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HomeMy WebLinkAboutSW6231103_Stormwater Report_20240306 Prepared for: SUSAN TART PROPERTY, LLC 126 N. Ennis St. Fuquay-Vagina, NC 27526 Contact: Zach Angle Stormwater & Erosion Control Narrative Godwin Subdivision Cumberland County, NC Town of Godwin Construction Drawing Submittal - October 26, 2023 2nd Submittal - March 6, 2024 CurryENGINEERING poitor Prepared by: Don Curry, PE �� � L'2 �' O . The Curry Engineering Group, PLLC 4;3, 205 S. Fuquay Ave. , O ""tr• 0.1 ����, Fuquay-Varina, NC 27526 ''T►rr,..t.= �' (919) 552-0849 3/6/2024 CurryENGINEERING TABLE OF CONTENTS NARRATIVES Site Location and Description Project Development Erosion Control Stormwater Management Storm Sewer Hydraulic Gradeline Storm Sewer Gutter Spread SUPPORT DOCUMENTS USGS Topography Map FEMA Floodplain Map NRCS Soils Information Stream Classification CALCULATIONS &ANALYSIS Stormwater Management Calculations • Curve Numbers • SCM Worksheets • Hydraflow Routing Storm Sewer HGL Calculations Gutter Spread Calculations Culvert Calculations Temporary Diversion Ditch Calculations Outlet Protection Calculations Sediment Basin Calculations T (919) 552-0849 205 S. Fuquay Avenue JoRsi ENG1ti F (919) 552-2043 Fuquay-Varina, NC 27526 V F F11 EST. r---........... 0 Z 0 y7....) NARRATIVES Site Location &Description Susan Tart Property, LLC,plans to develop approximately 31 acres of vacant property offMcLean Street in Godwin, Cumberland County,NC. I 05 ;v. •• Project *r Site �' r . 3:354: 153000, r203J,p{}6S''YI 4lh, IM.%Y..( Figure 1 - Vicinity Map—Courtesy of Cumberland County GIS 2023 The site is currently a vacant mix of open areas that were previously used for farming as well as wooded areas. Per an environmental delineation performed by Wetland Solutions, LLC,there is a vein of wetlands that follows the primary drainage way at the north end of the property. Impacs to these wetlans will require a pre-construction notification (PCN)sent to the US Army Corps of Engineers which will trigger a nationwide 404 permit. NCDEQ will also have permitting oversight. This effort will be managed by Wetland Solutions, LLC. Every effort has been made to minimize impacts to these wetlands in the design process. 3 Project Development The developer plans to develop the property such that a total of 116 single family lots can be constructed. The property is currently zoned Town of Godwin (R6). The project will develop the subdivision in one phase. The developer plans to mass grade the property. The site will be served by public utilities which are adjacent to the parcel. The nearest point of connection for potable water is an existing 8"public water main that runs along US Highway 301/Main St./Dunn Rd. This project proposes connecting to this 8"water main at the intersection of McLean St. and Dunn Road. An 8"water main will continue throughout the subdivision. The nearest point of connection to the sewer system is an existing 8"sewer line that lies at the intersection of McLean St. and Lucas St. An 8"sewer main will be extended throughout the subdivision, with a public pump station at the north end of the subdivision,pumping up to the public sewer on McLean. Erosion Control Approximately 30 acres will be disturbed during construction. The maximum fill will be approx. 3 feet. This project will involve removal of topsoil and grading to create residential roadway infrastructure and mass grading of lots. An underground storm drainage system will be installed to convey stormwater to a permanent stormwater management area. The project is scheduled to begin construction in winter 2024 with project completion and final stabilization bywinter 2025. The erosion and sediment control program for this project will include the installation of a suitable construction entrance, temporary silt fencing, silt fence outlets, diversion ditches, inlet protection measures and sediment basins. The soils at this site are predominately loamy sands. Soils are moderately well drained with moderately high Ksat's. Slopes are largelybetween 0 to 6%. On-site soils are Coxville,Exum, Grantham,and Norfolk. HSG ranges from Ato C/D. Soils information has been obtained through the USDA&NRCS website: http://websoilsurvey.nres.usda.gov/app/ for Cumberland County. Stormwater Management The project drains to an unnamed tributary within the Cape River Basin. Cape Fear has a stream index classification number #18-(20.7)and is designated as class "WS-V'waters. Watershed regulations for high density developments require that all impervious surfaces captured must be treated for 85%total suspended solids (TSS)and the volume of runoff from the first inch of rainfall be treated and released over two to five days. While there is no requirement by Cumberland County to provide peak flow attenuation,this project provides peak flow attenuation for the 1-yr,2-yr, and 10-yr storm events. 4 To treat 85%TSS and control the pre-post attenuation, a wet detention basins is being utilized at the property natural low point. By utilizing a wet detention basin, the requirement for a level spreader and filter strip, is not required. At this time,neither the Cumberland County or Cape Fear River rule requires treatment or an off-set payment for nutrient removal(nitrogen or phosphorus). However,per NCDENR Water Quality, a wet detention basin will provide a 30%reduction in nitrogen and a 40% reduction in phosphorus. Although the site will be be mass graded,the intent is to keep the existing drainage patterns in the post development state. The site drains to 2 drainage basins on the property as shown on SW-01. The vast majority of the property drains to analysis point#1, at the northwest corner of the property. Analysis point#2 outlets to the east and is significantly smaller,with no proposed SCM and no projected increase in flow. A summary of the stormwater pre and post development rates is illustrated below. POA#1 (HYD#1, 8) Pre-Development Post-Development Peak Storm Event Peak Flow Floww/SCM Net Change Net Change (cfs) (cfs) (cfs) (%) 1 yr 3.71 2.47 -1.24 -33% 2 yr 7.30 4.40 -2.90 -40% 10 yr 25.51 23.09 -2.42 -9% 25 yr 39.88 83.97 44.09 111% 100 yr 66.57 188.16 121.59 183% POA#2(HYD#2,5) Pre-Development Post-Development Peak Net Change Net Change Stone Event PeakFlow Floww/SCM (cfs) (cfs) (cfs) (%) 1 yr 1.70 1.70 0.00 0% 2 yr 2.39 2.39 0.00 0% 10 yr 5.00 5.00 0.00 0% 25 yr 6.77 6.77 0.00 0% 100 yr 9.78 9.78 0.00 0% A season high water table investigation has not been conducted however NCDENR no longer requires wet detention basins to be designed with liners to prevent SHWT migration into the ponds. The constructed wetland facility has been modeled using Hydraflow Hydrographs byAutoDesk. The SCS method was utilized for determining pre/post flow rates. 5 Storm Sewer Hydraulic Gradeline Analysis The project will require the use of several curb inlets &yard inlets to capture stormwater runoff. Standard NCDOT grated type catch basins are being utilized within the subdivision and right of way street improvements. The storm drainage system for this project has been designed with the following criteria: • Class III RCP with 15-in minimum pipe diameter. • Start the HGL analysis at 80%full of the outlet pipe • Maintain 10 yr. HGL inside system • Minimum slope of 0.5%. • Minimum velocityof2 fps and max velocity of 10 fps. Each inlet has a delineated drainage basin composite C value for land use and a minimum Tc of five (5) minutes. The rational method was utilized for calculating peak flow. The hydraulic grade line for the storm drainage system was calculated using Hydraflow Storm Sewers byAutodesk. The analysis included checking the system for inlet control. Refer to the calculations section for the Hydraflow output calculations. Storm Sewer Gutter Spread Analysis In addition to an HGL anlaysis the storm sewer system in the residential roadways were analyzed for gutter spread. The gutter spread for the storm drainage system has been designed with the following criteria: • Max gutter spread within roadway is 6.5 feet during the 4 in/hr storm event with the exception of cul-de-sac catch basins and yard inlets. • Mannings "n"of the gutter is 0.013. • Cross slope ofroad is 2% • Longitudinal slope ofroad as designed. Each inlet has a delineated drainage basin and composite C value for land use. The rational method was utilized for calculating peak flow. The gutter spread analysis for the storm drainage system was calculated using Hydraflow Storm Sewers byAutodesk. The analysis included checking the system for inlet control. Refer to the calculations section for the Hydraflow output calculations. 6 SUPPORT DOCUMENTS USGS 7.5 Minute Map CENC74;EST. 10 yr, CAR WADE QUADRANGLE NORTH CAROLINA M USGS U.S.DEffTGA=CFA",1_"=ERIOR C;OS Topo 7 5-MINUTE SERIES 50.0.0.00.0.00.' 78 6250 14 15 12 09 10 11 . 07 08 "4 0'-' ii'-'4.C';' -'44 - 'i t 'V' 'IC----0 VII 1.- o \.. ? 01 ,,,.. v A r_ ,, , _ -1#'. c- ' .,• 6°. • ,\k•. t, ---- I ---- ----- ---IF „2,. 00 ' tl 1 \ V 1 : ct - -- - 4—,. - •viV.4- e '',-'j,,c .14;_ ° - --Ar -- ' SS- IC "v•\ & ° 1 - Nz, ..-"',-;? : " /co in i, ; )1 cr7c rre"-.. , Aft:-_ ..., k• i 71 VA, , ti? r'tc.—.7 4',NI_%, Irjx__ Nil \v.*A 1 , //,/,., ,,,, p - , .--__ , ,...., i,„ . . - H.--- „,„,,,__, ,>_,\\ „ . , ,.., ,„, ,,,v,,,,,, 4,,,..,,,....„ , , T.._ _ _ 4 a -- , (;." r - ti _ - . - - - - - - -„,k viogri.„.4 - Arig : A --.' k_ ffilli4"/'-,, — j - - 1 • - . 'i--4„9 ,— ,,,,_-,,i4 .. -7i - -i ih. 41i 0.7' il ihralkt--6-46-,.** , _....4 k,11,_ i i 40 I/ ,„„, , 97 /i.q , ; LL, ,4-ok....7,-- ' ;-•0.:zzi,mr‘,4° ,,,, °-_/- /,p-;- -.),:4*-- fi 4 ,r, '' ' ° 1 2 ° s•I'')N PF‘ ? 6 A t• / ..-\C--- /-----4 _ _ 0 16)0> P rfrIliigif r 4, s- c•Of - 1,:- ( , ,roi, 1 A, 4406 Milli gr. a -- ir , f .41. _ NV ___ bk.. 111`2,-k -4_ -- 2 :-_,Ilk ,- 40 v--, - IfeA74-, 7 - - , , ..(cie , - rsi- ittici - "gokcide,. I i_F- .., sAis,... , ,/, otiorib,,_.:\trc,I_:;),siii1211.,Iiit,11.419, , e ' „ W -.• .. .. ' Algriir -W 1 77 - 44 - „, .4,______AHt, J u 41°A \ 1— ---- _ _ i•':—* Aft 1 g -Mi fi., w iAl LA', _j,i‘--65-.14A ,,,, .... . i`Far __A I_, •% -) teMbillirr ° Eik._•‘,--?) ',,'4-1 k_____A-jr,,wi itirriNt milt_ , mr--,.....trasiattu.„4, _wp_w , aw; _.. -or- g / 0 ' —'' -0.