQt1EI�CE A�D affVI1NG OF LA(V� �iSTURBI(V� ACTIVITIES The general sequence and timing of the specified erosion and sediment controls in this plan in relation to land-disturbance activities is outlined on the plan sheet "General Erosion & Sediment Control Plan" POTENTfAL POLLUTiON Sl�URCES ■ No industreal activity other than construction activity will occur at the s�te No ded�cated asphait or concrete plants are located at this site ■ The site wili be inspected regularly to collect and properly d�spose of lrtter and construction debns The inspections will be recorded in the records section of this docurnent � ■ If other potential pollution sources are introduced onsite during the proposed project the location of the activity wil! be marked on the site plan The date, description af the activity and the control measures implemented will be recorded in the records section of this document. If any of the following potential pollution sources are introduced the controM measures wiil include the foliowing measures � Vehicie Fuelir�g& Il�aintenance Construction vehicle fueling and maintenance will occur on site as indicated on the site pian The folfowing practices will be empPoyed during fueling and maintenanc,e to reduce the potential for environmental impacts All spills or leaks should be cleaned using a dry absorbent such as cat litter or commercially available sorbents and disposed of appropriately All used fluids shoufd be recycled or disposed of appropriately All fluid leaks should be repaired as soon as possible to recluce discharge to the environment � Dry Fertilrzer Storage Note impending weather conditions to avoid fertilizing irnmediately before significant precipitation events Avoid loadsng fertilizers near streams or springs For dry spilis promptly sweep up and reuse the fertilizer as it was intended Dry pestscide impregnated fertilizer is considered a pesticide and, if spilled, should be recovered and applied to the target vegetation as it was entended Bundfe empty bags and dispose of them in an approved landfili or disposal site If liquid fert�lizer is used, consu6t Virginia Cooperative Extension Fact Sheet No 6 Fertilizer Storage, Handling, and Management Publication Number 442-906, available at http //wwv�r ext vt edu/pubs/farmasyst/442-906/442-906 html • Chemical Storage Store chemicals at a location away from streams or springs and marked on the site plan Dispose of any usetE containers promptly in an approved landfili or disposal site • Sanitary V�faste Facilities Locate portable sanitary waste facilities away from streams or springs Sanitary waste may be disposed of anly by authorized campanies or in locat�ons having a stafie permit to receive sanitary waste 9 PER91/1ANENT CO�ITROLS TCD REiVIAlN AFTER COI�STFtlJCT10lV In addition ta permanent seeding and grading, grass channels and a bioretention filter wili treat stormwater runoff on the site As reported to DEQ in the VSMP registration the VAHU6 and receiving water are a) JR02 b) Mechums River-Beaver Creek 10 Emerson Commans Site Development Plan LOC/ATION MAP ].1 a+< The drawing�design,and digital files retaFiag to this ptpjett are the praperty of Gay and C�eel,Inc.The reproduttinn,copyin,or other use of this dr�wirg without GNI's written consent is profilbitetl. � 1rs ir, W�u ALBEMARLE ��p� "° COUNTY � �� p,t,G�� _-- � � �+ P�G�, f � —, Qj�-/ � � �. o � � r � � ��°� SITE � � °-� � a ; � � 1�.: � RT 240 a"'o �.l{)TCH'D � Z ,��RE,.E.. 4�.. � f—+—+ 3 e��;�--F--t--��t.._._ o � CSX LINE iY � Z_ w � �."�' � A L B E M A R L E t�'��' �� o C 0 U N T Y m t"� � � � �b � Y m� VICINITY MAP: a� SCALE: 1`=1000' 4 U � �3 � Y p O j j U � . I�1 jp - ti � > d U�.� U� o a' Q N �°� �j GAY AND NEEL INC. ��°��CT��a"� I _ t � a� E��E:R��c��A��scAP�aNc��Fc;��r .suRv��ti� LOCATION MAP P�� JOHN T NEEL,PE � aµ 126Q Radford Street ��r�� PM KEVIN D CONNER, LA � �o Chnstiansburg,Virginia 24073 4��;� ;o Phone (sao�3e16ou � i SHEEFLEE COHOUSING R��S�� DSGN THOMAS E SPROUL, EIT Fax ("s40)381-2773 SITE DEV E L O P M E N T P L A N i7 AT E G t d l t N $H E�1` �� Email infoCQ6zyandneeLccm �� I ,,,,,,,,,. X� web www.ga y a n d n e e �o m ❑�� . /�Lg�MARLE COUNTY VIRGINIA Q a�d��2�� 770.3 1 OF 1 '� � 12 I.,. I Sheeflee Cohous�ng S�t� Development Pi�r� SOILS IVEAP 13 _ �. ..� r � �r r � � �r � � � � t � � � � � � � � � Hydrologic Sod Group—Albemarie County Virgirna 3 ~ (Sheeflee Cohous�ng Site) � ^< g � � 7029A0 762990 70�a0 703090 7031�+0 76319C1 �03240 703290 793340 703390 A3a40 JB°4'26'N vi 36°4'26"N � v � � h p • � � i � � h � N � N � �li- �1 V �'. � D M1 �O- P ill ;'te w � \ v <1 . .;.. �.� � i� 38°4'14"N " .. � , . i 3g'q'yq"ry 702�k40 ....,•. .-. .��-. . .. . .` . . , .. �. . ..:.. �.-;'n:c 3 3 Q Map Sole 12,530 if pnn[ed on A lardsope(11"x 8.5")9�eet, � Meters � N 0 35 70 140 210 � ~' n Feet A �\ 0 100 200 40() 600 N Map projection Web Mer�hx Comer o�ordinates:WGS8�1 Edge tia:UtM Zane 17N WG584 U� Natural Resources Web Soii Survey 7/14/2014 Conservation Service Na�onal Cooperative Soil Survey Page 1 of 4 � � ■ � � � f 1 � � � � ' ' � � � � � ' � � � � Hydrologic Soil Group—Afbemarle County Virginia (Sheeflee Cohousing Site) MAP LEGEND MAP INFORMATION Area of Interest(Ao1) � C The soil surveys that comprise your AOI were mapped at 1 15 800 Area of Interest(AOI) � GD ' � Warrnng Soil Map may not be valid at this scale Soils p soii Ratmg Polygons � Enlargement of maps beyond the scale of mapping can cause �,D A p Not�ated or not available misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting � �p Water Features soils that could have been shown at a more detailed scale Streams and Canals � B Transportation Piease rely on the bar scale on each map sheet for map � B�� µ Rails measurements 0 � �y Interstate Highways Source of Map Natural Resources Conservation Service 0 C/D Web Soil Survey URL http.//websoilsurvey.nres usda.gov �s us Routes Coordinate System Web Mercator(EPSG:3857) 0 � Major Roads Maps from the Web Soil Survey are based on the Web Mercator � Not rated or not available Local Roads pro�ection,which preserves direction and shape but distorts distance and area.A pro�ection that preserves area such as the Soil Rating Lines Background Albers equal-area cornc projection should be used if more accurate "'"r A . Aerial Photography calculations of distance or area are reqwred +'�►' �� This product is generated from the USDA-NRCS certified data as of � g the version date(s)listed below � g�p Soil Survey Area: Albemarle County Virginia Survey Area Data Version 10,Dec 11,2013 .v C Soil map units are labeled(as space allows)for map scales 1 50 000 ,.,. cio or larger '^0' � Date(s)aenal images were photographed May 10 2010—Jun 4 • r Not rated or not available 201� Soil Ratmg Points The orthophoto or other base map on which the soil lines were � A compiled and digitized probably differs from the background imagery dispiayed on these maps.As a result,some minor sh�ft�ng � f+1D of map unit bou�daries may be evident. � e � B/D � � USDn Natu�al Resources Web Sod Survey 7/14/2014 � Conservation Service Nationai Cooperatrve Soil Survey Page 2 of 4 Hydrologic Soil Group—Albemarle County Visginia Sheeflee Cohousing Site Hydro9ogic Soil Gr�u� fi_ _ _ --___- ------- ---- - - -- - ` Hydrologic SofE Grou�a—5t�mmary by Map Unit—Aibemarie Count}r,Virginia(VA003) � f�__`�_ ---- - - Map asrsit symbol �ap unft name �� Rat[ng� Acres in A�t (� Percent of AOI �- -- . ��_ _. � _L__ �_—___--_�. —1._-------- 4D Ashe loam �5 to 25 B 8.8 69 4% percent slapes 3783 Hayesville clay ioam,2 ta B 3.9 30.6°l0 7 percent siopes, severely ero�ed 89 B Thurmont loam,2 to 7 B �.0 0.0% percent slopes Totals for Area af 3nteres4 12.6 100.0% e��ri �ion Hydrologic soii groups are based on estimates of runoff patential Soils are assigned to one of four groups according to the rate of water infiltration when the soils are n�t protected by vegetation, are fhoraughly tivet, and receive precipitation fram lang-duration storms The soils in the United States are a�signed to four groups{A, B C and D)and thres dual classes (A/D, B/D and C/D) The�roups ar�defined as foBlows Group A. Soils having a high infiltration rate(low runa�#potentiai)when thoroughiy wet. These consist mainly of deep well drained to excessively drained sands or gravelly sands �hese sails have a high rate of water transmission Group B Soils having a moderate infiltration rate when thoroughly wet. These consist chi�fly of moderately deep or deep moderately well drained or well drained soiis that have moderately fine te�ure to maderateiy coarse te�cture These soils have a moderate rate of water transmissi�n Group C Soiis having a siow infiltration rate when thorough{y wet. These consist ehiefly of soils having a layer that impedes the down+nrard mo�ement of v�aater or soils of moderately fine texture or fine texture These soils have a slow rate of water transrnission Group D Soils havina a very slo4v infiltration rate (high runoff potential)when thoraughly wet. These consist chiefly of clays that have a high shrink-swell potential soils that have a high water tabPe soils that have a claypan or clay layer at or near the surFace antl soils that are shalfow aver nearly impervious material. These sai!s have a very sMowr rate of water transmissian If a soil is assigned to a dual hydrologic group (A/D B1D or C!D) the first letter is for drained areas and the second �s for untirained areas Only tl�e soils that in their ratural conditian are in graup D are assigned to dua! classes ._i�a Natural Resources Web Se�i Suroey 7/14r2014 Gonservation Seriice Na!ional Coo�eraiive So�l Survey Page 3 of a 16 Hydrologic Sail Group—Albemarle County Virginia Shee�ee Cohousing Site �'a$it7g �ptiUCls Aggregation Melhod Domirtant Condition Coenponenf Perce�f Cutoff None Specified Tre-break Ru/e Fligher I;SD�, Matura!Resauress �J�leb Soif Sucvey 7 i4l2014 �� Conservatitsn Service Nat�or,al Ccoperative Soii Survey Page 4 of 4 17 Emerson Commoe�s S�te Developrr�ent P6an DRAlNAGE N{APS • Pre-Development Drainage Map • Post-Development Drainage Map � Pre-development Land Cover Map • Post-Development Land Cover Map 18 � � �. 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M�"" ' �" , - � .— —__._. m> "'� R r � . �_ �A � SHEETNUMBER . � Xo � ! � f,� � ,� , . � . � j: �` � .` _ ... . . o �. �"o � S! �.'� /' �/! 1 O F 1 Ernerson �or�mor�s Sit� [�ev�lopment Plan vva�rE��u�a�� s CN &Tc Ca{cufations o Data was derived from Pre and Post Development Drainage Maps � VRRM Spre�dsheet o Demonstrates com�aliance with the state regulations o Drainage areas � A corresponds with Area 2A ■ 6 correspands with Area 2B � C carresponds witli Area ? � Hydrographs for Grass Channeis o Used to determine 1" and 10 YR flow rates • �hannel Reports for Grass Channels �� Used to deterrr�ine depth and velocity of 1" and �.0 YR flow rates • BMP Calcs �� Demonstrates campliance with desegn criteria from the corresponding DEQ specification � lndudes p (3)Trapezoidaf Grass channe) BMP Design calculations ■ (1) Dry Swale Design calculatic�n ■ (1} Bioretentic�n �esign ca{cuiation 23 �� r : � F f � r r r r � r_ r r � �j� GAY AND NEEL, INC. ` ENGINEERING �LANDSCAPE ARCHITECTURE �SURVEYING � .; '� 1 / • �,. a��'�",t�" `»�^ .� ' I ' � i � r t �� CN 61 74 80 55 70 77 75 83 98 � � SQ FT 81,394 111,091 7,106 199,591 1 59 AC 1.87 2.55 016 4.58 Z SQ FT 93,228 25,692 6,043 124,963 62 AC 2.14 0.59 014 2.87 X\Drawings\1770 3\ENGINEERING\Design\Calcs\SWM\Drainage_Analysis\1770 3_CN calculations xlsx 24 �. ;�� EGNAY ANDAPNEELRE INCYING � Emerson Commons JN 1770.3 Pre-Development Drainage Areas BY TES DATE• 11/11/14 Ilr. Overland Start Elev 656 Pre Area 1 End Elev 637 ` Seelye ta,e,ia�a 10 86 L=200' H= 19 0 C=0 30 Channel,Unpaved Kirpich tcna��ei u�Pa�ea 0 73 L= 172' H=39 0 Stert EI2v 637 � Kirpich t�na��e,.Pa�ed 0.00 L=0' H=0 0 End Elev 598 Channel,Paved �,,, t� 12.00 min Start Elev 0 End Elev 0 Overland i► Start Elev 648 Pre Area 2 End Elev 620 Seelye to„e,ia„a 10 09 L=200 H=28 0 C'=0.3o Channel,Unpaved � Kirp�ch `Ghannel Unpavetl 0 16 L=27' H=8 0 Start Elev 620 Kirpich t�na��ei Pa�ed 0 00 L=0' H=0 0 End Elev 612 Channel,Paved � t� 10.00 min Start Elev 0 End Elev 0 ' ' � , , � ' � r � ' f � 25 � --_., _ ..