--(II" N„, I ,r_-, No • ----,J. ,nizw-,,,,-,-- - ., . ,, 13 06 07 ' 09 10 '' 11 117 15 1250 78 MO ROAD CLASSIFICATION SCALE 1 24 000 ,,L0„m„ Danum of 1053 MD. I. M•7 11 000 .0 0.5550"'"71=51n0=rwaten150..51.0m.. 212— '950 I N. CO P. • ...m.y ma okm.,rola le.,.,. M:6= --:11 " DOT 'DO 0 4 LID =.6, WADE.NC .0 X XL VAMP.. 2014 .:111tI:i'.17:',2''7:71,ErFisFi= °^1.`Ir.1111 SUPPORT DOCUMENTS FEMA Flood Map CE N C/ s CJ EST. 1 0 9 CAR National Flood Hazard Layer FIRMette *FEMA Legend_ 78°40'51"W 35°13'30"N SEE EIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation(BFE) Zone A,V.A99 SPECIAL FLOOD With BFE or Depth Zone AE,AD,AH,VE,AR HAZARD AREAS Regulatory Floodway 0.2%Annual Chance Flood Hazard,Areas of 1%annual chance flood with average depth less than one foot or with drainage areas of less than one square mile zonex Future Conditions 1%Annual Chance Flood Hazard zonex �" Area with Reduced Flood Risk due to OTHER AREAS OF Levee.See Notes.zone x FLOOD HAZARD �� Area with Flood Risk due to Leveezone D NO SCREEN Area of Minimal Flood Hazard zonex 1 Effective LOMRs .. .a ilk - p OTHER AREAS Area of Undetermined Flood Hazard ZoneD y 1. T t rr GENERAL ----- Channel,Culvert,or Storm Sewer • EP.LAI���T�-�D COUNTY y * 14-0 STRUCTURES III 1 i i i Levee,Dike,or Floodwall • 11, • 370076 0 20'2 Cross Sections with 1%Annual Chance tZ•s Water Surface Elevation AREA OF MINIMAL FLOOD HAZAR1;H e- - - Coastal Transect ' ! Z• ^•- X -^^•s13^^-- Base Flood Elevation Line(BFE) Limit of Study riP1111101_•• Jurisdiction Boundary --- Coastal Transect Baseline 37200582001 OTHER _ Profile Baseline FEATURES Hydrographic Feature eff.475/2007 _•• • ".� .• ,• Digital Data Available N ' No Digital Data Available • MAP PANELS Unmapped . 9 The pin displayed on the map is an approximate TOTOWNs T� Tf.r point selected by the user and does not represent y�1� OF GOD 11�r an authoritative property location. TOWNS GODWIl�1r This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. • 370533 A � The basemap shown complies with FEMA's basemap 1 . -- - accuracy standards ` rThe flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA.This map 1M 1„)p4:4111.1 i was exported on 10/25/2023 at 10:42 AM and does not s reflect changes or amendments subsequent to this date and le 7 time.The NFHL and effective information may change or become superseded by new data over time. :1 This map image is void if the one or more of the following map III ' elements do not appear:basemap imagery,flood zone labels, _ legend,scale bar,map creation date,community identifiers, 78°40'13"W 35°13'1"N FIRM panel number,and FIRM effective date.Map images for Feet 1.6 00o unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Basemap Imagery Source:USGS National Map 2023 SUPPORT DOCUMENTS USDA Soils Survey CENC74; 10 o CAR�� USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of RCS Agriculture and other C u m be ri a n d Federal agencies, State Natural agencies including the C o u n ty, N o rt h Resources Agricultural Experiment Conservation Stations, and local Service participants Carolina Godwin Subdivision lirr //1" 4,c f / IP • i I . :,1,, : - . ' • .1 ila her V _______ � _...� r 01.11111.1.11111.1111111.1.11111 1,000 ft ' / August 21, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Cumberland County, North Carolina 13 Co—Coxville loam 13 ExA—Exum loam, 0 to 2 percent slopes 14 Gr—Grantham loam 15 NoB—Norfolk loamy sand, 2 to 6 percent slopes 17 References 19 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report a Soil Map IN 711200 711300 711400 711500 711600 711700 711800 35°13'31"N i 35°13'31"N ExA 8 1 .,Qt. .g ,.. 1 I 8 / _ r7 k ' NoB ,\ I l'' .i. j- ..../...„,...-.""--el sr ExA bast • •� `� r ,,,oN G ,p a o.f A 105"�c,;4G(F-4° . a 8 35°13'4"N 35°13'4"N 711300 711400 711500 711600 711700 711800 3 3 4 Map Scale:1:3,980 if printed on A portrait(8.5"x 11")sheet. Meters N 0 50 100 200 300 Feet 0 150 300 (i00 900 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soilsit Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot ,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause p Other misunderstandingof the detail of mapping and accuracyof soil p Soil Map Unit Points pp 9 .• Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. -_- Streams and Canals kg Borrow Pit Transportation Please rely on the bar scale on each map sheet for map * clay Spot 1.44 Rails measurements. 0 Closed Depression o,/ Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service .r US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) ® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator • Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more It Mine or Quarry accurate calculations of distance or area are required. 4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as O Perennial Water of the version date(s)listed below. v Rock Outcrop Soil Survey Area: Cumberland County,North Carolina + Saline Spot Survey Area Data: Version 24,Sep 8,2022 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. • Sinkhole Date(s)aerial images were photographed: Apr 24,2022—May 31 Slide or Slip 9,2022 oa Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Co Coxville loam 5.8 16.6% ExA Exum loam,0 to 2 percent 5.9 17.0% slopes Gr Grantham loam 7.6 21.8% NoB Norfolk loamy sand,2 to 6 15.6 44.6% percent slopes Totals for Area of Interest 34.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 11 Custom Soil Resource Report landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Cumberland County, North Carolina Co—Coxville loam Map Unit Setting National map unit symbol: w6zn Elevation: 80 to 330 feet Mean annual precipitation: 38 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost-free period: 210 to 265 days Farmland classification: Farmland of statewide importance Map Unit Composition Coxville, drained, and similar soils: 85 percent Coxville, undrained, and similar soils: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Coxville, Drained Setting Landform: Carolina bays, depressions Landform position (two-dimensional): Summit Down-slope shape: Concave Across-slope shape: Concave Parent material: Clayey marine deposits Typical profile Ap- 0 to 9 inches: loam Eg- 9 to 11 inches: loam Btg- 11 to 72 inches: sandy clay Cg- 72 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 7.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Hydnc soil rating: Yes Description of Coxville, Undrained Setting Landform: Carolina bays, depressions Landform position (two-dimensional): Summit Down-slope shape: Concave 13 Custom Soil Resource Report Across-slope shape: Concave Parent material: Clayey marine deposits Typical profile A -0 to 9 inches: loam Eg- 9 to 11 inches: loam Btg- 11 to 72 inches: sandy clay Cg- 72 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 7.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: C/D Hydric soil rating: Yes ExA—Exum loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: w705 Elevation: 80 to 330 feet Mean annual precipitation: 38 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost-free period: 210 to 265 days Farmland classification: All areas are prime farmland Map Unit Composition Exum and similar soils: 80 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Exum Setting Landform: Broad interstream divides on marine terraces, flats on marine terraces Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy and silty marine deposits 14 Custom Soil Resource Report Typical profile Ap- 0 to 8 inches: silt loam E- 8 to 12 inches: silt loam Bt- 12 to 70 inches: clay loam C- 70 to 100 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Moderately well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: High (about 10.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Hydric soil rating: No Minor Components Grantham, undrained Percent of map unit: 5 percent Landform: Broad interstream divides on flats, broad interstream divides on depressions Down-slope shape: Concave Across-slope shape: Concave, linear Hydric soil rating: Yes Gr—Grantham loam Map Unit Setting National map unit symbol: w7Op Elevation: 80 to 330 feet Mean annual precipitation: 38 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost-free period: 210 to 265 days Farmland classification: Prime farmland if drained Map Unit Composition Grantham, drained, and similar soils: 80 percent Grantham, undrained, and similar soils: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. 15 Custom Soil Resource Report Description of Grantham, Drained Setting Landform: Broad interstream divides on flats, broad interstream divides on depressions Down-slope shape: Concave Across-slope shape: Concave, linear Parent material: Loamy and silty marine deposits Typical profile A -0 to 6 inches: loam Eg- 6 to 11 inches: loam Btg- 11 to 77 inches: loam Cg- 77 to 110 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: High (about 10.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: C/D Hydric soil rating: Yes Description of Grantham, Undrained Setting Landform: Broad interstream divides on flats, broad interstream divides on depressions Down-slope shape: Concave Across-slope shape: Concave, linear Parent material: Loamy and silty marine deposits Typical profile A -0 to 6 inches: loam Eg- 6 to 11 inches: loam Btg- 11 to 77 inches: loam Cg- 77 to 110 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Drainage class: Poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding: None 16 Custom Soil Resource Report Frequency of ponding: None Available water supply, 0 to 60 inches: High (about 10.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6w Hydrologic Soil Group: C/D Hydric soil rating: Yes NoB—Norfolk loamy sand, 2 to 6 percent slopes Map Unit Setting National map unit symbol: 2v75y Elevation: 30 to 450 feet Mean annual precipitation: 40 to 55 inches Mean annual air temperature: 59 to 70 degrees F Frost-free period: 200 to 280 days Farmland classification: All areas are prime farmland Map Unit Composition Norfolk and similar soils: 83 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Norfolk Setting Landform: Flats on marine terraces, broad interstream divides on marine terraces Landform position (three-dimensional):Talf Down-slope shape: Convex, linear Across-slope shape: Convex, linear Parent material: Loamy marine deposits Typical profile Ap- 0 to 8 inches: loamy sand E- 8 to 14 inches: loamy sand Bt- 14 to 65 inches: sandy clay loam BC- 65 to 80 inches: sandy clay loam Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 40 to 72 inches Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Moderate (about 6.9 inches) Interpretive groups Land capability classification (irrigated): None specified 17 Custom Soil Resource Report Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Hydric soil rating: No 18 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nres142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 19 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 20 SUPPORT DOCUMENTS Stream Classification CE N C/Ns CJ EST. 10 yr CAR li 82J _ \. C Q Zoom to S'' Surface Water Classifications: ^ m X / Stream Index: 18,(20.7) / Ross WestRo Stream Name: CAPE FEAR RIVER Description: From Dunn water supply intake $ti to a point 8.2 mile upstream of Carvers Creek Classification: WS V , ea / e/id Date of Class.: August 2,1992 / What does this Class.mean? View ,Le 7 River Basin: Cape Fear , (7 I a x 3 t00r Z. v Gunn 4:t `9 R , .1 Godwin 0 v d CALCULATIONS &ANALYSIS Weighted Curve Number C 1 EST. 0 y CAR Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 SOIL WEIGHTED CN VALUES PRE-De veloped DA#1 Curve Numbers for Hydrologic Soil Group A B C D Open Space(Lawns,Parks) Poor Condition 68 79 86 89 Fair Condition 49 69 79 84 Good Condition 39 61 74 80 Impervious Areas Parking Lots,Roofs Paved;Curbs 98 98 98 98 Paved;Open Ditches 83 89 98 98 Gravel 76 85 89 91 Dirt 72 82 85 88 Woods Poor Condition 45 66 77 83 Fair Condition 36 60 73 79 Good Condition 30 55 70 77 Residential 1/8 acre or less 65 77 85 92 1/4 acre 38 61 75 87 1/3 acre 30 57 72 86 1/2 acre 25 54 70 85 1 acre 20 51 68 84 2 acre 12 46 65 82 Types of Soils with in Drainage Area Soil Area in Drainage Area Soil Name Hydrologic Group Drainage Area= 30.49 ac Coxville Loam(Co) C Total Area in"A Soils= 14.62 ac Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac Grantham Loam(Gr) C Total Area in"C"Soils 15.87 ac Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac Use the following CN Values for each Land Use Poor Fair Good Open Space= 77 65 57 Impervious Surface= 98 98 98 Wooded Area= 62 55 51 Gravel Area= 83 83 83 Land Uses in Sub-Basin Open Space 15.25 ac Impervious 0.00 ac Wooded 15.25 ac Gravel 0.00 ac Poor Fair Good Weighted CN Value 70 60 54 Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 SOIL WEIGHTED CN VALUES PRE-Developed DA#2 Curve Numbers for Hydrologic Soil Group A B C D Open Space(Lawns,Parks) Poor Condition 68 79 86 89 Fair Condition 49 69 79 84 Good Condition 39 61 74 80 Impervious Areas Parking Lots,Roofs Paved;Curbs 98 98 98 98 Paved;Open Ditches 83 89 98 98 Gravel 76 85 89 91 Dirt 72 82 85 88 Woods Poor Condition 45 66 77 83 Fair Condition 36 60 73 79 Good Condition 30 55 70 77 Residential 1/8 acre or less 65 77 85 92 1/4 acre 38 61 75 87 1/3 acre 30 57 72 86 1/2 acre 25 54 70 85 1 acre 20 51 68 84 2 acre 12 46 65 82 Types of Soils with in Drainage Area Soil Area in Drainage Area Soil Name Hydrologic Group Drainage Area= 1.11 ac Coxville Loam(Co) C Total Area in"A Soils= 0.00 ac Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac Grantham Loam(Gr) C Total Area in"C"Soils 1.11 ac Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac Use the following CN Values for each Land Use Poor Fair Good Open Space= 86 79 74 Impervious Surface= 98 98 98 Wooded Area= 77 73 70 Gravel Area= 89 89 89 Land Uses in Sub-Basin Open Space 0.11 ac Impervious 0.00 ac Wooded 1.00 ac Gravel 0.00 ac Poor Fair Good Weighted CN Value 78 74 70 Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 SOIL WEIGHTED CN VALUES POST-Developed to Pond DA#3 Curve Numbers for Hydrologic Soil Group A B C D Open Space(Lawns,Parks) Poor Condition 68 79 86 89 Fair Condition 49 69 79 84 Good Condition 39 61 74 80 Impervious Areas Parking Lots,Roofs Paved;Curbs 98 98 98 98 Paved;Open Ditches 83 89 98 98 Gravel 76 85 89 91 Dirt 72 82 85 88 Woods Poor Condition 45 66 77 83 Fair Condition 36 60 73 79 Good Condition 30 55 70 77 Residential 1/8 acre or less 65 77 85 92 1/4 acre 38 61 75 87 1/3 acre 30 57 72 86 1/2 acre 25 54 70 85 1 acre 20 51 68 84 2 acre 12 46 65 82 Types of Soils with in Drainage Area Soil Area in Drainage Area Soil Name Hydrologic Group Drainage Area= 25.13 ac Coxville Loam(Co) C Total Area in"A Soils= 13.13 ac Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac Grantham Loam(Gr) C Total Area in"C"Soils 12.00 ac Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac Use the following CN Values for each Land Use Poor Fair Good Open Space= 77 63 56 Impervious Surface= 98 98 98 Wooded Area= 60 54 49 Gravel Area= 82 82 82 Land Uses in Sub-Basin Open Space 13.72 ac Impervious 11.41 ac Wooded 0.00 ac Gravel 0.00 ac Poor Fair Good Weighted CN Value 86 79 75 Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 SOIL WEIGHTED CN VALUES POST-Developed Bypass DA#4 Curve Numbers for Hydrologic Soil Group A B C D Open Space(Lawns,Parks) Poor Condition 68 79 86 89 Fair Condition 49 69 79 84 Good Condition 39 61 74 80 Impervious Areas Parking Lots,Roofs Paved;Curbs 98 98 98 98 Paved;Open Ditches 83 89 98 98 Gravel 76 85 89 91 Dirt 72 82 85 88 Woods Poor Condition 45 66 77 83 Fair Condition 36 60 73 79 Good Condition 30 55 70 77 Residential 1/8 acre or less 65 77 85 92 1/4 acre 38 61 75 87 1/3 acre 30 57 72 86 1/2 acre 25 54 70 85 1 acre 20 51 68 84 2 acre 12 46 65 82 Types of Soils with in Drainage Area Soil Area in Drainage Area Soil Name Hydrologic Group Drainage Area= 4.38 ac Coxville Loam(Co) C Total Area in"A Soils= 1.49 ac Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac Grantham Loam(Gr) C Total Area in"C"Soils 2.89 ac Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac Use the following CN Values for each Land Use Poor Fair Good Open Space= 80 69 62 Impervious Surface= 98 98 98 Wooded Area= 66 60 56 Gravel Area= 85 85 85 Land Uses in Sub-Basin Open Space 4.38 ac Impervious 0.00 ac Wooded 0.00 ac Gravel 0.00 ac Poor Fair Good Weighted CN Value 80 69 62 Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 SOIL WEIGHTED CN VALUES POST-Developed Bypass DA#5 Curve Numbers for Hydrologic Soil Group A B C D Open Space(Lawns,Parks) Poor Condition 68 79 86 89 Fair Condition 49 69 79 84 Good Condition 39 61 74 80 Impervious Areas Parking Lots,Roofs Paved;Curbs 98 98 98 98 Paved;Open Ditches 83 89 98 98 Gravel 76 85 89 91 Dirt 72 82 85 88 Woods Poor Condition 45 66 77 83 Fair Condition 36 60 73 79 Good Condition 30 55 70 77 Residential 1/8 acre or less 65 77 85 92 1/4 acre 38 61 75 87 1/3 acre 30 57 72 86 1/2 acre 25 54 70 85 1 acre 20 51 68 84 2 acre 12 46 65 82 Types of Soils with in Drainage Area Soil Area in Drainage Area Soil Name Hydrologic Group Drainage Area= 1.11 ac Coxville Loam(Co) C Total Area in"A Soils= 0.00 ac Exum Loam(ExA) C Total Area in"B"Soils 0.00 ac Grantham Loam(Gr) C Total Area in"C"Soils 1.11 ac Norfolk Loamy Sand(NoB) A Total Area in"D"Soils= 0.00 ac Use the following CN Values for each Land Use Poor Fair Good Open Space= 86 79 74 Impervious Surface= 98 98 98 Wooded Area= 77 73 70 Gravel Area= 89 89 89 Land Uses in Sub-Basin Open Space 1.11 ac Impervious 0.00 ac Wooded 0.00 ac Gravel 0.00 ac Poor Fair Good Weighted CN Value 86 79 74 CALCULATIONS &ANALYSIS SCM Design Worksheets CEST. 10 NTH CARc)\- Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 WATER QUALITY&SURFACE AREA CALCULATION Wet Detention Pond#1 1) Calculate percent impervious draining to pond. Impervious Summary Lots(3000sf/lot) 7.99 ac Drainage Area= 25.13 acres Pump Station 0.01 ac Impervious Area= 11.41 acres ROW 3.33 ac Mailbox Kiosk 0.07 ac %Imperv.= 45.40 % 2) Find the volume of the 1.0"storm using the"Simple Method"(Schueler 1987): The volume of the 1"storm must be detained in the pond above the permanent pool and must be drawn down over a period of two to five days. Rv= 0.05+0.009(I) Rv= runoff coefficient(ratio of runoff to rainfall in inches) I= percent impervious Rv= 0.459 in/in Volume of 1.0"storm(must exceed 3630 cf): WQv=3630 x RD x Rv XA WQv=volume ofrunoofgnerated from design storm RD=Design storm= 1 inch Rv=Runoff Coef= 0.459 inch/inch A=Drainage Area= 25.13 acre WQv= 41,829 1?3 3) Determine Surface Area to Drainage Area Ratio&Surface of Permanent Pool(Water Quality) Table 1:Piedmont and Mountain SA/DA Table(Adapted from Driscoll,1986) Permanent Pool Average Depth(ft) Percent Impervious Cover 3.0 4.0 5.0 6.0 7.0 8.0 ' 10% 0.51 0.43 0.37 0.30 0.27 0.25 ' 20% 0.84 0-69 0.61 0.51 0.44 0.40 ' 30% 1.17 0.81 0.84 0.72 0.61 0.56 I40% 1.51 1.22 1.09 0.91 0.78 0.71 ' 50% 1.79 147 1.31 1.13 0.95 0.87 ' 60% 2.09 1_73 149 1.31 1.12 t03 ' 70% 2.51 2 04 1.80 1.56 1.34 1.17 1 80% 2.92 2-36 2.07 1.82 1.62 1.40 90% 3.25 2.64 2.31 2.04 1.84 1.59 Desired Depth= 4 ft Imp.% Ratio Lower Limit= 40.00 1.22 Upper Limit= 50.00 1.47 Minimum SARequired= 14,831 R2 Actual= 45.40 1.36 Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 POND 3OLUMES Wet Detention Pond#1 Total Main Pool Stage Volume Cumulative Storage Stage Level Elevation(ft) Area(sf) (cf) (cf) Permanent Pool Volume Check 0 132.5 16808 0 0 Main Pool Vol= 113076 cf 0.5 133 17440 8562 8562 Main Pool SA= 25639 sf 1.5 134 18729 18085 26647 Main Pool-80-85% SAS 85% 2.5 135 20051 19390 46037 Main Pool SACheck YES 3.5 136 21406 20729 66765 4.5 137 22788 22097 88862 5 137.5 23490 11570 100432 5.5 138 25639 24214 113076 Total Forebay Volume Forebay Volume Check Stage Volume Cumulative Storage Stage Level Elevation(ft) Area(sf) (cf) (cf) Total P.Pool Vol= 133531 cf 0 133.5 2500 0 0 Total Forebay Vol= 20456 cf 0.5 134 2907 1352 1352 Is Forebay—15-20% YES 15% 1.5 135 3776 3342 4693 2.5 136 4720 4248 8941 3.5 137 5738 5229 14170 4.5 138 6833 6286 20456 Temporary Pool Volume Temporary Pool Volume Check Stage Volume Cumulative Storage Stage Level Elevation(ft) Area(sf) (cf) (cf) WQ Volume= 41829 cf 0 138 32472 0 0 Temp.Pool Vol= 46094 cf 1 139 37109 34791 34791 Volume Enough SAS 1.5 139.3 38246 11303 46094 Average Depth Calculation: VPP—Vshelf D.,= Vshelf= 541 cf Abottomofshelf Dmax over shelf= 0.5 ft Where: Deg = Average depth in feet Perimeter= 721 ft VPP = Total volume of permanent pool(feet') V.,.. = Volume over the shelf only(feels)—see below Width= 3 ft Ammm al snail = Area of wet pond at the bottom of the shelf(feet5) V.,.r= 0.5•Depthm.,...,,,n..