� F"_ � f - �'�' � � f` t r t 1 � � [ r � � � ;�� GAY AND NEEL, INC. ENGINEERING �'LANDSCAPE ARCHITECTURE �SURVEYING ` � I • • '�� a ' � � - � i i � r ��1 CN 61 74 � 80 55 70 77 75 � 83 98 �� SQ FT 7,787 80,872 43 88,702 1 56 AC 018 1.86 0.00 2.04 2 SQ FT 53,851 1,410 40,326 95,587 77 AC 1.24 0.03 0.93 2.19 3 SQ FT 41,087 31,013 72,100 AC 0.94 0 71 1 66 �� 4 SQ FT 9,583 56,151 2,430 68,164 5� AC 0.22 1 29 0 06 1 56 2A SQ FT 31,176 1,410 26,090 58,676 �� AC 0.72 0.03 0.60 1.35 2B SQ FT 22,675 14,236 36,911 �5 AC 0 52 0.33 0.85 X\Drawings\1770 3\ENGINEERING\Design\Calcs\SWM\Drainage_Analysis\1770 3_CN calculations.xlsx 26 �j� GAY AND NEEL, INC. ` ENGINEERING A LANDSCA�'E ANCHITECTURE Qf`SURVEYINC � Emerson Commons JN 1770.3 Post-Development Drainage Areas BY TES DATE. 11/11/14 �_ Overland Start Elev 632 Post Area 1 End Elev 592 r. Seelye to„e„a�d 7 37 L=99' H=40A C= 0 25 Channel,Unpaved Kirpich t�na�„ei u„Pa�ed 0.00 L=0' H=0 0 Start EIeV 0 Kirpich t�na,,,,ei Pa�ea 0 00 L=0' H=0.0 End Elev 0 � Channel,Paved t� 7 00 min Start Elev 0 End Elev 0 � Overland Start Elev 655 Post Area 2&2A End Elev 640 Seelye to„e�a�tl 11 36 L=200� H= 15 0 C'=0 30 Channel,Unpaved � Kirpich tcna��e�u�Pa�ea 3 41 L=430' H= 11 o Start Elev 640 L Kirpich tcha��e,Pa„ed 0 00 L=0' H=0 0 End Elev 629 Channel,Paved t� 15.00 min Start Elev 0 � End Elev 0 Overland � Start Elev 653 Post Area 3 End Elev 643 Seelye tQ„e,�a�a 9.68 L=200' H= 10 0 C'=0 38 Channel,Unpaved Kirpich t�ha��e,u�Pa„ed 323 L=422 H= 12 0 Start Elev 643 , Kirpich tcna��e,PdVea 0 00 L=0' H=0 0 End Elev 631 � Channel,Paved t� 13.00 min Start Elev 0 End Elev 0 � Overland Start Elev 643 Post Area 4 End Elev 616 Seelye to„e,�a„a 7 54 L=91' H=27 0 C= 025 Channel,Unpaved � Kirpich t�na��ei,u�Pa�ed 0 0o L=0' H=0.0 Start Elev 0 Kirpich t�na��e,pdVed 0.00 L=0' H=0 0 End Elev 0 , Channel,Paved t� 8 00 min Start Elev 0 �, End Elev 0 Overland Start Elev 656 � Post Area 2B End Elev 640 Seelye to„e,ia�d 10 66 L= 184' H= 16 0 C'=0 30 Chdnnel,Unpaved Kirpich t�na��e,��Pa�ed 0.55 L=89' H= 11 0 Stdrt Elev 640 �i Kirpich t�ha��¢i PdVed 0 00 L=0' H=0 0 End Elev 629 �1r Channel,Paved t� 11 00 min Start Elev 0 End Elev 0 � , , � 27 � �"` Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014 To be used wl DRAFT 2013 BMP Standards and Specifications - - _ Site Data �- --- _� _ _ � � Project Name Date ......... ... . -_- -- tlata input cells � � � � calculation cells � constant values � Post-ReDevelopment Pro'ect 8 Land Cover Information Total Disturbed Acreage 8J4 - - -- � constanes '. � . �. i -._.- _, r ._ _ ._.- _ ___ '. __ .. - � Annual Ra�inhll(inches) . q3 - -�- -- - Target Rainfall Event(inches) 1.00 Phosphorus EMC(mg/L) 0.26 Nitrogen EMC(mg/L) 1.86 Target Phosphorus Target Load(Ib/acretyr) 0.41 � Pl 090 -. __ . _' ._ -.._. - _- ...____ . ' . . .. _. . .._.___.__ _._ � Pre-ReDevelo ment Land Cover acres - � � � A soils B Soils C Soils D Soils Totals � �� ForesUOpen Space(acres)-untllsturbetl �- � � � protectetl forest/open space or refores[ed land 0.00 3.93 0.00 0.00 3.93 Managetl TuA(acres)-tllsturbed,graded tor ��-�- yards or other turt m be mowetl/managetl 0.00 3.93 0.00 0.00 3 93 Impervious Cover(acres) _ 0.00 0.88 0.00 0.00 0.88 � - � Total 8 74 -- _-'. " . . ... . Pos4ReDevelo ment Land Cover acres - � ' --- � A solls B Soils C Soils D Soits Totals ' ForestlOpen Space(acres)--und�isturbetl, -- protected foresVopen space or reforestetl land 0.00 3.58 0.00 0.00 3.58 Managed Turt(acres)--tlisturbed,gratled'c� - yards or ather Nrt to be mowed/managed 0.00 2 B5 0 00 0.00 2.85 ImperviousCover(acres) 0.00 2.31 0.00 0.00 2.3'I � . . . .7otal 8.74 .... AreaCheck OKay �kay O�cay C.ay __ Rv Ccefticients '_- -__. . _. . _. . _ ..._ _..__. .�_ .__.... ._. _- , A soils B Soils C Soils D Soils -___ �� ForesUO en S ace 0.02 0.03 0.04 0.05 Mana edTurt 015 0.20 0.22 025 - � ImpernousCover 0.95 0.95 0.95 095 �_ __.. ..__._._. ,, Lantl Cover Summary ListeC ,Adjustetl' LanE Cover Summary � LanC Cover Summary � Pre-ReDevelopment Post-ReDevelo � � �- pment PosLReDevelopmentNewlmpervious ForestlOpen Space � ForesVO en 5 ace Cover acres 3.93 3 58 Cover(acres) 3.58 � � Composite � Com asRe Rv forest 0 03 0 03 Rv(forest) 0.03 %Forest 45% 49% - %Forest 49% Managed Turt �- -� Mana etl Turt Cover acres 3.93 2.85 Cover(acres) 2.85 Com osite Rv turt 0.20 020 Composite Rv(turt) p.2p - � -� � �- � %ManagedTurt 45% 39h %Managetl7urt � 3gy ...... �, '�-- - ReDev Impervious � m ervious Cover acres 0.88 0.88 Cover(acres) 0.8fi New Im ervious Caver�;acresl 1 43 Rv�im e 0.95 0.95 Rv(�impervious) 0.95 Rv Im rvious 0 20 0.2� ReDev.Site Rv 0:21�� Total New Dev New De�asaiousl 0.95 � %Im rvious 10% 12% � %Impe�v�.ous 12% ___ /i �c�., 100% Total ReDev Site Total Site Area acres 8 i4 7 31 Area( � es) 1 43 SiteRv eRv 095 �ost- R=Develop�^�ent � eatment Voi�me Post-Oevelopmen[T a � - "-� �- 0�450 0.126t acre R) 0.1261 Vol -eEH� 0.1132 �osF � ReDevelopment �eatment voiume Post-Develop t T � Pre-Development 7reatment, 6,316 5,494 cub c feet) 5.494 Volu e(�b�e`eei�� Q93t ost- Reoeveiooment Pre-DevelopmentLoatl�TP 3.97 345 oatl(TP)�ib/yr� 3.45 Post-DevelopmentLoad;T�,:oryr� 3.10 � - --- . ..._.._. ._ _ Adjusfetl Lantl Cover Sum y�e'�ecs�he o�e�eoeve�opment�iantl. Max r^. �.:�eo�.,ction Required Beio us t�e pernous land cover(foresUopen space or managed � Pre-ReDevelopment Load 20% turt)acreage proposetl for new Impervious cover The a0justetl total ---- - -� --�- � � eage is cons�istent wrth the Post Retlevelopment acreage(m nus TP LoaO Reduction Requiretl for � TP Loatl ReCuction Required tor � t�e acreage oI new impery ous cover). The loatl reduction Retlevelo Area Ibi requriement for the new impervious cover to meet the new P� ( Y�) 0.69 New Impervious Area(Ibryr� 2.51 � development loatl limit Is computed In Column I. � + Total Loatl Reduction Requiretl(Ibtyr) 3,p � _I' _ � T � _. _ -Y__ . _. . .._ __ _--t__ _ .__-t.. ., �_ _ ._�_ re- eveopment oa yr) Post-Development Loatl(TN)(Ib/yr) � -�- �� ' ' � 2� .. ..-. .. . �� . . �� mm� �� m .,, . , ... . . _ .... - . : •. .. ... . ... .-. . . . � ��:� � . .•.'.'� ��.. .. .. . �� ' .• . .: ' �� . : �� • � �� . �� . .. �:, . . �� . .. . .:..... . . . . .. . . . .. �...�:. . . •. . ��-��- �� -�� •� �� a�� . . . . ��e�s�� aa�■�� . . . .. �� i . ��e�� e�e�� se�� . ,, aaa�� ,.�� aa�� i�a��■ ��..� ��e�e�ii�� -_ �� _�� es�� a�� s�� PieaorFil St�ip �_�� ... . - �� .. . . . . .. . .. ��aa�� e�� . .. ��i��esa�� a :� .,_ . , . � �� c_�� = ��i�� —� �:, c�� ■ii� : .. . . � �■o■■ ■ ... . . . .. . .. . . . . . . . � �� . :.. _ . �� . . ..... . .. .. . . .. . �:�� .. .:.. .: .: .� o we.=��e,�o,=.,�P�,�„� ,�o,=,,,P�,��, �� e�� __ � � �� „ F,�,e,�„9P�,�.,�e= �, F�,�,�,,,�P,��.��e. �� —��-- ��—�— ��e�� . ._ . . . .. . . . . . ... , a�� _ � r r � � � r � �- � r �i r- � � �� -- r � - r- � r r wvi g uW OW O.fO 00� C G W O I%1 wry 9 UW u00 OOC ��- � a�a�ri OCO 090 G00� oao 00o cun oro ow oro ce a o00 oao 00o uao aoo uao v.4�romx�con:�.ia.��s ��n,�re�a,a�� - om aoo � 9 oae,��m.a��reree�.+�o� o00 ono 0 0o uo oeo ooa »�wziwram s o.m oro oo�� oro ow om om oa oa � 9 om ooa wton tb 000 � 0 �- QO Oro 000 �0 pp ._._.___ 0� Q OW 0� _ . .:. ..___ _L_ ann9towe �a 0% auc,vn 000 OIXI QOp 0 I 9 " i0 OfNI 000 000 � u.�v�v�� aVJ Jtq OpJ OIXl �s. ng o 00[1 0� 0 0 0 OtH Op1 oG0 9p0 D00 000 +a i�nN.menowrs �,��a.�eeo�d..,. ,o�e.�� c^n.,,��,r��„��w��i�o� .. oro oro o 0 0 o am aoo 000 0 oa aro ow aoo ._�____F— _ . —__ ..... .. .. . . ror��imr vsnmurso.� 0.80 I , .. _. ... _ ..... ' _ .. ... �. roT newTnewreo.c o.72 . . • . _.--_. � . � �� • .. _._.__. . . . . .. . . . . ... . .......... . .. � ._. . ... ....__— __ ..__._t.. , . . � �RRFACNECK�oM.. .. . � � � � PM06%IORUtREMDV�LBY�MCIICFlTU1TOOXOTREO�CERUNOFFVO�uMEIN�.R. 0.00 � T�TR�PH08PMONu9REMOVP�INOA.R Iw i.t -� � � ...._ . . . .. I . �1 .. . ._.... . . . SEE WATER pUAIRY COMPIIPNCE TAB FOR SITE COMPLIANCE CALCULATIUN �� NrtROOEN REMOV�L BY YMLTCtl TY1T 00 XOT RmIICF NYNORF VOLYFE IN�.R.• � TOT�L MRROOEN REMOV1IL IN OA.1 i B.]8 31 �� . . ��-�� e� � �� ■ �� m� .��. �� .. � . - . � . .- . . .. . : �. .. .. . . . . . ... : �� . . �� '� � . �•�'. ��.. .. .. . �� :; ';. .�� ,�.ve,.,,eallaoo, � �� a��■�� ° _��a�� e�� .� �� . . : . �� . : �, . . . . . . ��e�� .. ��. . . . . . �� ,��. �� . . .._. . � :, . . . . . �� . . ._ . . . � � �: :. �� I� ��e�� . . . ... ��aa �� . . . ��a �� s o,�sw��. � �� e�a �� e�� . �� s a,o ��as�� . . � sea�� e�� i .. ��saa��■ �� . . ��a�a �� eea�� ae�� e�� a��s�� e�� . . . a�� . . . . . . . . . �� . � . ��e�a�� . . . . .. . . . . �aaa �� . . . ..: . .� : ��.� � � �aa�� a�� . � . � === ==== ---=— =� � � �� —� � � �� .�� . : �� . . .. . .. . - . . . . � �� .. :.�� : . � � �� .��: :�. �.: �. . .. . � � :� �...�� we,=.��e,�o�,.�,P�„�, ,�o„��P,a,�, e�� ae�� aa �� _ �� ering Pranices � . � . ��as�� sa �� _ �� w� � -� � � � � � � r °- � � � • � � r � � � � y � o� o� o� o� o00 �� o� o� a� mperv� ning�o 000 OOV 000 25 cU0 '_a(:o��s:��c�eoweiiai��p�ti.e=d^� wnaorcsa�aim iowetiena 0%runoHwiumeree�nion ..�.i: 000 000 U G OGO 00a 000 OIXI z5 �00 O.W OW 000 p i ningio � �� U(A 0 UOU � 00� u0(� pOG U�0 000 nenin�ie 5 w Opl p00 OW OW Opp 0 ^ ��:� (100 �00 �00 000 30 000 000 OG� OCO ce��oVs y N o0o aoo ooa aoo oac o.00 a.00 t)0 WNaaMpt Co OCO OW 0 0.0� OUG 000 U�4 impenious arcrec ara�inmg io wet oeo ooa o o.00 00o aw ao ooc ooa aoo - ooa oou u�w oou �� oao 000 o nao aoo naa ,�� _ ooa auo voo '�, � aoo con o00 om o00 oro am �a��penr�meap�Ke w�,o��a�a��mo��e a��oc�o�„me,eo��eo� oou 000 o.w o a o 000 oro o00 000 o aa o00 oro o.m .____- � . ' __— --- �— _. .._.__ . . ..__ ___.__.______ ._ _ ——_.__ _... , ror��mrenvaua-c� - 1=I 0.33 . . . .. . . . . . � ; r��runr nEnTaenreol.�l 052 �li � . . _ _._._ nneneHecK`oH . __... _.- —___. .. _ _._ _ _ _ _-_._... ..._fi -._—_. - ---_ ___ � ��-�- � � PIroBPMORIlBREMOV�LBYPMCTICEpTM�TDONOT0.E0UCE0.UNOFFVOLUl.ENOn.B 000 � �� -�� -- �� -Y �� --�� . . . ioTaL vNOaPNOnua REmoV O.n.B�ieiy�l 0.30 � � �.._._ . .__.... . . . _ _ . I . _.___—. .. ..r...—_ —.—__ SEEWATER�UALITVCOMPLIANCETA6FORSITECOMPLIFNCECFLCULl�ticlv �� ' _.—. __ _ — -- — � . ...___ ___...._.__ . �— . ..—_ ..... . _ . . �i � XITROOEN REFqVAL BY YMCTIGEB TX�T OO NOT NE�UCE RUNOFF �YME IN OA.B 0 W - - _ _ _ _ __ ._ . _ _ OT�L NITROOEN REMOV�L IN DA.B 3.0.5 �� 34 .�_ � � � � R � � w� � � c �� _� r � r -� � �r � � � Drainage Area C �� . . . �� ..._--_ .. i I aaiu er.,ci.�ecove . . . , . .- ro,aviore�sw�a�,�)-��ewwmea, �_� _ � .__ . . __._.__ . _. ._. . _. �___.___ ___ __ . .. . _ . . . . n��aieam o.�.W�e oAo o.00 o.00 0.00 0.00 000 =eea Tun(ocr«)- e�a a i.,� _ _- - n�obeimneNmanapaa 0.0� 0.94 0.00 0.00 0.94 020 ' impervu s^Cwar(au�) 000 0.71 0.00 0.00 0.71 095 Po�IcevelopmentTrertmeMVolumel�) 1 7 �� ': . . '; roui 1.65 ��-- ..__ - __ . _ .. - .'i . _.._.._ __..___. _ _ . '-__ _.. ..__- ._ ..._ A I Runoff Reduction Practices to Redure Treatment Volume 8 Post-Develo inent Load in Draina e Area C '� �� CreOlt Deacr t �� ... Pra. Nirogen a ac s a tl�oae e BY N�oa � nsl'.L cYlw.l lesl c celosl,� celes.l les.�9e 000 0 0 0 000 000 0.00 OW 000 000 oW azcsP� o.00 0 0 0 0_ oao o.ro ow oao oao o.a r s�vi�o�u.o .,wesons�spa� , �� . .��ec�� so.o,��on�ow�na,ee�no� n� �m��,o„se�,esesu,��.,�iea io�i,�aieea�ea om o00 0 0 0 0 ow o-oo oao o00 0 0.00 o.00 000 000 -_ .__ .__ ..