•Perimeters.,,rm•Width......,part sums UPs= 113076 cf Where: Dm....,.,.r = Depth of water at the deep side of the shelf as Ahpnom of shelf= 23490 sf 137.50 elev measured at permanent pool(feet) D, = 4.79 ft Perimetere., .v m = Perimeter of permanent pool at the bottom of the `4 shelf(feet) Width.,mm.,mu p.a.u o= Width from the deep side to the dry side of the shelf as measured at permanent pool(feet) Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 WATER QUALITY°LUME DRAW DOWN CALCULATION Wet Detention Pond#1 1) Input Orifice and Spillway Information Orifice Diameter= 3.00 in Orfice Coefficent= 0.60 Volume Provided= 46,094 ci Number Orifices= 1.00 Inv Orfice= 138.00 Inv Primary Spillway= 139.30 2) Calculate Area,Head and Discharge Flow Q=C'o A.J 2gh g=32.2 ft/sr h=use h/3 to simulate decreasing head A=cross section area of orifice discharge cfs discharge cfs Orfice Cross Section Area= 0.049 si Average head= 0.433 feet Discharge= 0.156 cfs 3) Calculate Drawn Down Time Tim e= Volume/Flowrate Drawdown Time= 3.43 days Check= OK Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 RISER ANTI-FLOATATION Wet Detention Pond#1 Step 1. DETERMINE BOUYANT FORCES Volume=Depth*Area Depth—Riser Top Elev-Riser Bottom Elev Riser Top Elev.= 422.5 ft Bottom of Riser Elev.= 413.27 ft Riser Wall Thickness= 6.00 in Diameter of Manhole= 6.00 ft Area=pi*diameter^2/4 Area(@outside diam)= 38.48 sf Volume= 355.21 cf times wt of water 62.4 lbs/cf Bouyant Force= 22,165 lbs Step 2. DETERMINE COUNTERWEIGHT REQUIREMENTS Riser Top Top Elevation= 422.5 Thickness= 0 inches Outside Diam= 7.00 ft Volume= 0.00 cf Riser Walls Inside Diam= 6.00 ft Wall Thickness= 6.00 in Height= 9.23 ft Volume= 94.24 cf Riser Bottom-Extended Base Bottom Elevation= 413.27 Diameter= 0.00 ft Thickness= 6.00 in Summary Volume= 0.00 cf Add minimum 93 inches below invert ofpond Total Volume= 94.24 cf xunit weight of reinforced conc. 150 lbs/cf Counterweight = 14,136 lbs Factor of SafetyProvided(FSP)= 0.64 Additional Concrete Required(YN)= Amount of Concrete Required= 14,679 lbs Step 3. ADD CONCRETE BELOWINVERTINRISER Area of Riser (@reside diam)= 28.27 sf Volume Required= 167.57 cf Calculated Depth of Concrete= 5.93 ft Actual Depth Used= 93 in Backcheck Volume= 219.13 cf Backcheck Weight of Added Conc (150-62.4)= 19195 lb Factor of Safety= 1.31 Factor of Safety>1.30(VN)= CALCULATIONS &ANALYSIS Hydra flow Routing CE N G/Ns CJ 1 0 ycAR 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 1 2 4 6 5 1 I 1 Legend Hyd. Origin Description 1 SCS Runoff Pre-Development DA#1 =>SITE 2 SCS Runoff Pre-Development DA#2 4 SCS Runoff Post Develoment DA#4=>By-Pass SCM 5 SCS Runoff Post Develoment DA#5=>By-Pass SCM 6 SCS Runoff Post Development DA#3=>To SCM 7 Reservoir SCM Routing 8 Combine Post-Development DA#1 =>SITE Project: Godwin - Routing.gpw Wednesday, 10/25/2023 2 Hydrograph Return Period Recap Yraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 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 3.714 7.304 25.51 39.88 66.57 Pre-Development DA#1 =>SITE 2 SCS Runoff 1.698 2.394 5.004 6.766 9.782 Pre-Development DA#2 4 SCS Runoff 2.338 4.231 12.37 18.30 29.03 Post Develoment DA#4=>By-Pass 5 SCS Runoff 1.698 2.394 5.004 6.766 9.782 Post Develoment DA#5=>By-Pass 6 SCS Runoff 33.38 47.39 100.56 136.37 197.86 I Post Development DA#3=>To SCM 7 Reservoir 6 1.207 2.118 22.25 1 86.96 181.47 SCM Routing 8 Combine 4,7 2.473 4.405 24.26 92.50 200.46 Post-Development DA#1 =>SITE Proj. file: Godwin- Routing.gpw Wednesday, 10/25/2023 3 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 3.714 1 759 40,815 Pre-Development DA#1 =>SITE 2 SCS Runoff 1.698 1 720 3,918 Pre-Development DA#2 4 SCS Runoff 2.338 1 721 6,978 Post Develoment DA#4=>By-Pass 5 SCS Runoff 1.698 1 720 3,918 Post Develoment DA#5=>By-Pass 6 SCS Runoff 33.38 1 723 93,530 I Post Development DA#3=>To SCM 7 Reservoir 1.207 1 958 61,643 6 139.60 59,309 SCM Routing 8 Combine 2.473 1 721 68,621 4,7 Post-Development DA#1 =>SITE Godwin - Routing.gpw Return Period: 1 Year Wednesday, 10/25/2023 4 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 1 Pre-Development DA #1 => SITE Hydrograph type = SCS Runoff Peak discharge = 3.714 cfs Storm frequency = 1 yrs Time to peak = 759 min Time interval = 1 min Hyd. volume = 40,815 cuft Drainage area = 30.490 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 58.70 min Total precip. = 3.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#1 => SITE Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs) 4.00 4.00 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 Hyd No. 1 Time(min) 5 TR55 Tc Worksheet Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. No. 1 Pre-Development DA #1 => SITE Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.38 0.00 0.00 Land slope (%) = 0.30 0.00 0.00 Travel Time (min) = 44.63 + 0.00 + 0.00 = 44.63 Shallow Concentrated Flow Flow length (ft) = 1551 .00 0.00 0.00 Watercourse slope (%) = 1.40 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =1.91 0.00 0.00 Travel Time (min) = 13.54 + 0.00 + 0.00 = 13.54 Channel Flow X sectional flow area (sqft) = 0.00 24.00 0.00 Wetted perimeter (ft) = 0.00 16.00 0.00 Channel slope (%) = 0.00 2.10 0.00 Manning's n-value = 0.045 0.030 0.015 Velocity (ft/s) =0.00 9.44 0.00 Flow length (ft) ({0})0.0 281.0 0.0 Travel Time (min) = 0.00 + 0.50 + 0.00 = 0.50 Total Travel Time, Tc 58.70 min 6 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 2 Pre-Development DA #2 Hydrograph type = SCS Runoff Peak discharge = 1.698 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 3,918 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#2 Q (cfs) Hyd. No. 2-- 1 Year Q (cfs) 2.00 2.00 1.00 1 1.00 0.00 - l 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time(min) 7 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 4 Post Develoment DA #4 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 2.338 cfs Storm frequency = 1 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 6,978 cuft Drainage area = 4.380 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#4 => By-Pass SCM Q (cfs) Hyd. No. 4-- 1 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 IL4-'""s"""-L 0.00 k 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) 8 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 5 Post Develoment DA #5 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 1.698 cfs Storm frequency = 1 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 3,918 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#5 => By-Pass SCM Q (cfs) Hyd. No. 5-- 1 Year Q (cfs) 2.00 2.00 1.00 1 1.00 0.00 - l 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time(min) 9 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 6 Post Development DA#3 => To SCM Hydrograph type = SCS Runoff Peak discharge = 33.38 cfs Storm frequency = 1 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 93,530 cuft Drainage area = 26.500 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 3.10 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Development DA#3 => To SCM Q (cfs) Hyd. No. 6-- 1 Year Q (cfs) 35.001. 35.00 30.00 30.00 1 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 j— **.*--***""*"-------- . 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) 10 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 7 SCM Routing Hydrograph type = Reservoir Peak discharge = 1.207 cfs Storm frequency = 1 yrs Time to peak = 958 min Time interval = 1 min Hyd. volume = 61,643 cuft Inflow hyd. No. = 6 - Post Development DA#3 = .51IMation = 139.60 ft Reservoir name = Wet Detention Basin#1 Max. Storage = 59,309 cuft Storage Indication method used. SCM Routing Q (cfs) Hyd. No. 7-- 1 Year Q (cfs) 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 - 0.00 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Time(min) Hyd No. 7 Hyd No. 6 I I Total storage used = 59,309 cuft Pond Report 11 Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Pond No. 1 - Wet Detention Basin#1 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation= 138.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 138.00 34,419 0 0 1.00 139.00 37,950 36,185 36,185 2.00 140.00 38,961 38,456 74,640 3.00 141.00 39,985 39,473 114,113 4.00 142.00 41,018 40,502 154,615 5.00 143.00 42,041 41,530 196,144 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 24.00 3.00 4.00 0.00 Crest Len(ft) = 18.85 75.00 0.00 0.00 Span(in) = 24.00 3.00 4.00 0.00 Crest El.(ft) = 140.25 141.25 0.00 0.00 No.Barrels = 1 1 6 0 Weir Coeff. = 3.33 3.00 3.33 3.33 Invert El.(ft) = 137.80 138.00 139.30 0.00 Weir Type = 1 Rect --- --- Length(ft) = 38.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 0.50 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 Yes Yes No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 138.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- 0.000 1.00 36,185 139.00 0.25 ic 0.22 ic 0.00 --- 0.00 0.00 --- --- 0.221 2.00 74,640 140.00 2.14 oc 0.29 ic 1.84 ic --- 0.00 0.00 --- --- --- 2.135 3.00 114,113 141.00 20.58 oc 0.07 ic 0.71 ic --- 19.80 s 0.00 --- --- --- 20.57 4.00 154,615 142.00 27.00 ic 0.03 ic 0.30 ic --- 26.61 s 146.14 --- --- --- 173.08 5.00 196,144 143.00 30.98 ic 0.02 ic 0.19 ic --- 30.60 s 520.88 --- --- --- 551.69 12 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 8 Post-Development DA#1 => SITE Hydrograph type = Combine Peak discharge = 2.473 cfs Storm frequency = 1 yrs Time to peak = 721 min Time interval = 1 min Hyd. volume = 68,621 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac Post-Development DA#1 => SITE Q (cfs) Hyd. No. 8-- 1 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 \ 1.00 Win_M 0.00 &MUM 0.00 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Time(min) Hyd No. 8 Hyd No. 4 Hyd No. 7 13 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 7.304 1 753 66,383 Pre-Development DA#1 =>SITE 2 SCS Runoff 2.394 1 720 5,446 Pre-Development DA#2 4 SCS Runoff 4.231 1 720 11,002 Post Develoment DA#4=>By-Pass 5 SCS Runoff 2.394 1 720 5,446 Post Develoment DA#5=>By-Pass 6 SCS Runoff 47.39 1 723 130,012 I Post Development DA#3=>To SCM 7 Reservoir 2.118 1 878 97,400 6 139.99 74,292 SCM Routing 8 Combine 4.405 1 720 108,401 4,7 Post-Development DA#1 =>SITE Godwin - Routing.gpw Return Period: 2 Year Wednesday, 10/25/2023 14 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 1 Pre-Development DA #1 => SITE Hydrograph type = SCS Runoff Peak discharge = 7.304 cfs Storm frequency = 2 yrs Time to peak = 753 min Time interval = 1 min Hyd. volume = 66,383 cuft Drainage area = 30.490 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 58.70 min Total precip. = 3.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#1 => SITE Q (cfs) Hyd. No. 1 --2 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 I 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) 15 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 2 Pre-Development DA #2 Hydrograph type = SCS Runoff Peak discharge = 2.394 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 5,446 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#2 Q (cfs) Hyd. No. 2--2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 J ...------- ,MM1m. IN 0.00 - % 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time(min) 16 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 4 Post Develoment DA #4 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 4.231 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 11,002 cuft Drainage area = 4.380 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#4 => By-Pass SCM Q (cfs) Hyd. No. 4--2 Year Q (cfs) 5.00 5.00 4.00 4.00 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 Hyd No. 4 Time(min) 17 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 5 Post Develoment DA #5 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 2.394 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 5,446 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#5 => By-Pass SCM Q (cfs) Hyd. No. 5--2 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 J ...-------- ,MM1m. IN 0.00 - % 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time(min) 18 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 6 Post Development DA#3 => To SCM Hydrograph type = SCS Runoff Peak discharge = 47.39 cfs Storm frequency = 2 yrs Time to peak = 723 min Time interval = 1 min Hyd. volume = 130,012 cuft Drainage area = 26.500 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 3.66 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Development DA#3 => To SCM Q (cfs) Hyd. No. 6--2 Year Q (cfs) 50.00 50.00 40.00 l 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 ‘ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) 19 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 7 SCM Routing Hydrograph type = Reservoir Peak discharge = 2.118 cfs Storm frequency = 2 yrs Time to peak = 878 min Time interval = 1 min Hyd. volume = 97,400 cuft Inflow hyd. No. = 6 - Post Development DA#3 = .911 Mation = 139.99 ft Reservoir name = Wet Detention Basin#1 Max. Storage = 74,292 cuft Storage Indication method used. SCM Routing Q (cfs) Hyd. No. 7--2 Year Q (cfs) 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - -� 0.00 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Time(min) Hyd No. 7 Hyd No. 6 I I Total storage used = 74,292 cuft 20 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 8 Post-Development DA#1 => SITE Hydrograph type = Combine Peak discharge = 4.405 cfs Storm frequency = 2 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 108,401 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac Post-Development DA#1 => SITE Q (cfs) Hyd. No. 8--2 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 - 0.00 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 Time(min) Hyd No. 8 Hyd No. 4 Hyd No. 7 21 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 25.51 1 751 180,172 Pre-Development DA#1 =>SITE 2 SCS Runoff 5.004 1 719 11,323 Pre-Development DA#2 4 SCS Runoff 12.37 1 720 28,441 Post Develoment DA#4=>By-Pass 5 SCS Runoff 5.004 1 719 11,323 Post Develoment DA#5=>By-Pass 6 SCS Runoff 100.56 1 722 270,336 I Post Development DA#3=>To SCM 7 Reservoir 22.25 1 738 235,961 6 141.19 121,958 SCM Routing 8 Combine 24.26 1 737 264,402 4,7 Post-Development DA#1 =>SITE Godwin - Routing.gpw Return Period: 10 Year Wednesday, 10/25/2023 22 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 1 Pre-Development DA #1 => SITE Hydrograph type = SCS Runoff Peak discharge = 25.51 cfs Storm frequency = 10 yrs Time to peak = 751 min Time interval = 1 min Hyd. volume = 180,172 cuft Drainage area = 30.490 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 58.70 min Total precip. = 5.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#1 => SITE Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs) 28.00 28.00 1 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) 23 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 2 Pre-Development DA #2 Hydrograph type = SCS Runoff Peak discharge = 5.004 cfs Storm frequency = 10 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 11,323 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#2 Q (cfs) Hyd. No. 2-- 10 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 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 Hyd No. 2 Time(min) 24 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 4 Post Develoment DA #4 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 12.37 cfs Storm frequency = 10 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 28,441 cuft Drainage area = 4.380 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#4 => By-Pass SCM Q (cfs) Hyd. No. 4-- 10 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 ,' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) 25 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 5 Post Develoment DA #5 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 5.004 cfs Storm frequency = 10 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 11,323 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#5 => By-Pass SCM Q (cfs) Hyd. No. 5-- 10 Year Q (cfs) 6.00 6.00 5.00 5.00 4.00 4.00 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 Hyd No. 5 Time(min) 26 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 6 Post Development DA#3 => To SCM Hydrograph type = SCS Runoff Peak discharge = 100.56 cfs Storm frequency = 10 yrs Time to peak = 722 min Time interval = 1 min Hyd. volume = 270,336 cuft Drainage area = 26.500 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 5.55 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Development DA#3 => To SCM Q (cfs) Hyd. No. 6-- 10 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) 27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 7 SCM Routing Hydrograph type = Reservoir Peak discharge = 22.25 cfs Storm frequency = 10 yrs Time to peak = 738 min Time interval = 1 min Hyd. volume = 235,961 cuft Inflow hyd. No. = 6 - Post Development DA#3 = .51I ation = 141.19 ft Reservoir name = Wet Detention Basin#1 Max. Storage = 121,958 cuft Storage Indication method used. SCM Routing Q (cfs) Hyd. No. 7-- 10 Year Q (cfs) 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 — ` - 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 Time(min) Hyd No. 7 Hyd No. 6 I I Total storage used = 121,958 cuft 28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 8 Post-Development DA#1 => SITE Hydrograph type = Combine Peak discharge = 24.26 cfs Storm frequency = 10 yrs Time to peak = 737 min Time interval = 1 min Hyd. volume = 264,402 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac Post-Development DA#1 => SITE Q (cfs) Hyd. No. 8-- 10 Year Q (cfs) 28.00 28.00 24.00 24.00 1/ 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 - s 1 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 Time(min) Hyd No. 8 Hyd No. 4 Hyd No. 7 29 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak 'Time Time to I Hyd. Inflow 'Maximum I Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 39.88 1 750 267,019 Pre-Development DA#1 =>SITE 2 SCS Runoff 6.766 1 719 15,377 Pre-Development DA#2 4 SCS Runoff 18.30 1 720 41,521 Post Develoment DA#4=>By-Pass 5 SCS Runoff 6.766 1 719 15,377 Post Develoment DA#5=>By-Pass 6 SCS Runoff 136.37 1 722 367,111 I Post Development DA#3=>To SCM 7 Reservoir 86.96 1 729 332,084 6 141.67 141,242 SCM Routing 8 Combine 92.50 1 729 373,606 4,7 Post-Development DA#1 =>SITE Godwin - Routing.gpw Return Period: 25 Year Wednesday, 10/25/2023 30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 1 Pre-Development DA #1 => SITE Hydrograph type = SCS Runoff Peak discharge = 39.88 cfs Storm frequency = 25 yrs Time to peak = 750 min Time interval = 1 min Hyd. volume = 267,019 cuft Drainage area = 30.490 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 58.70 min Total precip. = 6.74 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#1 => SITE Q (cfs) Hyd. No. 1 --25 Year Q (cfs) 40.00 40.00 I 30.00 30.00 20.00 20.00 10.00 10.00 0.00 - ` 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) 31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 2 Pre-Development DA #2 Hydrograph type = SCS Runoff Peak discharge = 6.766 cfs Storm frequency = 25 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 15,377 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.74 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#2 Q (cfs) Hyd. No. 2--25 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 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 Hyd No. 2 Time(min) 32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 4 Post Develoment DA #4 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 18.30 cfs Storm frequency = 25 yrs Time to peak = 720 min Time interval = 1 min Hyd. volume = 41,521 cuft Drainage area = 4.380 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.74 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#4 => By-Pass SCM Q (cfs) Hyd. No. 4--25 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 `I 12.00 9.00 9.00 6.00 6.00 3.00 3.00 J _ 0.00 % 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) 33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 5 Post Develoment DA #5 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 6.766 cfs Storm frequency = 25 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 15,377 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.74 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#5 => By-Pass SCM Q (cfs) Hyd. No. 5--25 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 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 