__.. -. ._ �, p o�� cos��s�sPe� . , - ozs aoo 0 0 000 000 ooa am o00 000 0.00 1.c.To Soll hmenaetl FiXar Pet�as pai runoX valuma reEutllon cRlolloncezrelin C/Dsoik 5 050 OW 0 0 0 000 0.00 0.00 000 OOp 0.00 000 O.W To 0.y Npll or FrenM IXain Ct pa me reEuplan anlAialion/1 S eclB estlsronnMeE � wleEarae 0.00 0 0 000 0.00 000 000 000 0.00 000 2 e_To�ry Wall ar FrencM1 Drein�2(Micro 9p%rvnofl volume reJUCion ronp3 5 v restlrcmnnecletl reaietlarea OOD 0 0 0 0.00 OOD OOJ OW O.pO 0.00 3.f.To Ralnl Gartlen�1(MimE o�retenlron at) � (Spac/9) necieE i0%o�volumaca tured 000 0 0 000 000 000 � __ 000 0 W 0.00 z.a.r aa��came��am+�«o-ab�a�a�no�rz) eo�N�on.ow�,aa�am� __. s �v �ma m�v�iaaa�ea o.00 0 0 000 o.00 o.00 000 0.00 aa�e�w�e.esneei�see ._ oov o.00 0 0 000 0.00 oao oao 000 0.00 000 .ro si a�a�ee�eb,eia�eo�i , __ �� _�.__ ° . �� ._. o.00 om oao oao o.oa o00 saae��eepa�,e„�„mn�s�n) ,esa :rwpama�n oas o o aao oaa oa a.00 n aoo 00o aoo o.00 .. e��aoe a�e��sz�sce�xii .__ 3e v i a i a�,as��,�,,,�m�a�eme�i �swo��o�.�w��a��uo� o�s o00 0 0 o L__= oo0 000 000 0.0o zs oo0 000 0.00 000 aa.GnzsGna��eINBSoiIs�Spec�]� _ �0'��iui�u��vulumereauction ORO 0.)t q90 1959 0.00 t54 0.99 iW6L.8Ioielentlon',12 . 000 10W 3.86 ]_Oq iurtar.r y ' 10%runuilvolumere�uction 0]0 09C 0 1]6 546 000 O<3 Oi4 02Bfi.L.BroretenllonY3 .0 0� 300 1.10 i96 an.c�,�cn,��aiuoso��s�ra� +owN�on.ow��m��m� _ oo0 0 0 0 . � o00 000 oo0 000 _ _ o00 0.00 oao ow wna ��y�ioa,es. __ ioru��on.ow��aa�cb� o.�o o.ao 0 0 0 oao aoo om o0o xo ooa oao 000 000 res a�mm�e m .. _ a.��„s,cna��aicomp�ama�aaaso�kas ss�na��ais w��on.m��,ea��io� o.00 0 o o o.00 00o am o0o zo oa o00 00o aoo � ozo �s ve we=s(� a��aal mn a��enmma��eass - �na��eis o00 0 0 0 000 oo0 oo0 oo0 000 00o oao pe wusac iningiva�y - sa. y a�eei�spe�noi ��on.om�,�o�ea�mb� oao ano 0 0 0 0-00 ow o.oa aoo o.00 000 0.00 o.00 o ____ ooa o00 000 oao 000 0.00 seorvswa�.si�p o�o� � 9 a ooa o00 0.00 000 000 om o.00 000 oao 0 0 0 om oao oao oao o.00 000 om o00 35 . _�'`� � � � � � �' � � � � � � t � � � � � � ,m��,o�.a�,,,d,a�;�,o - _ ___ __ s.e.ao�.iemoono,umo�a�oremm��sp« oo�eie�oo� eme��m�ow�rea�ao� oao oao 0 0 0 0.00 000 oao ao oao o.oa o.00 000 �7 � oao 0 0 0 oa o00 oao oao oro om o.00 aao 6b Bioixienlron4i(SpecN9) � p 000 1959 1561 393 50 1.04 OOD 0.9< 0.10 >04 641 0.58 , BOkiunoXvolu�.winJuciu� O80 000 SJ8 03> tp9 0.29 000 02B 003 60 �98 000 1B0 , pe ningto I ]a.lnliXra�iontlt�Spm;RB) 50%runoXvolume�eUuclro _ 000 0 0 0 __ 0.00 040 000 000 ._ 000 000 000 O.DO 50%runoXvoWnW�etluctu�� O50 0 000 000 000 000 0.00 000 000 00� �I�i�iiiiiationn7(SpecnB� m� 9 _ 0.00 0 0 0 25 0.00 000 D.00 000 0.00 000 0.00 0-00 ODO 0 0 0 25 0.00 000 000 000 0.00 OW 0.00 000 BaEDat(S�ie�:bt5�� 0 0 0 00p 000 0.00 10 0.00 0.00 000 000 �oED 0'�iun��ivoiumai�JuciWn 000 0 0 0 000 0.00 000 000 000 OW 0.00 0 �s OCO 000 000 000 10 00� 0.00 O.W 0.00 9 b.E�N2(Spec Y1� -�� O15 000 0 0 0 000 0.00 000 000 10 000 0.00 000 000 - "___. ,ed�n,o� ,I ,III � o,s o� o a a o� o� o� �� o� o� o� a.SM1eeH e.awnnq;B lur�ae tlrvanmgiocun�ivetl � i � � � �S�CanS O)5 0.00 0 0 0 0.00 000 000 000 000 OCO 000 000 0 0 OW 000 OW OW 000 0.00 000 e.sn�ne.,mca��rvmm�n,a,wmc�o ��n a�a��em�o��,ea m+e��oureae�aA�.ow� � Soik 5 ec/3 050 000 0 0 0 0 W 000 000 0.00 000 �mva��o�sa��e:a,a��ma�o wrsN�n�ow�aa�nm� � s.�.sn«mw.iov�aimaeF�x.�s„�v��A oao 0 om o00 oao 000 00o aoo am oao son:o�comooan��aeaeicosoa.�s� ao �rvee so�Non00e�ao��ow� rzn.r o 0 0 oao 000 oao 000 0.00 0.00 oao 000 o � � o��aa a�aa -_--_ I � __ - __-_-._ ._.___-__. ___-___. . _. ___. __. _ �i TOT�LIMPEFV�OIISCOVE EOl�cl 0�1 . . . .. .... -.. .. . - - �--- - . __ TOT�L TURF AXEA TREATEO jac 0.94 '� �� '� _.... _ _...___ .. _ { . i . - -_ _..___._._. . . �. RREACHECN:�K ' � - Y � �� iOTFLPMOSPXORousNEArovpLNEOUIREoorvslTE IW r 320 � � __.._ - � ..TOTAL N F REOULTIO IN O.R.C(cl ]6W -._ .. �-�-��----� - - --....-.. ....---- PIqBPIqRUSREMDVRLFROMRUNOFFXE011LT10NPXRCTILE81N0A.G IW r 1 � -- �� -- - -� - - �� - � �� TOTALXUNOFFREOUCTIONINO.A.0 cl 2630 _ ____ .__ NITROOENREMOVRLFROM0.UNOFFREWCTIONPMCTICESIND.R.L�IWy� 13.M �� SEEWATERpUALITVCOMPLIANCETH8FOR51TECOMPLIANCECHLCULATION _ __ _1___ . 1_ __ __� _...__. ___ "-""_..r"__"_"-_ .. ..__.1-.- ._. .___ i _ - A I Pactices that Remove Pollutants but Do Not Reduce Runott Volume � ' � prea�eRclutllnp P�ospl�ory UnVeatetl Laa0lrwn a�etl by Runallham Remelning LoaE Irom s P�ospM1orua P�oapM1aua 0.emeini�p Ups�ream RR Unireate0 Nlhopen Remelning Ups�ream RR Runal� Runoll P�asplioru Upe�ream RR Prac�i e RemovaE By P�oapliorua Ni�rogen s hogen Lo o Remave0 By hogen LoaC <riptlonolCreQit pr�actices� eal«I on�cf) me�ci) Eniclency�%�P es�IEs� �i0s�,o cellCa.)LoaO�lUs.� mireatmenitoGeEmpoye0 n<y(%� �i0zl c cefibz.�, celi0s� (ibs.� �ou � 91 000 0.00 000 0 0 :0 D00 000 0.00 000 35 000 000 0.00 000 ow,�,�on.ow��ea�am� om oao 0 0 om o0o zs o00 0.00 0.00 �u 9 0.00 o.ao 0 0 oro o00 oao oao �s oao 000 om o.00 a��.��m�.ow��ea�em� oao ono 0 0 0.00 000 0.00 oao om om o00 000 36 ... .�,� ..�_ . . . . i. . � �.. � � � � `� � / � � E � �i � f _."� � � � '� � '�maarym�.��s e,ommo w _..._..._. . rua� ovs��on�ow��ea�am� o00 0.00 0 o sa oao o.ro oao aao o.00 000 oao oao .a.FlXenn PradimYt 5 t13 iuAacrestlrainin�0 0%�unoXvolumareUudion 000 000 D.W 0 0 OW OW 000 OOp 0.00 000 OW pe�a �ai 9 000 000 0 � 0.00 0.00 000 000 000 Ite OYo rnllro�me�tluclan 000 65 �CO 00 45 040 iio.Fme��aa�,,;,.azs �ai: wna��esa�a�� ro� o o00 om 000 o o ss 000 00o o00 00o ns 000 '� ov„��n�o�me ea�no� o00 0.00 0001 PQ e o.00 000 0 0 000 000 ooa zs o00 0.00 0.00 000 eev.eib�exi s asa�a�m�io �,eo�a�o� o o.00 oo0 om om zs 000 000 oo0 po i �n�Bla ._ ow,,,,�on.�i��ea�nm� oao 000 0 0.0o aao 000 o.ao om oao 000 0.00 o�o,��mi��i��..:�ra��i�o� aro o00 0 000 o.ao oao 000 0.00 oao o.00 oao pus�" � V ooa o00 oro o 0 oao o.a oao oao 00o a.00 oaa r�s o.00 oao oao o.00 o.00 ooa oro o.00 o.00 aoo �imrera.a�,�aa��em�� 1J.b.WelPonEYt CoaslalPbm 5 �1< lurlecrestl�ainin�o ntl 0%rvnaflvolumeredudion OW 0 0 a5 000 000 000 0�0 000 000 OW 0.00 o� , �me io�� _ _.. o�N�ort.ow��ad�n�o� oa om o a o.00 000 000 000 0.00 00o aao oao�: .�.wnvo�au s �a��o om o00 0 0 000 om o00 oao 000 oao 000 rvoue 9 0.00 OOD 0 0 000 00� 000 30 040 000 0.00 000 00o aao 0 0 00o aoo o.00 aao o.ao 00o aoo o.00 V 9 0.00 0 0 0 oao o.00 oao 0 0.00 000 oao 000 u.oceenwm.aaa.�� wn,,,,,sa�a��ioaa�re o��on.ow��ae�cm� oo0 00 , ._ om o o 0 oa o00 0.00 om o oro aoo om oop _ _. _-__ _.__.__.—....._ — TOTI�IMPEMIOUSCOVERiREPTE��ac� 0,71 � � � � - - TOTRLTURFAREAiREATE��ac� 0.84 � . . I . . . . _— —____ _- —..—.._.. � . RNFA GHEG O --. . . -- —_____ PIqSPIqqU3 REMOVRL BY PMCTICES TXRT DO NOT REDUCE RUTAFF VOW ME IN�A. 000 _.� TOTRLPMOSPX00.USREMOVRLNO.N.C�INyr 1N �I ..._-- _. _..._ . .. . .__ _._. .._____—_ — —_ ._ .. . ..—___- SEE WATER QUALIiY COMPLIANCE TAB FOR SITE COMPLIANCE CALCIIIATION _"_."__.—. - __ _ _.. ..._: .__. i ._ —___ . _. ..�._._ ' �� ' MITROGENREMOVALBYPRqCTICE9TINTDONOTREWCERUNOFFVOWMEIN�.A. 000 � ''� -�-- � ---�� TOTFL NITROGEN IiEMOVR�IN O.N.L IW 13.]0 37 � � � � � � � � � � � �_ �"� � � �"� � � � '� � Site Results _ __-- -- - --- D.A.A D A B D A C D.A.D '� D.A.E AREA CHECK IMPERVIOUS COVER 0.60 0.33 0.71 0.00 0.00 OK IMPERVIOUS COVER TREATED 0.60 0.33 0.71 0.00 0.00 OK TURF AREA 0 72 0.52 0.94 0.00 0.00 OK TURF AREA TREATED 0.72 0.52 0.94 0.00 0.00 OK AREA CHECK OK. OK. OK. ., ___.... ...- ---. . _. ..-_ __. . _— ._—____. _ . ._ . _ ----- -- --__ . . _--- Phosphorous TOTAL PHOSPHOROUS LOAD REDUCTION REQUIRED LB/YEAR 3.20 RUNOFF REDUCTION cf 4281 PHOSPHOROUS LOAD REDUCTION ACHIEVED LB/YR) 3.23 � ADJUSTED POST-DEVELOPMENT PHOSPHOROUS LOAD(TP)(Ib/yr) 3.32 � REMAINING PHOSPHOROUS LOAD REDUCTION LB/YR)NEEDED i:)NGRarui n noNS!!vOU EXCEEDED THE TARGET REDUCTION BY D LB/YEAR!! .__ __ Nitrogen(for information purposes) RUNOFF REDUCTION(cf 4287 NITROGEN LOAD REDUCTION ACHIEVED LB/YR) 24.07 ADJUSTED POST-DEVELOPMENT NITROGEN LOAD TP Ib/ r 22.79 38 � � 1 year storm ,2-year storm 10•year storm Tar et Rainfall Event in 3.05 3.69 5.56 ---- -- Draina eArea�A � � � � �� -� � ... .____ .�_ ._ ..__ 'i Draina e Area acres 1 35 � � Runoff Reduction Volume(cf) 1,348 . - � - --�� Draina eArea6 �� `�- � Drainage Area(acres 0.85 RunoH Reduction Volume c 303 ._-- --- - --_.. �r Dreina e Area C - � � Draina e Area acres 1.65 � Runoff Reduction Volume c 2.630 - ' .___ --._. __ . . Draina e Area D � Draina e Area acres 0.00 _ Runoff Reduction Volume c 0 Dreina e Area E�� -� --��i. ... . - � Draina e Area acres 0.00 Runoff Reduction Volume(c� 0 - -- __. --- -_ _- Based on the use of Runoff Reduction practices in the selected drainage areas,the spreadsheet calcuiates an adjusted RU�„e,o�and adjusted Curve Number .. Drainage Area A A soils B Soils C Soils D Soils � ForesVOpen Space-undisturbed protected forest/open Area acres 0.00 0.03 0.00 0.00 �' space or reforested land CN 30 55 70 77 Managed Turf--disturbed graded for yards or other turt to be Area(acres) 0.00 0.72 0.00 0.00 - mowed/managed CN 39 61 74 80 � Area acres 0.00 0.60 0.00 0.00 Impervious Cover CN g8 gg gg gg Wei hted CN S _ . .____.. ..- --�`. . 77 2.99 '� 1 ear storm ��2-ear s[orm 10- ear storm � � RVa„�io�(in)with no Runoff Reduction 1 11 1.57 3.10 RV��eb (in)v�nth Runoff Reduction 0.83 1.30 2.82 � ._. - .Adjusted CN 72 73 74� - -.__ ____. ...._-._..�.. .-..-� _--- w . . . . . . . .... .... . . . ,�:� ._.__ -. . ._--- __... Orainage Area B �� A soils B Soils C Soils D ils ForesUOpen Space-undisturbed protected foresUopen Area acres 0.00 0.00 0.00 \ 0.00 space or reforested land CN 30 55 70 '� 77 - �� Managed Turf-disturbed,gratled for yards or other turf to be Area acres 0.00 0.52 0.00 .00 � mowed/managed CN 39 61 74 �0 ImperviousCover Area(acres) 0.00 0.33 0.00 0. _____ CN 98 98 98 98 � � Wei h[ed CN�� S - � .___ . __ _ . 75 .. 3.33 1 ear storm � 2-ear storm 10- ear storm RV�„eio��in�withno-RunoffReduc[ion o.ss i.aa z.s� 'v�EDAS RVa��b�(in)with Runoff Reduction 0.90 1.34 2.81 � � � � T - _ .---�-- ---- - INPUTS FOR �adiusted cN �_�3 �- �3 �"v �a HYDROGRAPHS � Drainage Area C __ �� A soils B Soils C Soils D Soils _ ForesVOpen Space-undisturbed,proteded toresUopen Area acres 0.00 0.00 0.00 0.00 space or reforested land CN 30 55 70 77 _- - - -- .. ....-- Managed Turf--disturbed,gratled for yards or other turt to be Area acres 0.00 0.94 0.00 0.00 � mowed/managed CN 39 61 74 8 ' Area acres 0.00 0.71 0.00 0 0 � Impervious Cover CN 98 98 98 8 � _i . Wei h d CN 5 i . _ ._.. ...._... . . � .. __. . ._. _.. 77 2.99 1- ear storm 2 ear storm 10- ear storm ' _--_. RV��i p�(in)with no Runoff Reduction 1 11 L57 3 10 � � . .__ . . - � ----- RV� ��(in)v�nth Runoff Reduction 0.67 1.13 2 66. Adjusted CN 68 70 72�- � --- r_ - . ____ _._ . � Drainage Area D � � - A soils B Soils C Soils D Soils ForesVOpen Space-undisturbed proteded foresVopen Area acres 0.00 0.00 0.00 0.00 �� space or reforested land CN 30 55 70 77 -- Managed Turt--disturbed graded for yards or other Wrf to be Area acres 0.00 0.00 0.00 0.00 � _ mowed/managed CN 39 61 74 80 Area acres 0.00 0.00 0.00 0.00 - ImperviousCover CN gg gg gg gg ---� , _ Wei hted CN ��S � - - i _ _ ___.. �--._. _ 0 1000.00 � ; 1-earstorm 2- earstorm 10- earstorm + RVa„�iooea(�n)with no Runoff Reduction 0.00 0.00 0.00 � � � �� RV�„No,�(in)with Runoff Reduction 0.00 0.00 0.00 �� Adjusted CN � #N/A #NIA #N/A � � � � Drainage Area E� �� A soils B Soils C Soils �D Soils � � _ ForesUOpen Space--undisturbed protected foresVopen Area acres 0.00 0.00 0.00 0.00 s ace or reforested land CN 30 55 70 77 � � , � } rr 39 � � � Managed Turt--disturbed graded for yards or other turf to be Area acres 0.00 0.00 0.00 0.00 mowed/managed CN 39 61 74 80 � Area acres) 0.00 0.00 0.00 0.00 � � Impervious Cover CN gg gg gg 98 � - Wei hted CN S � -- ��- ' � 0 1000.00 � 1- ear storm 2- ear storm 10- ear storm RV�„eioP�(in)with no Runoff Retluction 0.00 0.00 0.00 RV��eio�y(in)with RunoH Reduction 0.00 0.00 0 00 _ ____ _---_ .._ - -� ------- -- ' '� Adjusted CN #N!A #N/A #N/A ��_. .. , ._-. _. _. . ... . -- �. .