Hyd No. 5 Time(min) 34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 6 Post Development DA#3 => To SCM Hydrograph type = SCS Runoff Peak discharge = 136.37 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 1 min Hyd. volume = 367,111 cuft Drainage area = 26.500 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 6.74 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Development DA#3 => To SCM Q (cfs) Hyd. No. 6--25 Year Q (cfs) 140.00 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 - % - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) 35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 7 SCM Routing Hydrograph type = Reservoir Peak discharge = 86.96 cfs Storm frequency = 25 yrs Time to peak = 729 min Time interval = 1 min Hyd. volume = 332,084 cuft Inflow hyd. No. = 6 - Post Development DA#3 = .811 ation = 141.67 ft Reservoir name = Wet Detention Basin#1 Max. Storage = 141,242 cuft Storage Indication method used. SCM Routing Q (cfs) Hyd. No. 7--25 Year Q (cfs) 140.00 1 140.00 120.00 120.00 100.00 100.00 80.00 80.00 60.00 60.00 40.00 40.00 20.00 20.00 0.00 0.00 0 180 360 540 720 900 1080 1260 1440 1620 1800 Time(min) Hyd No. 7 Hyd No. 6 I Total storage used = 141,242 cuft 36 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 8 Post-Development DA#1 => SITE Hydrograph type = Combine Peak discharge = 92.50 cfs Storm frequency = 25 yrs Time to peak = 729 min Time interval = 1 min Hyd. volume = 373,606 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac Post-Development DA#1 => SITE Q (cfs) Hyd. No. 8--25 Year Q (cfs) 100.00 100.00 90.00 90.00 80.00 80.00 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0 180 360 540 720 900 1080 1260 1440 1620 1800 Time(min) Hyd No. 8 Hyd No. 4 Hyd No. 7 37 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Hyd. Hydrograph Peak 'Time Time to Hyd. Inflow 'Maximum I Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 66.57 1 749 429,036 Pre-Development DA#1 =>SITE 2 SCS Runoff 9.782 1 719 22,497 Pre-Development DA#2 4 SCS Runoff 29.03 1 719 65,674 Post Develoment DA#4=>By-Pass 5 SCS Runoff 9.782 1 719 22,497 Post Develoment DA#5=>By-Pass 6 SCS Runoff 197.86 1 722 537,099 I Post Development DA#3=>To SCM 7 Reservoir 181.47 1 725 501,434 6 142.03 155,753 SCM Routing 8 Combine 200.46 1 724 567,108 4,7 Post-Development DA#1 =>SITE Godwin - Routing.gpw Return Period: 100 Year Wednesday, 10/25/2023 38 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 1 Pre-Development DA #1 => SITE Hydrograph type = SCS Runoff Peak discharge = 66.57 cfs Storm frequency = 100 yrs Time to peak = 749 min Time interval = 1 min Hyd. volume = 429,036 cuft Drainage area = 30.490 ac Curve number = 60 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 58.70 min Total precip. = 8.73 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#1 => SITE Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 70.00 70.00 60.00 60.00 50.00 50.00 40.00 40.00 I 30.00 30.00 20.00 20.00 I 10.00 i 10.00 - 0.00 - �- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) 39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 2 Pre-Development DA #2 Hydrograph type = SCS Runoff Peak discharge = 9.782 cfs Storm frequency = 100 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 22,497 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 8.73 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Pre-Development DA#2 Q (cfs) Hyd. No. 2-- 100 Year Q (cfs) 10.00 10.00 8.00 1 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 2 Time(min) 40 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 4 Post Develoment DA #4 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 29.03 cfs Storm frequency = 100 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 65,674 cuft Drainage area = 4.380 ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 8.73 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#4 => By-Pass SCM Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) 41 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 5 Post Develoment DA #5 => By-Pass SCM Hydrograph type = SCS Runoff Peak discharge = 9.782 cfs Storm frequency = 100 yrs Time to peak = 719 min Time interval = 1 min Hyd. volume = 22,497 cuft Drainage area = 1.110 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 8.73 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Develoment DA#5 => By-Pass SCM Q (cfs) Hyd. No. 5-- 100 Year Q (cfs) 10.00 10.00 8.00 1 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time(min) 42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 6 Post Development DA#3 => To SCM Hydrograph type = SCS Runoff Peak discharge = 197.86 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 1 min Hyd. volume = 537,099 cuft Drainage area = 26.500 ac Curve number = 74 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 15.00 min Total precip. = 8.73 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Post Development DA#3 => To SCM Q (cfs) Hyd. No. 6-- 100 Year Q (cfs) 210.00 210.00 180.00 180.00 1 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 6 Time(min) 43 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 7 SCM Routing Hydrograph type = Reservoir Peak discharge = 181.47 cfs Storm frequency = 100 yrs Time to peak = 725 min Time interval = 1 min Hyd. volume = 501,434 cuft Inflow hyd. No. = 6 - Post Development DA#3 = .51I ation = 142.03 ft Reservoir name = Wet Detention Basin#1 Max. Storage = 155,753 cuft Storage Indication method used. SCM Routing Q (cfs) Hyd. No. 7-- 100 Year Q (cfs) 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 J 0.00 uillll 0.00 0 180 360 540 720 900 1080 1260 1440 1620 Time(min) Hyd No. 7 Hyd No. 6 I Total storage used = 155,753 cuft 44 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Hyd. No. 8 Post-Development DA#1 => SITE Hydrograph type = Combine Peak discharge = 200.46 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 1 min Hyd. volume = 567,108 cuft Inflow hyds. = 4, 7 Contrib. drain. area = 4.380 ac Post-Development DA#1 => SITE Q (cfs) Hyd. No. 8-- 100 Year Q (cfs) 210.00 210.00 180.00 180.00 150.00 150.00 120.00 120.00 90.00 90.00 60.00 60.00 30.00 30.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 8 Hyd No. 4 Hyd No. 7 45 Hydraflow Rainfall Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 57.0356 11.9000 0.8655 2 69.0307 12.5000 0.8674 3 0.0000 0.0000 0.0000 5 69.4522 12.4000 0.8238 10 68.8066 11.9000 0.7899 25 64.1391 11.1000 0.7420 50 58.2337 10.1000 0.6979 100 53.8523 9.3000 0.6602 File name:Raleigh.IDF Intensity= B/(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 4.94 3.94 3.30 2.85 2.51 2.25 2.04 1.87 1.73 1.61 1.50 1.41 2 5.76 4.64 3.89 3.37 2.98 2.67 2.42 2.22 2.05 1.91 1.79 1.68 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.60 5.36 4.54 3.96 3.52 3.17 2.89 2.66 2.47 2.31 2.16 2.04 10 7.38 6.01 5.11 4.47 3.98 3.60 3.29 3.04 2.83 2.65 2.49 2.35 25 8.16 6.68 5.70 5.01 4.48 4.07 3.74 3.46 3.23 3.03 2.86 2.71 50 8.76 7.17 6.14 5.41 4.86 4.43 4.08 3.79 3.55 3.34 3.16 3.00 100 9.30 7.63 6.55 5.79 5.22 4.77 4.41 4.11 3.85 3.64 3.45 3.28 Tc=time in minutes.Values may exceed 60. Precip.file name:Z:\AutoCAD\Hydraflow\PCP\Fayetteville.pcp 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 3.10 3.66 0.00 0.00 5.55 6.74 0.00 8.73 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 Hydraflow Table of Contents Godwin-Routing.gpw Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday, 10/25/2023 Watershed Model Schematic 1 Hydrograph Return Period Recap 2 1 - Year Summary Report 3 Hydrograph Reports 4 Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 4 TR-55 Tc Worksheet 5 Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 6 Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 7 Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 8 Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 9 Hydrograph No. 7, Reservoir, SCM Routing 10 Pond Report -Wet Detention Basin#1 11 Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 12 2 - Year Summary Report 13 Hydrograph Reports 14 Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 14 Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 15 Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 16 Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 17 Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 18 Hydrograph No. 7, Reservoir, SCM Routing 19 Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 20 10 - Year Summary Report 21 Hydrograph Reports 22 Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 22 Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 23 Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 24 Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 25 Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 26 Hydrograph No. 7, Reservoir, SCM Routing 27 Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 28 25 - Year Summary Report 29 Hydrograph Reports 30 Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 30 Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 31 Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 32 Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 33 Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 34 Hydrograph No. 7, Reservoir, SCM Routing 35 Contents continued... Godwin-Routing.gpw Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 36 100 - Year Summary Report 37 Hydrograph Reports 38 Hydrograph No. 1, SCS Runoff, Pre-Development DA#1 => SITE 38 Hydrograph No. 2, SCS Runoff, Pre-Development DA#2 39 Hydrograph No. 4, SCS Runoff, Post Develoment DA #4 => By-Pass SCM 40 Hydrograph No. 5, SCS Runoff, Post Develoment DA #5 => By-Pass SCM 41 Hydrograph No. 6, SCS Runoff, Post Development DA#3 => To SCM 42 Hydrograph No. 7, Reservoir, SCM Routing 43 Hydrograph No. 8, Combine, Post-Development DA#1 => SITE 44 IDF Report 45 CALCULATIONS &ANALYSIS Hydraulic Grade Line CENC74;EST. 1 0 y CAR Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan k....7c,„ .1,3, ,:, *45 3,_11.1 ., g121) wrolli_ �- (- - fi`� 43 s Yjj 4. ,G 1,4!: s MA sa�.