__ _ _.'* __ _... ..- _. _.. -..... � . ��' _ .._-�_..- .- � - - � � � � ; � r � ' � : ' � � I � I � �, 40 Virginia Runoff Reduction Metliod Worksheel Virginia Runoff Reduction Method Re�evelopment Worksheet v2.8 June 2014 Site Data Sur�mary Total Raintall- 43 mchei Site Land Cover Summary A Soils B Soils C Soils D Soils Total %04 Total Forest(acre�j 0.00 3.58 0 00 0 00 ;53 40.96 Turf(a��er) 0 00 2 85 0 00 0 00 2 85 3L61 Impervious(�,cres) 0.00 2 31 0.00 O.DO 2 31 16.d3 3 74 IOU.00 Site Rv 0.33 Post Development Treatment Volume(ft3} 10425 Post Development TP Load�IbJyr) 6 55 Pest Development TN Load{IbJyr) db:i6 Totaf TP load Reduction Required(Ib!yrj 3.20 Tota9 Runoff Volume Reduction(ft3) 4281 Total TP Load ReducTian Rchieved(Ib/yr) 3 2J Total?N Load Reduc4ion Achieved(Ib/yr) 2�1 07 Adjusted Post Development TP Load(16{yr) 3 32 Remaining Phosphorous Load Reduction(Lb/yr)Required ,i.� � Drainage Area SummarV 6.A.A D.A.B D.A.C D.A.D D.A.E Total Forest( -r ` n.U3 O.OU 0 UO 7.00 0 OU 0 0- Turf�a�_rP�i 0 IZ OSZ 0 4d 0 UO 0 CO 2 1 lmpervious I��.e�� 0.60 0 � 0 71 0 UO U 00 1 6A 33 Drainage Area Compliance Summary D.A.A D A.B D.A.C D.A.D D.A.E Totat TP Load Red.(Ib/yr) 1 10 0 30 1 3 1 0 O�t 0 0� 2- 7N Load Red.(ib{yr� �2y 2,.15 1 34 �,M U JO 7.i 0' ,ur:n��ry��nnt 41 Virginia Runoff Reduction Method Worksheet �rairoage Ar�a A S�rr2€nary Land Cover SummarV A Soils B Soiis C Soils D Soils Total %of 7otai Faresf(acres) ')00 0 03 0 00 0.00 0 03 2.22 Turf(acres) O C10 0 72 0.00 0.00 0 72 53 33 Impervious(acres! 0 00 0 60 0 00 0 00 0.50 44 44 1 35 BMP Sefections Practice Credit Area(acres} Downstream Practice 4.a.Grass Channe3 A/B Soils(Spec#3) lmpervious. 0.6 S.a.Dry Swale N1 Turf(Pervious): 0.72 S a.Dry Swale N1 S.a.Dry Swa{e iil(Spec#10) Impervious: 0 Turf jPervious�: 0 To4al Impervious Cover Treated(acresj O.F,� Total Turf Area Treated(acres} 0 72 Totai TP Load Reduction Achieved in D.A.A(Ib/yr� 1 lf7 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 3 29 .,ir eii, y�- n �� Virginia Runoff Reduchon Method Worksheet Drainage Area B Summary Land Cover Summary R Soils B Soils C Soils D Soiis Total %of ToYal Forest(a�-e:.) 0 00 0 00 0 00 0.00 0 00 0 00 Turf(acres) 0 00 0 52 0 00 0 00 0 52 51 �8 Impervious(aaesj 0 00 0 3; 0 00 0 00 033 3882 0 SS BMP Selettions Practice Credit Area�acresj Downstream Practice 4.a.Grass Channe!AJB Soils(Spec ri3j Impervious: 0.33 Turf(Pervious): 0.52 Totai lmperviaus Cover Treated(acresj 0�; Total Turt Area 7reated(acres) 0 S2 Tofaf TP Load Reduction Achieved in D.A.A(Ib/yr) 0;0 Total TN Load Reduction Achieved in D.A.A Qb/yr� 2 d5 .�.rrmary 'nrt 43 Viramia Runoff Reduction Method Worksheet Drainage Area C Summary Land Cover SummarV A Soils B Soils C Soiis D Soils Total %of To{al Forest(aoe�; 0 00 �.00 0.00 0 00 0 00 0 00 Turf(acrn,J 0.00 0.94 0 00 0.00 0.94 56.37 Imperv(ous(actes) 0.00 0 71 0.00 0 00 0 71 d9.03 1 65 8MP Seiections Practice Credit Area(acres) Downstream Practire 4.a.Grass Channel p/B Soils(Spec St3) Impervious: 6JI 6.b. Bioretention ti2 Turf(Pervious): 0 94 6.6. SioretenYion 312 6.b.8ioreEention#2(Spec#9) 9mpervious: 0 Turf(Pervicus�: 0 ToLal Impervious Cover Treated(arres) D 71 Tota!Turf Area Treated(acres) 0.�4 Total TP Load Reduction Achieved in D.A.A(16(yr) 1 8� ToYai TN Load Redudion Achieved�n D.A.A(Ib(yr) 1. 3d ,i�nm�ry i .r; �� Virginia Runoff Reduc:ion Method Worksheet Channe9 and flood Rrotection Weighted CN 2-year 2-yearstorm 10-year storm Adjusted CN storm Adjusted Adjusted CN CN Tareet Raintall E�rert(in� 3 OS 3 69 5.56 D� �CN 77 72 73 74 C P. B CN 75 73 73 74 D A C CN 77 68 70 72 D_A.D CN 0 �N/A riN/A #tN/A D A E CN 0 #N/A #iNIA NN/A ,�i�r�rar�Pni�; �5 r � 1 t $ 1770 3_Hydrographs for Grass Channels.gpv�r Hy�raflow Hydrographs Extension far AutoCADOO Civii 3D0 2012 by Autodesk,Inc.v9 Tuesday 11 /11 !2014 VUaters�ed fV�od�6 �ch��atic 1 ydrograph Return Perio ecap 2 1 - `�ear Hydr�graph R�p�rts � Hydrograph No 1, SCS Runoff, PQST 2A. 3 Hydrograph No �, SCS Runoff, POST 2B 4 Hydrograph No 3, SCS Runoff, POST 3 5 10 - `(�ar F#ydragr�ph Re��rts 6 Hydrograph No 1, S�S Runoff, POST 2A. � Hydrograph dVo 2, SGS �unoff, P�ST 2� 7 Hydrograph Na 3 SCS Runoff, POST 3 8 i�F eport. 4b 1 � � � �� Hydraflow Hydrographs Extension for AutoCADO Civif 3Dn 2�12 bv Auiodesk, Inc.v9 �— --- ----— -- — - --- -- ----� ii ..�,-�, �.�, .�.�,, i �� i i i I �, I i i � � i � i i � � �I � , � ' � � ; , : I � ! ; I ' I I � � ' I ' ' � ;� � ; , L?� � , Hvd' Oriain Descri tp ion � �� 1 ��.S Runoff PnST Z/� '� �' �� i-�noff PO.�T�F3 S� �,.�h'UI�Off F(�ST i Prcject. 1770 3_F{ycirographs for �rass Channels gpw Tuesday 11 1 11 I 2014 - --- — — — �,� — 2 � Hyd rog rap h Retu rn Peri od Rec��flow Hydrographs Extension forAutoCADOO Civil 3D�2012 by Autodesk,Inc v9 � Hyd Hydrograph Inflow Peak Outflow(cfs) Hydrograph No type hyd(s) Description � (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ 0 014 ------- ------- ------- 5 642 ------- ------- ------- POST 2A �' 2 SCS Runoff ------ 0 003 ------- ------- ------- 3 572 ------- ------- ------- POST 2B " 3 SCS Runoff ------ 0 018 ------- ------- ------- 7 262 ------- ------- ------- POST 3 �, 10-YR FLOW RATE 1" OF RAINFALL USED TO � (NOT THE 1-YR DETERMINE IF STORM) VELOCITY IS EROSIVE WITHIN � GRASS CHANNELS � � � � L r � �. � �. � L � Proj file 1770 3_Hydrographs for Grass Channels gpw Tuesday, 11 / 11 /2014 j 48 L. 3 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DOO 2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �.. Hyd. No. 1 � POST 2A � Hydrograph type = SCS Runoff Peak discharge = 0.014 cfs Storm frequency = 1 yrs Time to peak = 735 min ,,,, Time interval = 1 min Hyd volume = 234 cuft Drainage area = 1 350 ac Curve number = 77 Basin Slope = 0 0 % Hydraulic length = 0 ft ,,,L Tc method = User Time of conc (Tc) = 15 00 min Total precip = 1 00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � � POST 2A �,,, Q (cfs) Hyd No 1 -- 1 Year Q (cfs) � 0 10 0 10 0 09 0 09 `" 0 08 0 08 � 0 07 0 07 ! 0 06 0 06 L 0 05 0 05 .. 0 04 0 04 �- 0 03 0 03 � 0 02 0 02 0 01 0 01 r. 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �' Time(min) Hyd No 1 � 49 � 4 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 ... Hyd. No. 2 POST 2B �. Hydrograph type = SCS Runoff Peak discharge = 0 003 cfs Storm frequency = 1 yrs Time to peak = 778 min ,.., Time mterval = 2 min Hyd volume = 96 cuft Drainage area = 0.850 ac Curve number = 75 Basin Slope = 0 0 % Hydraulic length = 0 ft �,,,, Tc method = User Time of conc (Tc) = 11 00 min Total precip = 1.00 in Distribution = Type II � Storm duration = 24 hrs Shape factor = 484 fi �. POST 2B L. Q (cfs) Hyd No 2 -- 1 Year Q (cfs) 0 10 0 10 � 0 09 0 09 " 0 08 0 08 L 007 007 � 0 06 0 06 0 05 0 05 r. 0 04 0 04 � 0 03 0 03 � 0 02 0 02 ' 0 01 0 01 � 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � Hyd No 2 Time (min) � 50 5 -• Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 L�. Hyd. No. 3 . POST 3 L. Hydrograph type = SCS Runoff Peak discharge = 0.018 cfs Storm frequency = 1 yrs Time to peak = 732 min r Time interval = 1 min Hyd. volume = 284 cuft Drainage area = 1 660 ac Curve number = 77 Basin Slope = 0 0 % Hydraulic length = 0 ft �„ Tc method = User Time of conc (Tc) = 13 00 min Total precip = 1.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � t �. POST 3 �,,, Q (cfs) Hyd No 3-- 1 Year Q (cfs) � 010 010 0 09 0 09 "' 008 008 � 0 07 0 07 � 0 06 0 06 0 05 0 05 .. 0 04 0 04 �+ 0 03 0 03 � 0 02 0 02 ' 001 001 ■. 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �' Time(min) Hyd No 3 � 51 � s �- Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 ` Hyd. No. 1 POST 2A �. Hydrograph type = SCS Runoff Peak discharge = 5 642 cfs Storm frequency = 10 yrs Time to peak = 722 min �� Time interval = 1 min Hyd volume = 15,181 cuft Drainage area = 1 350 ac Curve number = 77 Basin Slope = 0 0 % Hydraulic length = 0 ft 4 Tc method = User Time of conc (Tc) = 15 00 min Total precip = 5 56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � 5 � POST 2A `, Q (cfs) Q (cfs) Hyd No 1 -- 10 Year 600 600 L 500 500 � �"' 400 400 � 300 300 ... 2 00 2 00 �r � 1 00 1 00 � 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 1 Time(min) � 52 r. 7 ` Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 2 POST 2B � Hydrograph type = SCS Runoff Peak discharge = 3.572 cfs Storm frequency = 10 yrs Time to peak = 720 min - Time interval = 2 min Hyd volume = 9,261 cuft Drainage area = 0 850 ac Curve number = 75 Basin Slope = 0.0 % Hydraulic length = 0 ft � Tc method = User Time of conc. (Tc) = 11.00 min Total precip = 5 56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � � .. POST 2B � Q (cfs) Hyd No 2 -- 10 Year Q (cfs) 4 00 4 00 � � 3 00 3 00 � � 2 00 2 00 i. � 1 00 1 00 � 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 2 Time(min) � 53 r. 8 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �► Hyd. No. 3 POST 3 L. Hydrograph type = SCS Runoff Peak discharge = 7.262 cfs Storm frequency = 10 yrs Time to peak = 721 min ,� Time interval = 1 min Hyd. volume = 18,376 cuft Drainage area = 1.660 ac Curve number = 77 Basin Slope = 0.0 % Hydraulic length = 0 ft �„ Tc method = User Time of conc (Tc) = 13 00 min Total precip. = 5 56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 i� , .�. POST 3 � Q (cfs) Hyd No 3-- 10 Year Q (cfs) � 800 800 � F .. 6 00 6 00 � � 4 00 4 00 r. � 2 00 2 00 � � 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 3 Time(min) � � 54 9 -� Hydraflow Rainfall Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3DC�2012 by Autodesk,Inc v9 Tuesday, 11 /11 /2014 � � Re Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E /A) � 1 0 0000 0 0000 0 0000 =_______ 2 47 2900 11 7500 0 0 3 0 0000 0 00 0 0000 -------- 5 0 0000 0 00 0 0000 -------- 10 44 2800 10 5000 00 -------- � 25 38 1200 7 7500 0 6600 -------- 50 000 0 0000 0 0000 - ---- � 100 34 0500 5 0000 0 5500 -------- File name MONTGOMERYcounty IDF "� In ity = B/(Tc+ D)^E � Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 5 60 � 1 000 000 000 000 000 000 000 0 000 000 000 2 4 31 3 45 2 89 2 50 1 98 1 80 65 1 53 1 42 1 33 1 25 3 000 000 000 000 000 0 000 000 000 000 000 000 � 5 000 000 000 000 00 000 00 000 000 000 000 000 10 5 67 4 60 3 90 3 04 2 76 2 53 2 3 2 18 2 04 1 92 1 82 � 25 710 571 425 381 347 320 297 278 262 248 236 50 0 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 0 00 � 100 9 60 7 68 6 55 5 80 5 24 4 82 4 48 4 20 3 96 3 76 3 58 43 Tc=Ume m minutes Values may exceed 60 �Precip file name X\En ineerin \Desi n Tools\SWM Tools\H draflow�24-hour Duration PCP�P,Ibemarle Count c Rainfall Precipitation Table (in) � Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 1 00 3 69 0 00 4 71 5 56 6 81 7 87 9 05 � SCS 6-Hr 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Huff-1 st 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 � Huff-2nd 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Huff-3rd 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 � Huff-4th 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Huff-Indy 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Custom 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 � 55 -� Channel Report Hydraflow Express Extens�on for AutoCADOO Civil 3D�2012 by Autodesk, Inc Tuesday, Nov 11 2014 ir. Channel 2A - 1 inch Rainfall �` Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 0 03 Side Slopes (z.1) = 3 00, 3 00 Q (cfs) = 0 014 " Total Depth (ft) = 1.00 Area (sqft) = 0 12 Invert Elev (ft) = 630.00 Velocity (ft/s) = 0 11 Slope (%) = 2.67 Wetted Perim (ft) = 4 19 � N-Value = 0.200 Crit Depth, Yc (ft) = 0 01 Top Width (ft) = 4 18 � Calculations EGL (ft) = 0.03 Compute by Known Q Known Q (cfs) = 0 01 ..� � �„ Elev (ft) Section Depth (ft) 632 00 2 00 ` �` 631 50 1 50 � ' 631 00 1 00 ..� 630 50 0 50 � � 630 00 0 00 ... 629 50 -0 50 � 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) a. 56 � Channel Report Hydraflow Express Extension for AutoCAD�Civil 3D�2012 by Autodesk, Inc Tuesday, Nov 11 2014 .. Channel 2B - 1 inch Rainfall `` Trapezoidal Highlighted Bottom Width (ft) = 4 00 Depth (ft) = 0 02 Side Slopes (z 1) = 3 00, 3 00 Q (cfs) = 0.003 " Total Depth (ft) = 1 00 Area (sqft) = 0 08 Invert Elev (ft) = 630 00 Velocity (ft/s) = 0 04 Slope (%) = 1 56 Wetted Perim (ft) = 4 13 � N-Value = 0 200 Crit Depth, Yc (ft) = 0 01 Top Width (ft) = 4 12 Calculations EGL (ft) = 0 02 — Compute by Known Q Known Q (cfs) = 0 00 � �r. �,,, Elev (ft) Section Depth (ft) 632 00 2 00 � ` 631 50 1 50 .. 631 00 1 00 � � 630 50 0 50 � � 630 00 0 00 .. : � 629 50 -0 50 0 1 2 3 4 5 6 7 8 9 10 11 12 Reach (ft) � 57 �- Channel Report � Hydraflow Express Extension for AutoCAD�Civil 3DC�2012 by Autodesk, Inc Tuesday, Nov 11 2014 `.. Channel 3 - 1 inch Rainfall �` Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 0 04 Side Slopes (z.1) = 3 00, 3 00 Q (cfs) = 0 018 � Total Depth (ft) = 1 00 Area (sqft) = 0 16 Invert Elev (ft) = 632 00 Velocity (fUs) = 0 11 � Slope (%) = 3 90 Wetted Perim (ft) = 4 25 N-Value = 0 200 Crit Depth, Yc (ft) = 0.01 Top Width (ft) = 4.24 �� Calculations EGL (ft) = 0.04 Compute by Known Q Known Q (cfs) = 0 02 `. � �,,, Elev (ft) Section Depth (ft) 634 00 2 00 .. +"' 633 50 1 50 � 633 00 1 00 � � 632 50 0 50 � .. 632 00 0 00 � 631 50 -0 50 i 0 1 2 3 4 5 6 7 8 9 10 11 12 �r„ Reach (ft) 58 �.. - Channel Report Hydraflow Express Extension for AutoCAD�Civil 3DC�2012 by Autodesk, Inc Tuesday, Nov 11 2014 �.. Channel 2A - 10 YR �~ Trapezoidal Highlighted Bottom Width (ft) = 4 00 Depth (ft) = 0 58 Side Slopes (z 1) = 3 00, 3 00 Q (cfs) = 5 640 —• Total Depth (ft) = 1 00 Area (sqft) = 3.33 Invert Elev (ft) = 630 00 Velocity (ft/s) = 1.69 Slope (%) = 2 67 Wetted Perim (ft) = 7.67 �� N-Value = 0 080 Crit Depth, Yc (ft) = 0 36 Top Width (ft) = 7 48 Calculations EGL (ft) = 0 62 L Compute by. Known Q Known Q (cfs) = 5 64 � , � � Elev (ft) Section Depth (ft) 632 00 2 00 � �` 631 50 1 50 � 631 00 1 00 � . � 630 50 0 50 � 630 00 0 00 Yr. 629 50 -0 50 0 1 2 3 4 5 6 7 8 9 10 11 12 � Reach (ft) � � 59 -� Channel Report Hydraflow Express Extension for AutoCAD�Civil 3D�2012 by Autodesk,Inc Tuesday, Nov 11 2014 �r. Channel 2B - 10 YR �' Trapezoidal Highlighted Bottom Width (ft) = 4 00 Depth (ft) = 0 52 Side Slopes (z.1) = 3 00, 3 00 Q (cfs) = 3 570 " Total Depth (ft) = 1 00 Area (sqft) = 2 89 Invert Elev (ft) = 630 00 Velocity (ft/s) = 1 23 � Slope (%) = 1 56 Wetted Perim (ft) = 7.29 N-Value = 0 080 Crit Depth, Yc (ft) = 0 28 Top Width (ft) = 7 12 � Calculations EGL (ft) = 0 54 Compute by Known Q Known Q (cfs) = 3 57 � � �,. Elev (ft) Section Depth (ft) - 632 00 2 00 .. � 631 50 1 50 � 631 00 1 00 .. �. 630 50 0 50 � P � 630 00 0 00 �. � 629 50 -0 50 0 1 2 3 4 5 6 7 8 9 10 11 12 � Reach (ft) r.. 60 - Channel Report Hydraflow Express E�ension for AutoCAD�Civii 3D�2012 by Autodesk, Inc Tuesday, Nov 11 2014 �., Channel 3 - 10 YR � Trapezoidal Highlighted Bottom Width (ft) = 4 00 Depth (ft) = 0.64 Side Slopes (z 1) = 3 00, 3 00 Q (cfs) = 7 260 r- Total Depth (ft) = 1 00 Area (sqft) = 3 79 Invert Elev (ft) = 632 00 Velocity (ft/s) = 1 92 Slope (%) = 3 90 Wetted Perim (ft) = 8 05 � N-Value = 0 090 Crit Depth, Yc (ft) = 0 42 Top Width (ft) = 7 84 Calculations EGL (ft) = 0 70 �•, Compute by Known Q Known Q (cfs) = 7 26 .. � � Elev (ft) Section Depth (ft) � 634 00 2 00 � 633 50 1 50 � 633 00 1 00 � �. 632 50 0 50 � � 632 00 0 00 � 631 50 -0 50 I, 0 1 2 3 4 5 6 7 8 9 10 11 12 � Reach (ft) 61 ... � �� GAY AND NEEL, INC. ` ENGINEERING ��'LANDSCAPE ARCHITECTURE �SURVEYING Trapezoidal Grass Channel BMP Design �N: i��o.3 �` Grass Channel 2A DATE. 11/11/2014 BY. TES ` Minimum Width &Velocity W=(nQ)/(1 49D 5/3 51/z� V=Q/WD � n= 0.20 Based on depth � Q= 0 014 cfs 1-inch rainfall(SCSJ D= 0.03 ft Account for 6"of freeboard s= 0 0267 ft/ft Channel slope � Required W= 4.0 ft Minimum Width Actual W= 4.0 ft W., V= 0.12 fps Velocity(must be<1 fps) � Required Length L=540V � L= 63 ft Minimum Required Length Actual L= 71.00 ft r. , � ' � � � r .. � � 62 - ;�� GAY AND NEEL, INC. ENGINEERING ��LANDSCAPE ARCHITECTURE �SURVEYING Trapezoidal Grass Channel BMP Design �N• i��o.3 �`� Grass Channel 26 DATE: 11/11/2014 BY: TES � Minimum Width &Velocity W=(nQ)/(1 49D 5�3 s l�z) V=Q/WD W. n= 0.20 Based on depth � Q= 0 003 cfs 1-mch ramfall(SCSJ D= 0 02 ft Account for 6"of freeboard s= 0.0156 ft/ft Channel slope L. Required W= 2.2 ft Minimum Width Actual W= 4.0 ft � V= 0.04 fps Velocity(must be<1 fps) � Required Length L=540V � L= 20 ft Minimum Required Length Actual L= 158 00 ft � r 1 � � r � _ 1 1 � 63 �� j� GAY AND NEEL, INC. ` ENGINEERING �►LANDSCAPE ARCHITECTURE �SURVEYING i. Trapezoidal Grass Channel BMP Design �N. 1��0.3 Grass Channel 3 DATE• 11/26/2014 BY• TES 1.. Minimum Width&Velocity W=(nQ)/(1 49D 5�3 s 1�2) r.. V=Q/WD n= 0.20 eased on depth ` Q= 0 018 cfs 1-inch rainfall(SCSJ D= 0 04 ft Account for 6"of freeboard s= 0 0390 ft/ft Channel slope r. Required W= 2.6 ft Minimum Width Actual W= 4.0 ft a V= 0.11 fps Velocity(must be<1 fps) �,,, Required Length L=540V � L= 61 ft Minimum Required Length Actual L= 327.00 ft r � ' � � � ' � ' � � r. 64 � � �j� GAY AND NEEL, INC. ` ENGINEERING �LANDSCAPE ARCHITECTURE Q�SURVEYING Dry Swale Design �N 1770.3 �"' Dry Swale 1 DATE 11/11/2014 Contributing Drainage Area 0 60 Impervious Acres 0 95 BY• TES 0 72 Managed Turf Acres 0 20 "'� 57,499 ftZ Upstream BMP? Y Soil Type B T� 2591 82 cu ft Volume Reduc 518 Tv-volume from upstream BMP= 2073 82 =Total storage � �r„ volume required Vr Formula Depth(ft) V, Surface Storage 1 00 1 0 �, Bioretention Soil Media 1 50 0 25 Gravel 0 25 0 40 I�� Removal Effeciencies Bioretention Level Sum V, R�Value Target Surface Area � Design Level 1 1 48 0 54 1,406 ft� Design Level Proposed Surface Area(ftz) "" Design Provided 1 1,542 � � r�ll � � r � , � � , � 1111 .. 65 � �j� GAY AND NEEL, INC. ` ENGINEERING �LANDSCAPE ARCHITECTURE �SURVEYING Bioretention Design JN• 1770.3 �' Bioretention 1 DATE• 11/11/2014 Contributing Drainage Area 0.71 Impervious Acres 0 95 BY• TES 0 94 Managed Turf Acres 0 20 � 71,874 ft� Upstream BMP? Y Soil Type B T� 3130 88 cu ft Volume Reduc 626 1 25 Tv-vol from upstream BMP= 3287 59 cu ft =Total storage ,� volume required Vr Formula Depth(ft) V, Surface Storage 1 00 1 0 � Bioretention Soil Media 3 00 0 25 Gravel 1 00 0 40 � Removal Effecienaes Bioretention Level Sum V, R�Value Target Surface Area Target Storage Volume Design Level 2 2 15 0 5227 1,299 75 ftz 2,794 45 cu ft �.. 89% of T� Target Pretreatment Cell Volume For the Bioretention Soil Media area only! 493 14 cu ft 16% of Tv ik Stage Contour Contour Incremental Total �"" (ft) Elevation Area Storage Vol Storage Vol (sq ft) (cu ft) (cu ft) 0 00 632 50 246 0 0 '� 0.50 633 00 365 152 152 1 00 633 50 502 216 368 � ' Z Proposed Pretreatment Cell Volume(cu Design Level Proposed Surface Area(ft ) ft) �r Design Provided 2 1,471.00 513.00 � Total Bioretention Volume(cu ft) Pretreatment Cell Volume(cu ft) Total Storage Volume Provided(cu ft) 3,675.65 3,162.65 513 00 Ratio of Volume � Provided/Required 112% 96% 16% � This design meets the required storage i ' , � 66 Er�erson �ornr��ns Site Deveioprnent P�a� c��v��Ro��cT��N = Channel Protection to a Natural Waterway calculations � Demonstrates compiiance with Energy Balance equation as laid out in 9VAC25-870-66-B-3-a • Hydrographs- 1 YR - Demonstrates how 1 YR flow rates and volusnes were determined for the channe! protection calculations Uses reduced CN values from VRRM spreadsheet Models k�iar�tention and ur�derground detention to meet the req�Eired flow rates. b7 I ° F '� �' � ENGlNEERIN� ��+ LANDSC,4PE RR�NITECTRJRE �'� SURVEYINC� Etner-son �omrnons JN 1770 3 Drainag�Analysos �oint 1 �Y TE� DAT� 19/11/14 CHA�J�IEL PR�TECTIORI T� A �1ATtJRAL ATERiPUAY CALC�JLATi�(VS - 1-YR 24 HOUR STORI!!i Site Area = 7 45 AC Lmits of DisturUance lsee definibon rn 9VACZ5-870 Irr�provement Factor (I � ) = 0 8 aas�do�s�tearra Q�re-developed �QP� - 2.50 Cf5 RVPre-deve�oued ��UP) = 9�597 c:f Ir,put from Nydrographs QFor�st �Q�) = 0 75 Cfs RVr�re;t (RVf} = 5,578 cf T�rget Flov�r Rate Deterrnined by F�r�-developrnent Equation 3.F *{Qp*�2Vp)/RVd �Voeve3oped (RVd) — f2,385 Cf � InputfromNydro_oraphs Qoev��aPed�"�rget = 1.55 Cfs Qoev.�lopr•d (Q�� =�-1 41 Cf5 � InputfromHydrogiaphs d IS LESSTFIA�1 (Qf*F21fff)�RVd 1 41 1.55 V �,,,�� I 1 z(t y ,. k\ s� , �,.�,i IZl , �, (i��3�� n<,��n�iiti�er, :11:t(1 L�� E>e _� � tt��'tlt_�n f)�, � � r;e t.h.�ll c� , � ht ;�L:i�tr�tl 1�, 3�� Ic ti�<<n } �st �_tilc�tl:�ic�i �ia th4 ��Eiat4un It), " [Zl F .,, � K� i � �h�t� 1 i- i lii�E�rc��i»� iit } �iii,,rl `�(ti.�l;t) S Ic,t r[L 1 ��<r� � r i) � t�,t titi� 1 ��s� t), i �• i I l�t ,�1;��4�,�ht, �-+.�ih il� �^ rat. �l i nc�tl fr�`t�t}t� �3c��.i�,J}��d � tc f'4��. [1�� 1c,lain�� ,� rt�t��,#I trc,ti� t1�� ;tc in tlr tlt k��i �c�ii.li!��i E a �, T(�� E�:al. t't{t,t �itc t� rtti3��tt Ei�rin?h� ,it� it�1h� E,r �I� ��l �i,�•�I ��ii��i�a��ti I'� „ i )he l�tf�i: �E urn�ti lr�,:t�th��t� sr }�r�-�1��el�,Jr�cl ui�,f�t�� , — "1'i�r��al. 11�;�, r��,I r�,ntalf hur� tl�t ;ti� iii .� � ��t�i��i t�ii�ai�si��❑ Itt =-'(h� i�,1�6��3�E,t �i�tii�(t ir;9T��tl�e otc in a it�� °ti!��1� c�nci;t��,t� �i 'MethodoBoay fro«� 9VAC25-870-66-B-3-a 68 r' � � '� '� � 3770 3_Fiydrographs_1 YEAR CIV.gpw Nytlraflow Hydrographs Extension for AutoCRDOO C�v�l 3D�2012 by Autotlesk Inc.v9 Tuesday 11 I 11 12014 1lVatershed fYiode! ��hem�tic � �ydr� r�ph �t�rn er�od ec� 2 1 � ��ar Hydr�graph Reports 3 Hydrograpah No 1, SCS Runoff PRE 1 3 Hydrograph �io 2 SCS �Zunoff, PRE 2 � Flydrograph 4Vo 3 Gombine, PRE TOTAL 5 Fiydrograph No 4 S�S R�noff PRE � - FORESTED 6 Hydrograph No 5 SGS F2unoff, PRE 2 - FQR�STED 7 Hydrograph No 6 Cambone PRE F4RESTED TOTAL. 8 Hydrograph No 7 SGS Runoff, PO�T 1 9 Hydragraph No 8, SCS Runoff POS7 2 1 Q t�ydrogra�h No 9, Reservoir, UD 1 11 Pand Report � uD 1 12 Hydr�graph �l0 1 Q, Cor�bine, POST � TOTAL 13 Hydrogr�ph No 11, SCS Runoff, POST 3 14 Hydrograph No 12 SCS Runoff, POST4 1� Nydro�raph No 1�, Reservoar, �10 16 Pond Repor� - 8io 17 Hydrogra�ah No 14 Res�rvo�r UD 2 1 g Pond Report - UD 2 �g Hydrograph I�o 15 Gombine POST 4 TOTAL. 20 Hydrograph No �6, CQmbdne, POST TOTAL. 21 � F ep�r�. 22 �y 1 ` W ate rs h e d M o d e I S c h e m at i c Hydraflow Hydrographs Extension for AutoCADOO Civil 3D�2012 by Autodesk,Inc v9 �. L � � � � � 3 ... � � � 6 w. � � � � 10 � 1 � � 1 � Leaend Hvd• n in Descri tp ion � 1 SCS Runoff PRE 1 2 SCS Runoff PRE 2 3 Combine PRE TOTAL 15 4 SCS Runoff PRE 1 -FORESTED � 5 SCS Runoff PRE 2-FORESTED 6 Combine PRE FORESTED TOTAL 7 SCS Runoff POST 1 8 SCS Runoff POST 2 � 9 Reservoir UD 1 �.. 10 Combine POST 1 TOTAL 16 11 SCS Runoff POST 3 12 SCS Runoff POST 4 13 Reservoir BIO � 14 Reservoir UD 2 15 Comb�ne POST 4 TOTAL � 16 Combine POST TOTAL Pro�ect 1770 3_Hydrographs_1 YEAR CN gpw Tuesday, 11 / 11 /2014 70 � 2 r. Hyd rog raph Retu rn Period Rec�paflow Hydrographs Extension forAutoCAD�Civil 3DR02012 by Autodesk,inc v9 �„ Hyd Hydrograph Inflow Peak Outflow(cfs) Hydrograph No type hyd(s) Description � (ong�n) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr Yr 1 SCS Runoff ------ 1 169 ------- ------- ------- ------- ------- ------- ------- PRE 1 � 2 SCS Runoff ------ 1 431 ------- ------- ------- ------- ------- ------- ------- PRE 2 3 Combine 1,2 2.504 ------- ------- ------- ------- ------- ------- ------- PRE TOTAL � 4 SCS Runoff =____= 0 436 =______ _�-___ _______ -_____ _______ _—____ ______= PRE 1 -FORESTED 5 SCS Runoff 0 328 PRE 2-FORESTED 6 Combme 4,5 0.746 ------- ------- ------- ------- ------- ------- ------- PRE FORESTED TOTAL � 7 SCS Runoff ------ 0 350 ------- ------- ------- ------- ------- ------- ------- POST 1 8 SCS Runoff ------ 2 340 ------- ------- ------- ------- ------- ------- ------- POST 2 � 9 Reservoir 8 1 096 ------- ------- ------- ------- ------- ------- ------- UD 1 10 Combine 7,9 1 223 ------- ------- ------- ------- ------- ------- ------- POST 1 TOTAL 11 SCS Runoff ----- 1 353 ------- ------- ------- ------- ------- ------- ------- POST 3 � 12 SCS Runoff ------ 0 348 ------- ------- ------- ------- ------- ------- ------- POST 4 ' � 13 Reservoir 11 0 234 ------- ------- ------- ------- ------- ------- ------- BIO 14 Reservoir 13 0 234 UD 2 15 Combine 12, 14 0 348 ------- ------- ------- ------- ------- ------- ------ POST 4 TOTAL 16 Combine 10, 15 1 411 ------- ------- ------- ------- ------- ------- ------- POST TOTAL ■. � � o. � � � � � � Proj file 1770 3_Hydrographs_1 YEAR CN gpw Tuesday, 11 / 11 /2014 71 •. 