- #i$ �. ri itsit � � — �' . • ry 1YAA � - m4 omo Ow. in Om § o • a • Project File: 100 HGL.stm HGL Number of lines-88 Date: 10/26/2023 Storm Sewers v2023.00 Hydraulic Grade Line Computations Pagel Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 48 67.90 137.00 139.40 2.40 7.88 8.62 1.06 140.46 0.000 18.204 137.09 139.58 2.49** 8.21 8.27 1.06 140.64 0.000 0.000 n/a 0.96 n/a 2 48 28.53 137.19 139.58 2.39 4.62 3.65 0.59 140.17 0.000 40.967 137.60 139.18 1.58** 4.62 6.17 0.59 139.77 0.000 0.000 n/a 0.71 0.42 3 36 28.77 137.70 139.39 1.69* 4.11 7.00 0.72 140.11 0.000 109.909138.25 139.98 1.73** 4.23 6.79 0.72 140.70 0.000 0.000 n/a 1.48 n/a 4 30 27.39 138.35 139.98 1.63 3.40 8.06 0.83 140.82 0.000 47.153 138.82 140.60 1.78** 3.74 7.31 0.83 141.43 0.000 0.000 n/a 1.50 n/a 5 30 23.83 138.92 140.60 1.68 3.46 6.78 0.74 141.34 0.000 39.000 139.31 140.97 j 1.66** 3.46 6.88 0.74 141.71 0.000 0.000 n/a 0.50 n/a 6 24 23.34 139.41 141.11 1.70* 2.84 8.20 1.03 142.14 1.004 43.841 139.85 141.57 1.71** 2.87 8.14 1.03 142.60 1.003 1.003 n/a 0.54 n/a 7 24 22.77 139.95 141.60 1.65* 2.77 8.22 1.00 142.60 1.043 58.787 140.54 142.24 1.70** 2.84 8.01 1.00 143.24 1.043 1.043 n/a 1.50 n/a 8 24 21.07 140.54 142.54 2.00* 3.14 6.71 0.70 143.24 0.868 159.290141.73 143.92 2.00 3.14 6.71 0.70 144.62 0.868 0.868 1.383 1.50 1.05 9 24 18.70 141.80 144.97 2.00 2.62 5.95 0.55 145.52 0.684 196.843145.04 146.60 j 1.56** 2.62 7.13 0.79 147.39 0.758 0.721 n/a 1.50 n/a 10 24 15.72 145.14 146.76 1.62* 2.72 5.78 0.52 147.28 0.496 92.780 145.60 147.22 1.62 2.72 5.78 0.52 147.74 0.497 0.496 0.460 1.50 0.78 11 24 13.65 145.70 148.00 2.00 3.14 4.35 0.29 148.29 0.364 140.503146.40 148.51 2.00 3.14 4.35 0.29 148.80 0.364 0.364 0.512 1.50 0.44 12 18 7.89 146.50 148.95 1.50 1.77 4.47 0.31 149.26 0.565 277.116149.00 150.39 1.39 1.71 4.63 0.33 150.72 0.489 0.527 1.461 1.50 0.50 13 18 6.94 149.10 150.89 1.50 1.77 3.93 0.24 151.12 0.437 24.500 149.22 150.99 1.50 1.77 3.93 0.24 151.23 0.437 0.437 0.107 1.12 0.27 14 18 6.71 149.32 151.26 1.50 1.77 3.80 0.22 151.48 0.408 51.517 149.58 151.47 1.50 1.77 3.80 0.22 151.69 0.408 0.408 0.210 1.55 0.35 15 15 1.86 149.68 151.82 1.25 1.23 1.52 0.04 151.85 0.083 82.153 150.50 151.89 1.25 1.23 1.52 0.04 151.92 0.083 0.083 0.068 0.50 0.02 16 15 1.60 150.60 151.90 1.25 1.23 1.30 0.03 151.93 0.061 50.177 151.10 151.92 0.82 0.85 1.89 0.06 151.97 0.106 0.084 0.042 1.50 0.08 17 15 1.27 151.20 152.00 0.80 0.83 1.53 0.04 152.04 0.071 24.500 151.32 152.01 0.69 0.69 1.84 0.05 152.06 0.114 0.092 0.023 0.50 0.03 18 15 0.88 151.42 152.03 0.61 0.30 1.48 0.03 152.07 0.080 120.333152.02 152.39 0.37** 0.30 2.92 0.13 152.52 0.523 0.302 n/a 1.00 n/a 19 36 40.11 137.19 139.58 2.39 6.03 6.65 0.69 140.26 0.382 105.725137.72 139.88 2.16 5.44 7.38 0.85 140.72 0.482 0.432 0.457 2.12 1.79 20 36 29.95 137.82 141.67 3.00 7.07 4.24 0.28 141.95 0.202 63.782 138.14 141.80 3.00 7.07 4.24 0.28 142.08 0.202 0.202 0.129 0.50 0.14 21 36 30.20 138.24 141.94 3.00 7.07 4.27 0.28 142.22 0.205 89.897 138.69 142.12 3.00 7.07 4.27 0.28 142.41 0.205 0.205 0.184 1.50 0.43 22 36 28.68 138.79 142.55 3.00 7.07 4.06 0.26 142.80 0.185 65.267 139.12 142.67 3.00 7.07 4.06 0.26 142.92 0.185 0.185 0.121 0.50 0.13 Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date 10/26/2023 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 Hydraulic Grade Line Computations Page2 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 23 36 28.33 139.22 142.80 3.00 7.07 4.01 0.25 143.05 0.181 115.775139.80 143.01 3.00 7.07 4.01 0.25 143.26 0.180 0.181 0.209 1.50 0.37 24 36 25.03 139.90 143.38 3.00 3.87 3.54 0.19 143.58 0.141 221.898142.44 144.05 j 1.61** 3.87 6.46 0.65 144.70 0.442 0.292 n/a 1.48 n/a 25 30 22.98 142.54 144.23 1.69* 3.52 6.52 0.66 144.89 0.494 54.637 142.81 144.50 1.69 3.53 6.51 0.66 145.16 0.493 0.493 0.270 0.50 0.33 26 30 22.86 142.91 144.83 1.92 4.04 5.66 0.50 145.33 0.355 52.026 143.17 144.94 1.77 3.72 6.15 0.59 145.53 0.429 0.392 0.204 1.10 0.65 27 30 22.75 143.27 145.59 2.32 4.75 4.79 0.36 145.94 0.266 45.976 143.50 145.68 2.18 4.54 5.01 0.39 146.07 0.280 0.273 0.126 1.16 0.45 28 30 22.11 143.60 146.13 2.50 4.91 4.51 0.32 146.45 0.291 24.500 143.72 146.20 2.48 4.90 4.51 0.32 146.52 0.269 0.280 0.069 1.50 0.47 29 30 17.14 143.82 146.67 2.50 4.91 3.49 0.19 146.86 0.175 45.095 144.05 146.75 2.50 4.91 3.49 0.19 146.94 0.175 0.175 0.079 1.20 0.23 30 30 16.77 144.15 146.98 2.50 4.91 3.42 0.18 147.16 0.167 51.149 144.41 147.07 2.50 4.91 3.42 0.18 147.25 0.167 0.167 0.086 1.50 0.27 31 24 14.10 144.51 147.34 2.00 3.14 4.49 0.31 147.65 0.389 95.108 145.07 147.71 2.00 3.14 4.49 0.31 148.02 0.389 0.389 0.370 1.47 0.46 32 24 12.40 145.17 148.17 2.00 3.14 3.95 0.24 148.41 0.300 80.166 145.89 148.41 2.00 3.14 3.95 0.24 148.65 0.300 0.300 0.241 1.47 0.36 33 18 10.32 145.99 148.76 1.50 1.77 5.84 0.53 149.29 0.966 118.358147.06 149.91 1.50 1.77 5.84 0.53 150.44 0.965 0.966 1.143 1.50 0.79 34 18 7.09 147.16 150.70 1.50 1.77 4.01 0.25 150.95 0.456 112.364148.17 151.22 1.50 1.77 4.01 0.25 151.47 0.456 0.456 0.513 1.12 0.28 35 18 6.68 148.27 151.50 1.50 1.77 3.78 0.22 151.72 0.405 47.607 148.56 151.69 1.50 1.77 3.78 0.22 151.91 0.405 0.405 0.193 1.12 0.25 36 15 6.28 148.67 151.94 1.25 1.23 5.12 0.41 152.34 0.945 24.500 148.91 152.17 1.25 1.23 5.12 0.41 152.58 0.945 0.945 0.232 1.67 0.68 37 15 1.82 149.01 152.85 1.25 1.23 1.48 0.03 152.88 0.079 56.770 149.53 152.89 1.25 1.23 1.48 0.03 152.93 0.079 0.079 0.045 1.50 0.05 38 15 0.74 149.63 152.95 1.25 1.23 0.60 0.01 152.95 0.013 118.827151.50 152.96 1.25 1.23 0.60 0.01 152.97 0.013 0.013 0.016 1.00 0.01 39 15 5.49 149.68 151.82 1.25 1.23 4.48 0.31 152.13 0.723 24.500 149.80 152.00 1.25 1.23 4.47 0.31 152.31 0.723 0.723 0.177 1.13 0.35 40 15 4.26 149.90 152.35 1.25 1.23 3.47 0.19 152.53 0.436 47.967 150.14 152.56 1.25 1.23 3.47 0.19 152.74 0.435 0.436 0.209 1.12 0.21 41 15 2.10 150.24 152.77 1.25 1.23 1.71 0.05 152.81 0.106 24.500 150.45 152.79 1.25 1.23 1.71 0.05 152.84 0.106 0.106 0.026 1.00 0.05 42 15 5.41 143.82 146.67 1.25 0.99 4.41 0.30 146.98 0.701 121.515147.39 148.33 j 0.94** 0.99 5.45 0.46 148.79 0.834 0.767 n/a 1.50 n/a 43 15 5.22 147.49 148.74 1.25* 1.23 4.25 0.28 149.02 0.653 49.792 147.74 149.07 1.25 1.23 4.25 0.28 149.35 0.653 0.653 0.325 1.62 0.46 44 15 3.88 147.84 149.52 1.25 1.23 3.16 0.16 149.68 0.361 109.712148.39 149.92 1.25 1.23 3.16 0.16 150.07 0.361 0.361 0.397 1.50 0.23 Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date 10/26/2023 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 Hydraulic Grade Line Computations Page3 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 45 15 3.60 148.49 150.15 1.25 1.23 2.94 0.13 150.28 0.311 59.253 148.79 150.34 1.25 1.23 2.94 0.13 150.47 0.311 0.311 0.185 0.50 0.07 46 15 3.61 148.89 150.40 1.25 1.23 2.94 0.13 150.54 0.313 112.378149.45 150.70 1.25 1.23 2.94 0.13 150.83 0.298 0.305 0.343 1.50 0.20 47 15 1.65 149.55 150.90 1.25 1.23 1.35 0.03 150.93 0.066 23.250 149.78 150.91 1.13 1.17 1.42 0.03 150.94 0.058 0.062 0.014 1.00 0.03 48 15 4.72 149.00 152.85 1.25 1.23 3.84 0.23 153.08 0.534 48.009 149.24 153.11 1.25 1.23 3.84 0.23 153.34 0.534 0.534 0.256 1.13 0.26 49 15 2.66 149.35 153.36 1.25 1.23 2.16 0.07 153.44 0.169 24.500 149.59 153.41 1.25 1.23 2.16 0.07 153.48 0.169 0.169 0.041 1.00 0.07 50 15 0.10 148.99 150.15 1.16 0.06 0.08 0.04 150.19 0.000 24.500 149.24 149.36 0.12** 0.06 1.63 0.04 149.40 0.000 0.000 n/a 1.00 n/a 51 15 0.85 148.25 149.52 1.25 1.23 0.69 0.01 149.53 0.017 24.500 148.50 149.52 1.02 1.07 0.79 0.01 149.53 0.017 0.017 0.004 1.00 0.01 52 15 0.20 147.96 148.33 0.37 0.10 0.66 0.06 148.39 0.000 24.500 148.20 148.37 j 0.17** 0.10 1.96 0.06 148.43 0.000 0.000 n/a 1.00 n/a 53 15 5.25 146.50 148.95 1.25 1.23 4.28 0.28 149.23 0.661 24.500 146.75 149.11 1.25 1.23 4.28 0.28 149.39 0.661 0.661 0.162 1.50 0.43 54 15 4.80 146.85 149.54 1.25 1.23 3.91 0.24 149.77 0.552 27.703 147.13 149.69 1.25 1.23 3.91 0.24 149.93 0.552 0.552 0.153 1.50 0.36 55 15 2.34 147.23 150.05 1.25 1.23 1.91 0.06 150.10 0.131 125.642147.86 150.21 1.25 1.23 1.91 0.06 150.27 0.131 0.131 0.165 1.00 0.06 56 15 2.25 147.16 150.70 1.25 1.23 1.84 0.05 150.76 0.122 24.500 147.41 150.73 1.25 1.23 1.84 0.05 150.79 0.122 0.122 0.030 1.00 0.05 57 15 0.67 144.51 147.34 1.25 1.23 0.54 0.00 147.34 0.011 97.631 146.67 147.35 0.68 0.68 0.98 0.02 147.36 0.033 0.022 0.021 1.00 0.02 58 15 2.89 145.14 146.60 1.25 1.23 2.36 0.09 146.68 0.201 24.500 145.39 146.64 1.25 1.23 2.36 0.09 146.73 0.199 0.200 0.049 1.13 0.10 59 15 2.26 145.49 146.74 1.25 0.58 1.84 0.23 146.97 0.123 47.916 145.97 146.57 0.60** 0.58 3.88 0.23 146.80 0.123 0.123 n/a 1.12 n/a 60 15 1.25 146.07 146.57 0.50 0.39 2.73 0.16 146.73 0.038 24.500 146.32 146.76 j 0.44** 0.39 3.23 0.16 146.92 0.038 0.038 n/a 1.00 n/a 61 15 1.35 145.99 148.76 1.25 1.23 1.10 0.02 148.78 0.044 24.500 146.24 148.78 1.25 1.23 1.10 0.02 148.79 0.044 0.044 0.011 1.00 0.02 62 15 1.45 145.70 148.00 1.25 1.23 1.18 0.02 148.02 0.051 24.500 145.95 148.01 1.25 1.23 1.18 0.02 148.03 0.051 0.051 0.012 1.00 0.02 63 15 1.50 144.51 147.34 1.25 1.23 1.22 0.02 147.36 0.054 24.619 144.76 147.35 1.25 1.23 1.22 0.02 147.37 0.054 0.054 0.013 1.00 0.02 64 15 1.60 141.80 144.97 1.25 0.46 1.31 0.03 145.00 0.062 24.500 144.60 145.10 0.50** 0.46 3.48 0.19 145.29 0.537 0.299 n/a 1.00 n/a 65 15 0.35 144.15 146.98 1.25 1.23 0.29 0.00 146.98 0.003 24.500 144.40 146.98 1.25 1.23 0.29 0.00 146.98 0.003 0.003 0.001 1.00 0.00 66 36 10.29 137.82 141.67 3.00 7.07 1.46 0.03 141.70 0.024 72.162 139.60 141.66 2.06 5.19 1.98 0.06 141.73 0.036 0.030 0.021 1.50 0.09 Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date: 10/26/2023 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 Hydraulic Grade Line Computations Page4 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 67 30 10.11 139.70 141.76 2.06 1.99 2.34 0.40 142.16 0.000 65.000 140.02 141.08 1.06** 1.99 5.09 0.40 141.48 0.000 0.000 n/a 0.50 n/a 68 24 9.86 140.12 141.26 1.14* 1.85 5.33 0.44 141.70 0.495 48.465 140.36 141.50 1.14 1.84 5.35 0.44 141.94 0.498 0.496 0.241 1.50 0.67 69 24 9.02 140.36 142.16 1.80 2.98 3.02 0.14 142.31 0.140 64.719 140.68 142.22 1.54 2.60 3.47 0.19 142.41 0.180 0.160 0.103 0.58 0.11 70 24 8.96 140.78 142.33 1.55 2.61 3.43 0.18 142.51 0.175 112.281141.34 142.48 1.14 1.84 4.86 0.37 142.84 0.411 0.293 0.329 1.50 0.55 71 18 6.55 141.44 143.03 1.50 1.77 3.71 0.21 143.24 0.389 24.500 141.56 143.12 1.50 1.77 3.71 0.21 143.34 0.389 0.389 0.095 1.25 0.27 72 18 5.74 141.66 143.39 1.50 1.77 3.25 0.16 143.55 0.299 56.197 141.94 143.56 1.50 1.77 3.25 0.16 143.72 0.298 0.298 0.168 0.98 0.16 73 15 4.43 142.04 143.72 1.25 