3 - Hydrograph Report Hydraflow Hydrographs Extension forAutoCADRO Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �. Hyd. No. 1 PRE 1 � Hydrograph type = SCS Runoff Peak discharge = 1 169 cfs Storm frequency = 1 yrs Time to peak = 724 min ,,,,, Time interval = 1 min Hyd volume = 5,238 cuft Drainage area = 4 580 ac Curve number = 59 Basin Slope = 0 0 % Hydraulic length = 0 ft �, Tc method = User Time of conc (Tc) = 12 00 min Total precip = 3 05 in Distribution = Type II i Storm duration = 24 hrs Shape factor = 484 �. � PRE 1 �,,, Q (cfs) Hyd No 1 -- 1 Year Q (cfs) � 2 00 2 00 � � � � 100 100 � �. ! � O o0 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �. Hyd No 1 Time(min) � 72 � 4 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 `` Hyd. No. 2 PRE 2 �.. Hydrograph type = SCS Runoff Peak discharge = 1 431 cfs Storm frequency = 1 yrs Time to peak = 721 min � Time interval = 1 min Hyd volume = 4,359 cuft Drainage area = 2.870 ac Curve number = 62 Basin Slope = 0 0 % Hydraulic length = 0 ft � Tc method = User Time of conc (Tc) = 10.00 min Total precip = 3 05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � h � PRE 2 L Q (cfs) Hyd No 2 -- 1 Year Q (cfs) 2 00 2 00 � r. � � 1 00 1 00 � � � 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 r"" Time(min) Hyd No 2 � r � 73 �r 5 - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �.. Hyd. No. 3 PRE TOTAL i.. Hydrograph type = Combine Peak discharge = 2.504 cfs Storm frequency = 1 yrs Time to peak = 722 mm `,,, Time interval = 1 min Hyd. volume = 9,597 cuft Inflow hyds. = 1, 2 Contrib drain area = 7 450 ac � ' � � PRE TOTAL Q (cfs) Hyd No 3 -- 1 Year Q (cfs) , 3 00 3 00 � � � � 2 00 2 00 � � i � 1 00 1 00 r ■. 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �' Time(min) Hyd No 3 Hyd No 1 Hyd No 2 � � 74 6 - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3Dc�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �r. Hyd. No. 4 PRE1 - FORESTED � Hydrograph type = SCS Runoff Peak discharge = 0.436 cfs Storm frequency = 1 yrs Time to peak = 726 min ,,,. Time interval = 1 min Hyd. volume = 3,408 cuft Drainage area = 4 580 ac Curve number = 55 Basin Slope = 0 0 % Hydraulic length = 0 ft �„ Tc method = User Time of conc. (Tc) = 12.00 min Total precip = 3 05 in Distnbution = Type II Storm duration = 24 hrs Shape factor = 484 L , _ PRE 1 - FORESTED 1,,. Q (cfs) Hyd No 4-- 1 Year Q (cfs) � 0 50 0 50 0 45 0 45 "' 0 40 0 40 � 0 35 0 35 � 030 030 0 25 0 25 .. 0 20 0 20 �' 0 15 0 15 ` 010 010 0 05 0 05 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � Hyd No 4 Time(min) � 75 r.. � = Hydrograph Report � Hydraflow Hydrographs Extension for AutoCADC�Civil 3D0 2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 5 PRE2 - FORESTED � Hydrograph type = SCS Runoff Peak discharge = 0 328 cfs Storm frequency = 1 yrs Time to peak = 723 min �„ Time interval = 1 mm Hyd volume = 2,170 cuft Drainage area = 2 870 ac Curve number = 55 Basin Slope = 0 0 % Hydraulic length = 0 ft �,r Tc method = User Time of conc (Tc) = 10.00 min Total precip = 3 05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � � PRE 2 - FORESTED .. Q (cfs) Q (cfs) Hyd No 5-- 1 Year 0 50 0 50 �� 0 45 0 45 � 0 40 0 40 � 0 35 0 35 � 030 030 0 25 0 25 .. 0 20 0 20 � 0 15 0 15 r. 0 10 0 10 0 05 0 05 � 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 5 Time(min) � r. 76 8 �� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civii 3DC�2012 by Autodesk,Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 6 � PRE FORESTED TOTAL � Hydrograph type = Combine Peak discharge = 0.746 cfs Storm frequency = 1 yrs Time to peak = 725 min ,.. Time interval = 1 min Hyd volume = 5,578 cuft Inflow hyds = 4, 5 Contrib drain area = 7 450 ac � � w PRE FORESTED TOTAL ... Q (cfs) Q (cfs) Hyd No 6-- 1 Year L 1 00 1 00 L 0 90 0 90 ' "` 0 80 0 80 � 0 70 0 70 � 0 60 0 60 � 0 50 0 50 � 040 040 "' 0 30 0 30 � 0 20 0 20 0 10 0 10 .. 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ` Time(min) Hyd No 6 Hyd No 4 Hyd No 5 � ... 77 9 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 h�., Hyd. No. 7 POST 1 r�. Hydrograph type = SCS Runoff Peak discharge = 0 350 cfs Storm frequency = 1 yrs Time to peak = 722 min ,� Time interval = 1 min Hyd volume = 1,691 cuft Drainage area = 2 040 ac Curve number = 56* Basin Slope = 0 0 % Hydraulic length = 0 ft �, Tc method = User Time of conc (Tc) = 7 00 min Total precip = 3 05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � `Composite(Area/CN)_[(1 350 x 72)+(0 850 x 82)]/2 040 u. POST 1 L Q (cfs) Hyd No 7-- 1 Year Q (cfs) 050 050 L 045 045 3 � 0 40 0 40 � 0 35 0 35 � 030 030 0 25 0 25 .. 0 20 0 20 � 0 15 0 15 r. 0 10 0 10 0 05 0 05 � 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 7 Time(min) � .�. 78 �._ 10 - Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 L.. Hyd. No. 8 POST 2 L, Hydrograph type = SCS Runoff Peak discharge = 2 340 cfs Storm frequency = 1 yrs Time to peak = 723 min �, Time interval = 1 min Hyd volume = 6,723 cuft Drainage area = 2 210 ac Curve number = 72* Basin Slope = 0 0 % Hydraulic length = 0 ft � Tc method = User Time of conc (Tc) = 15 00 min Total precip = 3 05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � 'Composite(Area/CN)_[(1 357 x 72)+(0 857 x 73)J/2.210 � FROM VRRM SPREADSHEET POST 2 �„ Q (cfs) Hyd No 8-- 1 Year Q (cfs) � 3 00 3 00 � �, � 2 00 2 00 � � � 1 00 1 00 r. �r. �� 0 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �"' Time(min) Hyd No 8 � 79 � 11 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �r- Hyd. No. 9 UD 1 �., Hydrograph type = Reservoir Peak discharge = 1 096 cfs Storm frequency = 1 yrs Time to peak = 733 min � Time interval = 1 min Hyd volume = 6,721 cuft Inflow hyd No = 8 - POST 2 Max Elevation = 632 46 ft Reservoir name = UD 1 Max Storage = 1,378 cuft � Storage Indication method used � � UD 1 � Q (cfs) Hyd No 9-- 1 Year Q (cfs) � 3 00 3 00 � � 2 00 2 00 � � � 1 00 1 00 � i. 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 9 Hyd No 8 i ll l ; ; Total storage used = 1,378 cuft Time(min) � SO � Pond Report 12 Hydraflow Hydrographs Extension for AutoCADOO Civil 3D�2012 by Autodesk,Inc v9 Tuesday, 11 /11 /2014 Pond No. 2 - UD 1 �` Pond Data UG Chambers-Invert elev =630 00 ft, Rise x Span=5 00 x 5 00 ft, Barrel Len=80 00 ft, No Barrels=2, Slope=0 50%, Headers=No �.. Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr Storage(cuft) Total storage(cuft) 0 00 630 00 n/a 0 0 .,., 0 54 630 54 n/a 97 97 108 63108 n/a 278 374 1 62 631 62 n/a 362 736 2 16 632 16 n/a 407 1,144 � 2 70 632 70 n/a 428 1,571 3 24 633 24 n/a 429 2,000 3 78 633 78 n/a 407 2,407 , 4 32 634 32 n/a 361 2,768 ' 4 86 634 86 n/a 278 3,046 jr, 5 40 635 40 n/a 96 3,142 Culvert/Orifice Structures Weir Structures „�,,, [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 12 00 5 00 12 00 0 00 Crest Len(ft) = 6 28 0 00 0 00 0 00 Span(in) = 12 00 5 00 12 00 0 00 Crest EI (ft) = 634 50 0 00 0 00 0 00 ... No.Barrels = 1 1 1 0 Weir Coeff = 3 33 3 33 3 33 3 33 Invert EI (ft) = 630 00 630 00 632 25 0 00 Weir Type = 1 --- --- --- Length(ft) = 0 00 0 00 0 00 0 00 Multi-Stage = Yes No No No Slope(%) = 0 00 0 00 0 00 n/a `„� N-Value = 013 013 013 n/a Orifice Coeff. = 0 60 0 60 0 60 0 60 Exfil(in/hr) = 0 000(by Wet area) Multi-Stage = n/a Yes Yes No TVU Elev.(ft) = 0 00 � Note CuIveNOrifice outflows are analyzed under inlet(ic)and outlet(oc)control Weir risers checked for onfice conditions(ic)and submergence(s) � Stage(ft) Stage/Discharge Elev(ft) � 6 00 636 00 5 00 635 00 r. 4 00 � 634 00 �r 3 00 633 00 � 2 00 632 00 r r.. 1 00 631 00 �r 0 00 630 00 � 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 Total Q Discharge(cfs) 81 .. 13 - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3D0 2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 `r Hyd. No. 10 � POST 1 TOTAL L Hydrograph type = Combine Peak discharge = 1.223 cfs Storm frequency = 1 yrs Time to peak = 733 min r, Time interval = 1 min Hyd volume = 8,412 cuft Inflow hyds. = 7, 9 Contrib drain area = 2 040 ac � ' � � POST 1 TOTAL j� Q (cfs) Q (cfs) Hyd No 10-- 1 Year 2 00 2 00 � .. ir � 100 100 � � � P 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �' Time(min) Hyd No 10 Hyd No 7 Hyd No 9 � I 82 � 14 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 r., Hyd. No. 11 POST 3 `. Hydrograph type = SCS Runoff Peak discharge = 1.353 cfs Storm frequency = 1 yrs Time to peak = 722 min ,,,, Time interval = 1 min Hyd volume = 3,871 cuft Drainage area = 1 660 ac Curve number = 68 FROM VRRM Basin Slope = 0 0 % Hydraulic length = 0 ft SPREADSHEET 4, Tc method = User Time of conc (Tc) = 13 00 min Total precip. = 3 05 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 �. � POST 3 ,�, Q (cfs) Hyd No 11 -- 1 Year Q (cfs) 2 00 2 00 � � � � 1 00 1 00 .. � � � 000 000 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 11 Time(min) � I 83 r 1 15 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD RO Civil 3D0 2012 by Autodesk,Inc v9 Tuesday, 11 /11 /2014 ir.. Hyd. No. 12 POST 4 �., Hydrograph type = SCS Runoff Peak discharge = 0 348 cfs ' Storm frequency = 1 yrs Time to peak = 721 min �,,, Time interval = 1 min Hyd volume = 1,443 cuft Drainage area = 1 560 ac Curve number = 57 Basin Slope = 0 0 % Hydraulic length = 0 ft j,,,, Tc method = User Time of conc (Tc) = 8 00 min Total precip = 3.05 in Distribution = Type II � Storm duration = 24 hrs Shape factor = 484 , �. POST 4 L. Q (cfs) Hyd No 12-- 1 Year Q (cfs) 0 50 0 50 � 0 45 0 45 "' 0 40 0 40 � 0 35 0 35 � 0 30 0 30 025 025 ` 020 020 � 0 15 0 15 � 0 10 0 10 ' 0 05 0 05 000 000 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � Hyd No 12 Time(min) � f � 84 16 w Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 4 Hyd. No. 13 � B�o Hydrograph type = Reservoir Peak discharge = 0 234 cfs Storm frequency = 1 yrs Time to peak = 749 min ,,,., Time interval = 1 min Hyd volume = 2,530 cuft Inflow hyd No = 11 - POST 3 Max Elevation = 636 05 ft Reservoir name = Bio Max Storage = 1,416 cuft L Storage Indication method used � � B�0 i,,. Q (cfs) Hyd No 13-- 1 Year Q (cfs) � 2 00 2 00 r � � . 1 00 1 00 r. ` ir � 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 , Time(min) Hyd No 13 Hyd No 11 Total storage used = 1,416 cuft � ... 85 � Pond Report �' Hydraflow Hydrographs Extension for AutoCADOO Civil 3D0 2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 Pond No. 1 - Bio ` Pond Data Contours-User-defined contour areas Conic method used for volume calculation Begining Elevation=635 00 ft II.� Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr Storage(cuft) Total storage(cuft) � 0 00 635 00 1,250 0 0 0 50 635 50 1,332 645 645 1 00 636 00 1,450 695 1,341 1 50 636 50 1,560 752 2,093 �` 2 00 637 00 1,680 810 2,903 Ir Culvert/Orifice Structures Weir Structures (i LAl IBl LCl IPrfRsrl [A] LBl LCl L�l �• Rise(in) = 12 00 0 00 0 00 0 00 Crest Len(ft) = 6 28 0 00 0 00 0 00 Span(in) = 12 00 0 00 0 00 0 00 Crest EI (ft) = 636 00 0 00 0 00 0 00 � No.Barrels = 1 0 0 0 Weir Coeff = 3 33 3 33 3 33 3 33 Invert EI (ft) = 634 00 0 00 0 00 0 00 Weir Type = 1 Length(ft) = 10 00 0 00 0 00 0 00 MultiStage = Yes No No No Slope(%) = 1 00 0 00 0 00 n/a I N-Value = 013 013 013 n/a rr Orifice Coeff = 0 60 0 60 0 60 0 60 Exfil(in/hr) = 0 000(by Contour) MultiStage = n/a No No No TYV Elev (ft) = 0 00 � Note�CuIveNOrifice outflows are analyzed under inlet(ic)and outlet(oc)control Weir nsers checked for orifice conditions(ic)and submergence(s) �,,,, Stage(ft) Stage/Discharge Elev(ft) 2 00 637 00 � 1 80 636 80 � 1 60 636 60 1 40 636 40 � � 2� 636 20 1 00 636 00 � 0 80 635 80 � 0 60 635 60 0 40 635 40 � 0 20 635 20 �r 0 00 635 00 0 00 1 00 2 00 3 00 4 00 5 00 6 00 � Discharge(cfs) Total Q 86 .. 18 �� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 ` Hyd. No. 14 UD 2 � Hydrograph type = Reservoir Peak discharge = 0 234 cfs Storm frequency = 1 yrs Time to peak = 750 min ,.,, Time interval = 1 min Hyd volume = 2,529 cuft Inflow hyd No = 13 - BIO Max Elevation = 630.31 ft Reservoir name = UD 2 Max Storage = 24 cuft �. Storage Indication method used � � � UD 2 L Q (cfs) Hyd No 14-- 1 Year Q (cfs) 0 50 0 50 � 0 45 0 45 � 0 40 0 40 � 035 035 L030 030 0 25 0 25 0 20 0 20 �. 0 15 0 15 L0 10 0 10 � 0 05 0 05 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 14 Hyd No 13 ' Total storage used =24 cuft � 87 .. � Pond Report 19 Hydraflow Hydrographs Extension for AutoCADOO Ciwl 3DC�2012 by Autodesk,Inc v9 Tuesday, 11 /11 /2014 Pond No. 3 - UD 2 �` Pond Data UG Chambers-Invert elev =630 00 ft, Rise x Span=5 00 x 5 00 ft, Barrel Len=60 00 ft, No Barrels=1, Slope=0 50%, Headers=No � Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr Storage(cuft) Total storage(cuft) ' 0 00 630 00 n/a 0 0 .. 0 53 630 53 n/a 42 42 106 63106 n/a 105 147 159 63159 n/a 134 281 2 12 632 12 n/a 150 432 ` 2 65 632 65 n/a 158 589 318 63318 n/a 158 747 3 71 633 71 n/a 150 897 4 24 634 24 n/a 134 1,032 � 4 77 634 77 n/a 105 1,137 5 30 635 30 n/a 42 1,178 Culvert/Orifice Structures Weir Structures ,,,L [A] [B] [C] [PrfRsr] [A] (B] [C] [D] Rise(in) = 12 00 9 00 Inactive 0 00 Crest Len(ft) = 6 28 0 00 0 00 0 00 Span(in) = 12 00 9 00 12 00 0 00 Crest EI (ft) = 634 50 0 00 0 00 0 00 � No Barrels = 1 1 1 0 Weir Coeff = 3 33 3 33 3 33 3 33 Invert EI (ft) = 630 00 630 00 633 00 0 00 Weir Type = 1 --- --- --- Length(ft) = 10 00 0 00 0 00 0 00 Multi-Stage = Yes No No No � Slope(%) = 1 00 0 00 0 00 n/a i,. N-Value = 013 013 013 n/a Orifice Coeff. = 0 60 0 60 0 60 0 60 Exfil(in/hr) = 0 000(by Wet area) Multi-Stage = n/a Yes Yes No TW Elev.(ft) = 0 00 � Note Culvert/Onfice outflows are anatyzed under inle[(ic)and outlet(oc)control Weir risers checked for onfice condillons(ic)and submergence(s) i" Stage(ft) Stage/Discharge Eiev(tt) � 6 00 636 00 _ 5 00 635 00 r.. 4 00 634 00 � 3 00 633 00 1� 2 00 632 00 � 1 00 631 00 � 0 00 630 00 L 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 Total Q Discharge(cfs) �. 88 20 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 ir Hyd. No. 15 POST 4 TOTAL � Hydrograph type = Combine Peak discharge = 0.348 cfs Storm frequency = 1 yrs Time to peak = 721 min �,., Time interval = 1 min Hyd volume = 3,973 cuft Inflow hyds. = 12, 14 Contrib drain area = 1 560 ac � , � .. POST 4 TOTAL 1. Q (cfs) Hyd No 15-- 1 Year Q (cfs) 050 050 � 0 45 0 45 I� 0 40 0 40 � 0 35 0 35 � 030 030 0 25 0 25 � 0 20 0 20 � 0 15 0 15 .. 0 10 0 10 � 0 05 0 05 000 000 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No 15 Hyd No 12 Hyd No 14 � � 89 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2012 by Autodesk, Inc.v9 Tuesday, 11 /11 /2014 � Hyd. No. 16 POST TOTAL � Hydrograph type = Combine Peak discharge = 1 411 cfs Storm frequency = 1 yrs Time to peak = 722 min �,,. Time interval = 1 min Hyd volume = 12,385 cuft Inflow hyds = 10, 15 Contrib drain area = 0 000 ac � ' � POST TOTAL r. Q (cfs) Hyd No 16-- 1 Year Q (cfs) 2 00 2 00 � ��. w � � � 1 00 1 00 � .. �. � 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No 16 Hyd No 10 Hyd No 15 ! rr � � 90 22 � Hydraflow Rainfall Report � � Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � rn Intensity-Duration-Frequency Equation Coefficients(FHA) Perio (Yrs) B D E N/A) ' 1 0 0000 0 0000 0 0000 -------- � 2 47 2900 11 7500 0 00 -------- 3 0 0000 0 0 0 0000 -------- � 5 0 0000 0 000 0 0000 -------- 10 44 2800 10 5000 0 0 -------- � 25 38 1200 7 7500 0 6600 -------- �r 50 0 0 0 0000 0 0000 -- � 100 34 0500 5 0000 0 5500 -------- K.. ile name MONTGOMERYcounty IDF �`" 1Ttt�sity = B/(Tc + D)^E �� Return Intensity Values(in/hr) Period (Yrs) 5 min 15 20 25 30 35 40 45 50 55 60 1 0 00 0 00 0 00 .00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 � 2 4 31 3 45 2 89 2 50 1 1 98 1 80 1 65 1 53 1 42 1 33 1 25 3 000 000 000 000 000 000 000 000 000 000 000 � 5 000 000 000 000 00 000 000 000 000 000 000 � 10 5 67 4 60 3 90 3. 3 04 2 76 2 53 2 2 18 2 04 1 92 1 82 25 710 571 425 381 347 320 297 27 262 248 236 50 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 � 100 60 7 68 6 55 5 80 5 24 4 82 4 48 4 20 3 96 3 76 3 58 3 43 r Tc=time in minutes Values may exceed 60 �,Precip file name X\En ineerin \Desi n Tools\SWM Tools\H draflov�24-hour Duration PCP Wlbemarle Count c Rainfall Preapitation Table (in) i Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr �. SCS 24-hour 3 05 3 69 0 00 4 71 5 56 6 81 7 87 9 05 SCS 6-Hr 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 +r. Huff-1st 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Huff-2nd 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 ` Huff-3rd 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 � Huff-4th 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Huff-Indy 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Custom 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 �. 91 Emersor� Comr�or�s S�t� C�ev�(oprnent Plan F��D PROTEc�r�otv • Hydrographs- 10 YR o Dernonstrates that 10 YR flow rates do not increase fram pre to pt�st c� Uses reduced CN values from VRRM spreadsheet o Models biaretention and undergraund detention to meet the required flow rates ��z �p1 '�� t '� 1770 3_Nydrographs_10 YEAR CfV.gpw Hydraflaw Hydrographs Extension for RutoCADOO Civil 3D�2Q12 by Autodesk,Inc.v9 Tuesday 1 S !11 !2014 �til�t�rshed IVIod�1 ��hernatic 1 y r gr�ph etur� eriod ��ap 2 �0 - Year Flydr�graph Rep�rts 3 Hydrograph No 1, �CS Runoff, PRE 1 3 E-�ydrograph No 2 SCS Runoff PRE 2 4 Hydrograph No 3, Combine, PR� TOTAL 5 Hydrograph No 4, SCS Runoff, POST 1 6 Hydrograph No 5, SCS Runaff, POST 2 7 Hydrograph No 6, Reserv�er, UD 1 8 Pand Report - UD 1 g Hydrograph No 7 Combine, POST 1 TQTAL 10 F-€ydrograph Rlo 8 SCS Runoff PC)ST 3 11 Hydrograph No 9 S�S Runoff, P�ST 4 12 Nydrograph No 10 Reservo�r, BIO 13 Pond Report - 8�0 14 Hydrograph No 1 1, Reser�✓oor, UD 2 15 Por�d Report - tJD 2 �� Hydrograph No 12, Combsne POST 4 TOTAL �7 Hydrograph No 13 Combone POST TC}TAL. 18 ��F eports �9 �J3 1 " Wate rs h ed M od e I S c h em ati c Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk,Inc v9 �. �, � � � 3 � � � � � �r � �'.3 Sr�' � 7 ir 1 � � 11 r � Legend � Hvd, ri in Descriotion 1 SCS Runoff PRE 1 �2 � 2 SCS Runoff PRE 2 3 Combine PRE TOTAL 4 SCS Runoff POST 1 5 SCS Runoff POST 2 � L 6 Reservoir UD 1 7 Combine POST 1 TOTAL 13 8 SCS Runoff POST 3 9 SCS Runoff POST 4 I 10 Reservoir BIO �r 11 Reservoir UD 2 12 Combine POST 4 TOTAL 13 Combine POST TOTAL �r Pro�ect 1770 3_Hydrographs_10 YEAR CN gpw Tuesday, 11 / 11 /2014 94 .. z ` Hydrograph Return Period Rec��flowHydrographsExtensionforAutoCAD�Civd3DR02012byAutodesk,lnc v9 ,,,,, Hyd Hydrogreph Inflow Peak Outflow(cfs) Hydrograph No type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr � 1 SCS Runoff ------ ------- ------ ------- ------- 9 612 ------- ------- ------- PRE 1 2 SCS Runoff ------ ------- ------- ------- ------- 8 134 ------- ------- ------- PRE 2 � 3 Combine 1,2 ------- ------- ------- ------- 17.41 ------- ------- ------- PRE TOTAL 4 SCS Runoff ------ ------- ------- ------- ------- 4 369 ------- ------- ------- POST 1 ir 5 SCS Runoff ------ ------- ------- ------- ------- 8 335 ------- ------- ------- POST 2 6 Reservoir 5 ------- ------- ------- ------- 7 763 ------- ------- ------- UD 1 � 7 Combine 4,6 ------- ------- ------- ------- 10 18 ------- ------- ------- POST 1 TOTAL 8 SCS Runoff ------ ------- ------- ------- ------- 6 190 ------- ------- ------- POST 3 � 9 SCS Runoff ------ ------- ------ ------ ------- 3 557 ------- ------ ------- POST 4 10 Reservoir 8 ------- ------- ------ ------- 5 338 ------- ------- ------- BIO � 11 Reservoir 10 =______ -______ __—___ ______= 5 361 =______ _______ ___-_= UD 2 12 Combine 9, 11 7 172 POST 4 TOTAL 13 Combine 7, 12 ------- ------- ------- ------- 17 35 ------- ------- ------- POST TOTAL � � � � � � � a i ` � Pro� file 1770 3_Hydrographs_10 YEAR CN gpw Tuesday, 11 / 11 /2014 95 3 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 W. Hyd. No. 1 PRE 1 ` Hydrograph type = SCS Runoff Peak discharge = 9 612 cfs Storm frequency = 10 yrs Time to peak = 722 mm i,,,, Time interval = 1 min Hyd volume = 25,595 cuft Drainage area = 4.580 ac Curve number = 59 Basin Slope = 0.0 % Hydraulic length = 0 ft ,�, Tc method = User Time of conc (Tc) = 12.00 min Total precip = 5 56 in Distnbution = Type II Storm duration = 24 hrs Shape factor = 484 �. � PRE 1 �.,, Q (cfs) Q (cfs) Hyd No 1 -- 10 Year 10 00 10 00 � � 8 00 8 00 � � 6 00 6 00 .. 4 00 4 00 � � 2 00 2 00 ir 000 000 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 1 Time (min) � ' 96 .., � 4 � Hydrograph Report - Hydraflow Hydrographs Extension for AutoCADC�Civil 3DOO 2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 Ir.. Hyd. No. 2 � PRE 2 Hydrograph type = SCS Runoff Peak discharge = 8 134 cfs Storm frequency = 10 yrs Time to peak = 720 min � Time interval = 1 min Hyd. volume = 18,704 cuft Drainage area = 2 870 ac Curve number = 62 Basin Slope = 0 0 % Hydraulic length = 0 ft �,., Tc method = User Time of conc (Tc) = 10 00 min Total precip = 5 56 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 � � PRE 2 4 Q (cfs) Hyd No 2-- 10 Year Q (cfs) 10 00 10 00 � ` 8 00 8 00 �r � 6 00 6 00 � 400 400 L � 2 00 2 00 � y 000 000 L0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No 2 Time(min) � � 97 ' 5 u Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3D0 2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 3 PRE TOTAL �. Hydrograph type = Combine Peak discharge = 17 41 cfs Storm frequency = 10 yrs Time to peak = 721 min ,r, Time interval = 1 min Hyd volume = 44,300 cuft Inflow hyds = 1, 2 Contnb drain area = 7 450 ac � , � PRE TOTAL .. Q (cfs) Hyd No 3 -- 10 Year Q (cfs) 18 00 18 00 � L15 00 15 00 � 12 00 12 00 Y. 9 00 9 00 � � 6 00 6 00 � 300 300 r ■. 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No 3 Hyd No 1 Hyd No 2 � � 98 ... �.._ .._ .. 6 - Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 ` Hyd. No. 4 POST 1 � Hydrograph type = SCS Runoff Peak discharge = 4 369 cfs Storm frequency = 10 yrs Time to peak = 719 min L Time interval = 1 min Hyd volume = 9,696 cuft Drainage area = 2 040 ac Curve number = 56 Basm Slope = 0 0 % Hydraulic length = 0 ft � Tc method = User Time of conc. (Tc) = 7.00 min Total precip. = 5.56 in Distnbution = Type II Storm duration = 24 hrs Shape factor = 484 � � � POST 1 � Q (cfs) Hyd No 4-- 10 Year Q (cfs) � 500 500 � 4 00 4 00 , � 3 00 3 00 Y. L 2 �� 2 �� 1 00 1 00 � r 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � Hyd No 4 Time(min) � 99 ... 7 - Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 ` Hyd. No. 5 POST 2 ` Hydrograph type = SCS Runoff Peak discharge = 8 335 cfs Storm frequency = 10 yrs Time to peak = 722 min �, Time interval = 1 min Hyd volume = 22,406 cuft Drainage area = 2 190 ac Curve number = 74* Basin Slope = 0 0 % Hydraulic length = 0 ft � Tc method = User Time of conc (Tc) = 15 00 min Total precip = 5 56 in Distribution = Type II � Storm duration = 24 hrs Shape factor = 484 'Composite(Area/CN) [(1 350 x 74)+(0 850 x 74)]/2 190 � FROM VRRM SPREADSHEET � POST 2 Q (cfs) Hyd No 5-- 10 Year Q (cfs) 10 00 10 00 � � 800 800 � 600 600 � � 400 400 r. i 2 �� 2 �0 i�r r r � �� 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � Hyd No 5 Time(min) � ' 100 � 8 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �. Hyd. No. 6 UD 1 L. Hydrograph type = Reservoir Peak discharge = 7.763 cfs Storm frequency = 10 yrs Time to peak = 725 min ,� Time interval = 1 min Hyd. volume = 22,405 cuft Inflow hyd. No. = 5 - POST 2 Max. Elevation = 634.97 ft Reservoir name = UD 1 Max. Storage = 3,064 cuft � Storage Indication method used � ' UD 1 `, Q (cfs) Hyd No 6-- 10 Year Q (cfs) 10 00 10 00 Y. � 800 800 � � 6 00 6 00 � 4 00 4 00 � [ 200 200 ` , F � 0 �� 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �" Time(min) Hyd No 6 Hyd No 5 '11( i I I Total storage used = 3,064 cuft � 101 � �. Pond Report 9 Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 Pond No 2- UD 1 � Pond Data UG Chambers-Invert elev =630 00 ft, Rise x Span=5 00 x 5 00 ft, Barrel Len=80 00 ft, No Barrels=2, Slope=0 50%, Headers=No � Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0 00 630 00 n/a 0 0 .. 0 54 630 54 n/a 97 97 1 08 631 08 n/a 278 374 1 62 631 62 n/a 362 736 2 16 632 16 n/a 407 1,144 2 70 632 70 n/a 428 1,571 "' 3 24 633 24 n/a 429 2,000 3 78 633 78 n/a 407 2,407 4 32 634 32 n/a 361 2,768 � 4 86 634 86 n/a 278 3,046 5 40 635 40 n/a 96 3,142 Culvert/Orifice Structures Weir Structures ,�,,,, [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 12 00 5 00 12 00 0 00 Crest Len(ft) = 6 28 0 00 0 00 0 00 Span(in) = 12 00 5 00 12 00 0 00 Crest EI (ft) = 634 50 0 00 0 00 0 00 � No Barrels = 1 1 1 0 Weir Coeff = 3 33 3 33 3 33 3 33 Invert EI (ft) = 630 00 630 00 632 25 0 00 Weir Type = 1 --- --- --- Length(ft) = 0 00 0 00 0 00 0 00 Multi-Stage = Yes No No No Slope(%) = 0 00 0 00 0 00 n/a ir N-Value = 013 013 013 n/a Orifice Coeff = 0 60 0 60 0 60 0 60 Exfil(in/hr) = 0 000(by Wet area) Multi-Stage = n/a Yes Yes No TW Elev (ft) = 0 00 � Note Culvert/Orifce outFlows are analyzed under inlet(ic)and outlet(oc)control Weir nsers checked for onfice conditions(ic)and submergence(s) �" Stage(ft) Stage/ Discharge Elev(ft) � 6 00 636 00 5 00 635 00 4 00 634 00 � 3 00 633 00 � 2 00 632 00 � 1 00 631 00 �. 0 00 630 00 � 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 Total Q Discharge(cfs) 102 10 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 7 POST 1 TOTAL � Hydrograph type = Combine Peak discharge = 10.18 cfs Storm frequency = 10 yrs Time to peak = 724 min �., Time interval = 1 min Hyd volume = 32,101 cuft Inflow hyds = 4, 6 Contrib drain area = 2 040 ac �. ' � POST 1 TOTAL L. Q (cfs) Q (cfs) Hyd No 7-- 10 Year 12 00 12 00 � � 10 00 10 00 � 8 00 8 00 � 6 00 6 00 � � 4 00 4 00 L20� 20� _ 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �' Time(min) Hyd No 7 Hyd No 4 Hyd No 6 � 103 � 11 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD RO Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 `r Hyd. No. 8 FROM VRRM � POST 3 SPREADSHEET Hydrograph type = SCS Runoff Peak discharge = 6 190 cfs � Storm frequency = 10 yrs Time to peak = 721 min ,,,,, Time interval = 1 min Hyd volume 15,644 cuft Drainage area = 1 660 ac Curve number = 72 _ Basin Slope = 0 0 % Hydraulic length = 0 ft i,,,, Tc method = User Time of conc (Tc) = 13 00 min Total precip = 5 56 in Distribution = Type II � Storm duration = 24 hrs Shape factor = 484 � POST 3 ,,. Q (cfs) Hyd No 8-- 10 Year Q (cfs) 7 00 7 00 L. � 6 00 6 00 � 5 00 5 00 L4 00 4 00 r• 3 00 3 00 �` 2 00 2 00 � 1 00 1 00 � � 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 �' Time(min) Hyd No 8 � 104 12 - Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 9 POST 4 � Hydrograph type = SCS Runoff Peak discharge = 3 557 cfs Storm frequency = 10 yrs Time to peak = 719 min j,r, Time interval = 1 min Hyd. volume = 7,815 cuft Drainage area = 1.560 ac Curve number = 57 Basin Slope = 0.0 % Hydraulic length = 0 ft � Tc method = User Time of conc (Tc) = 8 00 min Total precip = 5 56 in Distnbution = Type II Storm duration = 24 hrs Shape factor = 484 � � POST 4 �, Q (cfs) Hyd No 9-- 10 Year Q (cfs) 4 00 4 00 � � ' 3 00 3 00 .. � 2 00 2 00 r. ... 1 00 1 00 � r .. 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � Time(min) Hyd No 9 � 105 13 � Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 10 � B�o � Hydrograph type = Reservoir Peak discharge = 5 338 cfs Storm frequency = 10 yrs Time to peak = 725 min r„ Time interval = 1 min Hyd volume = 14,304 cuft Inflow hyd No = 8 - POST 3 Max Elevation = 636 59 ft Reservoir name = Bio Max Storage = 2,235 cuft L Storage Indication method used � � B�� ,,, Q (cfs) Hyd No 10-- 10 Year Q (cfs) � 7 00 7 00 6 00 6 00 � 5 00 5 00 � � 400 400 .. 3 00 3 00 �" 2 00 2 00 � 1 00 1 00 � 0 00 0 00 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No 10 Hyd No 8 ' ; ; Total storage used =2,235 cuft � � 106 f� � Pond Report 14 Hydraflow Hydrographs Extension for AutoCAD�Civii 3D0 2012 by Autodesk,Inc v9 Tuesday, 11 /11 /2014 Pond No. 1 - Bio ` Pond Data Contours-User-defined contour areas Conic method used for volume calculation Beginmg Elevation=635 00 ft �, Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr Storage(cuft) Total storage(cuft) 0 00 635 00 1,250 0 0 �y 0 50 635 50 1,332 645 645 1 00 636 00 1,450 695 1,341 1 50 636 50 1,560 752 2,093 � 2 00 637 00 1,680 810 2,903 �`' Culvert/Orifice Structures Weir Structures � IAl IBl ICl IPrFRsrJ LAl [BI LCl I�l Ir�. Rise(in) = 12 00 0 00 0 00 0 00 Crest Len(ft) = 6 28 0 00 0 00 0 00 Span(in) = 12 00 0 00 0 00 0 00 Crest EI.(ft) = 636 00 0 00 0 00 0 00 No.Barrels = 1 0 0 0 Weir Coeff = 3 33 3 33 3 33 3 33 1 Invert EI (ft) = 634 00 0 00 0.00 0 00 Weir Type = 1 --- --- --- "' Length(ft) = 10 00 0 00 0 00 0 00 MultiStage = Yes No No No Slope(°/a) = 1 00 0 00 0 00 n/a N-Value = 013 013 013 n/a ` Orifice Coeff = 0 60 0 60 0 60 0 60 Exfil(in/hr) = 0 000(by Contour) Multi-Stage = n/a No No No TVN Elev (ft) = 0 00 � Note Culvert/Orifce outflows are analyzed under inlet(ic)and outlet(oc)control Weir nsers checked for onfice conditions(ic)and submergence(s) � Stage(ft) Stage/Discharge Elev(ft) 2 00 637 00 �r 1 80 636 80 � 1 60 636 60 1.40 636 40 � 120 636 20 1 00 636 00 r �$� 635 80 � 0 60 635 60 � 0 40 635 40 0 20 635 20 � 0 00 635 00 0 00 1 00 2 00 3 00 4 00 5 00 6.00 g Total Q Discharge(cfs) L .. io� 15 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD RO Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 �.. Hyd. No. 11 UD 2 � Hydrograph type = Reservoir Peak discharge = 5.361 cfs Storm frequency = 10 yrs Time to peak = 725 min ,� Time interval = 1 min Hyd volume = 14,303 cuft Inflow hyd. No. = 10 - BIO Max Elevation = 634 44 ft Reservoir name = UD 2 Max Storage = 1,071 cuft � Storage Indication method used � � UD 2 � Q (cfs) Hyd No 11 -- 10 Year Q (cfs) , � 6 00 6 00 � 5 00 5 00 � ""' 4 00 4 00 � I 3 00 3 00 � 2 00 2 00 � � 1 00 1 00 r. 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 """ Time(min) Hyd No 11 Hyd No 10 Total storage used = 1,071 cuft � � 108 ` � Pond Report �s Hydraflow Hydrographs Extension for AutoCAD�Civil 3D�2012 by Autodesk,Inc v9 Tuesday, 11 /11 /2014 ',� Pond No 3- UD 2 ... Pond Data UG Chambers-Invert elev =630 00 ft, Rise x Span=5 00 x 5 00 ft, Barrel Len=60 00 ft, No Barrels=1, Slope=0 50%, Headers=No �- Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0 00 630 00 n/a 0 0 .. 0 53 630 53 n/a 42 42 106 63106 n/a 105 147 159 63159 n/a 134 281 212 63212 n/a 150 432 � 2.65 632 65 n/a 158 589 318 63318 n/a 158 747 3 71 633 71 n/a 150 897 4 24 634 24 n/a 134 1,032 � 4 77 634 77 n/a 105 1,137 �,. 5 30 635 30 n/a 42 1,178 Culvert/Orifice Structures Weir Structures ... [Al IBl ICl LPrfRsrl LAl LBl Icl [�l Rise(in) = 12 00 10 00 Inactive 0 00 Crest Len(ft) = 6 28 0 00 0 00 0 00 Span(in) = 12 00 10 00 12 00 0 00 Crest EI (ft) = 634 25 0 00 0 00 0 00 � No Barrels = 1 1 1 0 Weir Coeff. = 3 33 3 33 3 33 3 33 Invert EI.(ft) = 630 00 630 00 633 00 0 00 Weir Type = 1 --- --- --- Length(ft) = 10 00 0 00 0 00 0 00 Multi-Stage = Yes No No No Slope(%) = 1 00 0 00 0 00 n/a fr. N-Value = 013 013 013 n/a Orifice Coeff = 0 60 0 60 0 60 0 60 Exfil(in/hr) = 0 000(by Wet area) Multi-Stage = n/a Yes Yes No TW Elev (ft) = 0 00 �, Note Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control Weir nsers checked for onfice conditions(ic)and submergence(s) � Stage(ft) Stage/Discharge Ei ev(ft) � 6 00 636 00 �. 5 00 635 00 � 4 00 634 00 �r 3 00 633 00 r. 2 00 632 00 � 1 00 631 00 � 0 00 630 00 � 0 00 1 00 2 00 3 00 4 00 5 00 6 00 7 00 8 00 9 00 Total Q Discharge(cfs) � 109 17 w Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD�Civil 3DOO 2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 � Hyd. No. 12 : POST 4 TOTAL � Hydrograph type = Combine Peak discharge = 7 172 cfs Storm frequency = 10 yrs Time to peak = 724 min �„ Time interval = 1 min Hyd volume = 22,118 cuft Inflow hyds = 9, 11 Contrib drain area = 1 560 ac .. � �". .. POST 4 TOTAL ,,., Q (cfs) Q (cfs) Hyd No 12-- 10 Year 800 800 � .. 6 00 6 00 r. � 400 400 ■. �r � 2 00 2 00 � 0 00 0 00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 � Time(min) Hyd No 12 Hyd No 9 Hyd No 11 � k � � 110 18 -� Hydrograph Report Hydraflow Hydrographs Extension for AutoCADC�Civil 3D�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 Ir. Hyd. No. 13 � POST TOTAL L Hydrograph type = Combine Peak discharge = 17 35 cfs . Storm frequency = 10 yrs Time to peak = 724 min �„r Time interval = 1 min Hyd volume = 54,220 cuft Inflow hyds = 7, 12 Contrib drain area = 0 000 ac � , � POST TOTAL j,,,, Q (cfs) Hyd No 13-- 10 Year Q (cfs) 18 00 18 00 �r � 15 00 15 00 � 12 00 12 00 � 900 900 .. ` 6 00 6 00 i�r L300 300 _ oao 000 � 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No 13 Hyd No 7 Hyd No 12 � 111 � 19 � Hydraflow Rainfall Report Hydraflow Hydrographs Extension for AutoCAD RO Civil 3DC�2012 by Autodesk, Inc v9 Tuesday, 11 /11 /2014 Ir.. L Re n Intensity-Duration-Frequency Equation Coefficients(FHA) Perio (Yrs) B D E /A) � � o 0000 0 0000 0 0000 =_______ 2 47 2900 11 7500 0 00 3 0 0000 0 0 0 0000 -------- � 5 0 0000 0 00 0 0000 -------- 10 44 2800 10 5000 00 -------- � 25 38 1200 7 7500 0 6600 -------- 50 00 0 0000 0 0000 -------- 100 34 0500 5 0000 0 5500 -------- ile name MONTGOMERYcounty IDF � I sity = B/(Tc+ D)^E � Return Intensity Values(in/hr) Period (Yrs) 5 min 15 20 25 30 35 40 45 50 55 60 �" 1 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 �' 2 4 31 3 45 2 89 2 50 21 1 98 1 80 1 65 1 53 1 42 1 33 1 25 3 0 00 0 00 0 00 0 00 0 00 00 0 00 0.00 0 00 0 00 0 00 0 00 ' �, 5 0 00 0 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 0 00 10 5 67 4 60 3 90 3 4 3 04 2 76 2 53 4 2 18 2 04 1 92 1 82 � 25 7 10 5 71 4 4 25 3 81 3.47 3 20 2 97 2 62 2 48 2 36 50 0 00 0 0 00 0 00 0 00 0 00 0 00 0.00 0 00 0 00 0 00 � 100 7 68 6 55 5 80 5 24 4 82 4 48 4 20 3 96 3 76 3 43 rr� c=time in minutes Values may exceed 60 �?recip file name X\En ineenn \Desi n Tools\SWM Tools\H draflow�24-hour Duration PCP�P,Ibemarle Count c Rainfall Precipitation Table (in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr r SCS 24-hour 3 05 3 69 0 00 4 71 5 56 6 81 7 87 9.05 SCS 6-Hr 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 i Huff-1 st 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 � Huff-2nd 0 00 0 00 0 00 0 00 0.00 0 00 0 00 0 00 Huff-3rd 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 � Huff-4th 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Huff-Indy 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Custom 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 112