1.23 3.61 0.20 143.92 0.470 24.500 142.16 143.83 1.25 1.23 3.61 0.20 144.04 0.470 0.470 0.115 1.50 0.30 74 15 1.02 142.26 144.14 1.25 1.23 0.83 0.01 144.15 0.025 60.191 142.56 144.15 1.25 1.23 0.83 0.01 144.16 0.025 0.025 0.015 1.28 0.01 75 15 0.75 142.66 144.17 1.25 1.23 0.61 0.01 144.17 0.014 24.500 142.91 144.17 1.25 1.23 0.61 0.01 144.17 0.014 0.014 0.003 1.00 0.01 76 15 2.00 142.54 144.05 1.25 1.23 1.63 0.04 144.09 0.096 24.500 142.79 144.08 1.25 1.23 1.63 0.04 144.12 0.096 0.096 0.024 1.00 0.04 77 15 2.60 141.23 143.38 1.25 1.23 2.12 0.07 143.45 0.163 24.500 141.48 143.42 1.25 1.23 2.12 0.07 143.49 0.163 0.163 0.040 1.00 0.07 78 15 0.15 141.35 142.16 0.81 0.85 0.18 0.00 142.16 0.001 24.500 141.47 142.16 0.69 0.70 0.22 0.00 142.16 0.002 0.001 0.000 1.00 0.00 79 15 1.15 140.90 142.24 1.25 1.23 0.94 0.01 142.25 0.032 24.500 141.15 142.24 1.09 1.14 1.01 0.02 142.26 0.029 0.030 0.007 1.00 0.02 80 15 1.78 140.39 141.67 1.25 1.23 1.45 0.03 141.70 0.076 24.500 140.64 141.68 1.04 1.09 1.63 0.04 141.72 0.074 0.075 0.018 0.90 0.04 81 15 0.60 140.74 141.71 0.97 0.23 0.59 0.11 141.82 0.000 31.753 141.07 141.37 0.30** 0.23 2.63 0.11 141.48 0.000 0.000 n/a 1.00 n/a 82 15 0.15 140.59 141.76 1.17 1.19 0.13 0.00 141.76 0.000 24.499 140.71 141.76 1.05 1.10 0.14 0.00 141.76 0.001 0.000 0.000 1.00 0.00 83 15 1.85 140.12 142.55 1.25 1.23 1.51 0.04 142.58 0.082 24.500 140.37 142.57 1.25 1.23 1.51 0.04 142.60 0.082 0.082 0.020 1.00 0.04 84 15 4.28 139.90 140.87 0.97* 1.02 4.19 0.27 141.14 0.490 24.500 140.02 140.99 0.97 1.02 4.19 0.27 141.26 0.489 0.490 0.120 0.50 0.14 85 15 3.96 140.12 141.13 1.01 1.06 3.74 0.22 141.34 0.388 29.802 140.27 141.23 0.96 1.01 3.93 0.24 141.47 0.431 0.409 0.122 1.00 0.24 86 15 0.80 139.56 139.98 0.42 0.28 2.19 0.13 140.11 0.000 24.500 139.81 140.16 j 0.35** 0.28 2.84 0.13 140.29 0.000 0.000 n/a 1.00 n/a 87 12 1.50 146.07 148.17 1.00 0.79 1.91 0.06 148.22 0.152 19.479 146.14 148.20 1.00 0.79 1.91 0.06 148.25 0.152 0.152 0.030 1.00 0.06 88 15 2.35 142.14 144.14 1.25 1.23 1.92 0.06 144.19 0.113 112.000142.70 144.26 1.25 1.23 1.92 0.06 144.32 0.113 0.113 0.127 1.00 0.06 Project File: 100 HGL.stm 10-YR Storm Number of lines:88 Run Date 10/26/2023 Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box Storm Sewers v2023.00 CALCULATIONS &ANALYSIS Gutter Spread CENC74;EST. 10 o yr, CAR Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan - -'e $ -m '.� �,_ .s '. . 144 4- IIo I 196 \i minf, s IS m O MO s a 7 II I > VI I a 1 i1 „1ST IN \I m e rr M *vs ../ ,\/gym 'y- =A_ r� I ■ up ■ a Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines 88 Date: 10/26/2023 Storm Sewers v2023.00 Inlet Report Page1 Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line I Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 1 101 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off 2 124 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off 3 125 0.60 0.01 0.61 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.14 4.24 0.14 4.24 0.0 Off 4 126 0.33 0.01 0.33 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.12 3.23 0.03 0.59 0.0 3 5 127 0.38 0.00 0.37 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.46 0.04 0.71 0.0 4 6 128 0.45 0.17 0.56 0.06 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.15 4.62 0.07 1.30 0.0 Off 7 129 0.75 0.21 0.80 0.17 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.80 0.10 1.92 0.0 6 8 130 1.01 0.09 0.89 0.21 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.15 0.11 2.28 0.0 7 9 131 0.55 0.19 0.65 0.09 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 5.08 0.08 1.54 0.0 8 10 132 0.78 0.25 0.84 0.19 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.97 0.10 2.03 0.0 9 11 133 1.08 0.11 0.94 0.25 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.39 0.11 2.59 0.0 10 12 134 0.60 0.20 0.69 0.11 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.28 0.08 1.65 0.0 11 13 135 0.18 0.00 0.18 0.00 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 1.96 0.00 0.00 0.0 54 14 136 All excessive gutter 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 1.96 0.00 0.00 0.0 13 15 181 spreads are located ) 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 1.96 0.00 0.00 0.0 14 16 182 at drop grates not in ) .00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 2.16 0.00 0.00 0.0 15 roadways. 17 183 -.-.,--7 0. Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.12 2.80 0.02 0.37 0.0 39 18 184 0.44 0.00 0.44 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.050 0.020 0.013 0.06 8.43 0.06 8.43 0.0 Off 19 102 0.33 0.00 0.33 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.11 2.62 0.11 2.62 0.0 Off 20 103 0.05 0.01 0.06 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.07 1.35 0.00 0.00 0.0 19 21 104 0.28 0.12 0.38 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.57 0.04 0.77 0.0 20 22 105 0.53 0.30 0.71 0.12 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.38 0.08 1.70 0.0 21 23 106 1.31 0.02 1.02 0.30 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.71 0.12 2.98 0.0 22 Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023 NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat. Storm Sewers v2023.00 Inlet Report Page 2 Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type i Line I Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 24 107 0.40 0.00 0.39 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.61 0.04 0.78 0.0 23 25 108 0.15 0.00 0.15 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.85 0.00 0.00 0.0 24 26 109 0.15 0.03 0.18 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 1.97 0.00 0.00 0.0 25 27 110 0.45 0.00 0.43 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.14 3.87 0.05 0.92 0.0 26 28 111 0.30 0.00 0.30 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.12 2.98 0.02 0.48 0.0 26 29 112 0.15 0.08 0.23 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.45 0.01 0.20 0.0 26 30 113 0.70 0.00 0.62 0.08 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 4.94 0.07 1.48 0.0 29 31 114 0.40 0.12 0.49 0.04 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.14 4.21 0.05 1.09 0.0 Off 32 115 0.68 0.15 0.71 0.12 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.38 0.09 1.70 0.0 31 33 116 0.91 0.03 0.78 0.15 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.70 0.09 1.87 0.0 32 34 117 0.28 0.21 0.45 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.14 4.03 0.05 1.00 0.0 33 35 118 0.25 0.00 0.25 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.60 0.01 0.26 0.0 34 36 119 0.28 0.07 0.34 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.31 0.03 0.63 0.0 34 37 122 0.68 0.00 0.60 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 4.85 0.07 1.42 0.0 36 38 123 0.37 0.00 0.37 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.06 7.71 0.06 7.71 0.0 Off 39 137 0.65 0.22 0.87 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.17 5.50 0.17 5.50 0.0 Off 40 138 1.11 0.00 0.89 0.22 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.18 0.11 2.30 0.0 39 41 139 1.06 0.00 0.86 0.20 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.04 0.10 2.12 0.0 12 42 150 0.03 0.01 0.03 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.05 1.06 0.00 0.00 0.0 28 43 151 0.35 0.00 0.34 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.31 0.03 0.63 0.0 42 44 152 0.13 0.00 0.13 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.73 0.00 0.00 0.0 43 45 153 0.05 0.18 0.23 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.42 0.01 0.19 0.0 44 46 154 1.01 0.00 0.83 0.18 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.90 0.10 1.98 0.0 45 Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023 NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat. Storm Sewers v2023.00 Inlet Report Page 3 Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 47 155 0.83 0.00 0.71 0.12 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.37 0.09 1.70 0.0 50 48 120 1.06 0.00 0.86 0.20 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.04 0.10 2.12 0.0 34 49 121 1.33 0.00 1.17 0.16 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.73 0.09 1.90 0.0 56 50 168 0.05 0.12 0.17 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.10 1.94 0.00 0.00 0.0 51 51 167 0.43 0.00 0.41 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.74 0.04 0.86 0.0 60 52 166 0.10 0.00 0.10 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.08 1.59 0.00 0.00 0.0 27 53 178 0.25 0.32 0.52 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.15 4.41 0.06 1.20 0.0 62 54 179 1.36 0.00 1.04 0.32 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.20 6.79 0.12 3.09 0.0 53 55 180 1.17 0.00 1.17 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.050 0.020 0.013 0.12 14.30 0.12 14.30 10.0 Off 56 165 1.13 0.16 1.14 0.15 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.64 0.09 1.86 0.0 61 57 163 0.34 0.00 0.34 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 0.020 0.020 0.013 0.05 7.33 0.05 7.33 10.0 Off 58 174 0.35 0.21 0.52 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.15 4.38 0.06 1.18 11 0.0 64 59 175 0.53 0.00 0.49 0.04 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.14 4.23 0.06 1.11 0.0 58 60 176 0.63 0.02 0.58 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.15 4.73 0.07 1.37 0.0 58 61 164 0.68 0.15 0.77 0.06 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.38 0.07 1.31 0.0 88 62 177 0.73 0.05 0.67 0.10 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 5.20 0.08 1.61 0.0 58 63 162 0.75 0.11 0.80 0.07 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.50 0.07 1.36 0.0 65 64 173 0.81 0.05 0.72 0.13 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.44 0.09 1.73 0.0 79 65 161 0.18 0.07 0.24 0.00 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.52 0.01 0.18 0.0 76 66 140 0.10 0.00 0.10 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.08 1.59 0.00 0.00 0.0 19 67 141 0.13 0.03 0.15 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.87 0.00 0.00 0.0 66 68 142 0.48 0.00 0.45 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.14 4.00 0.05 0.99 0.0 67 69 143 0.13 0.00 0.13 0.00 Comb 6.0 6.00 6.00 6.00 2.00 Sag 2.00 0.050 0.020 0.013 0.06 1.29 0.06 1.29 0.0 Off Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023 NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat. Storm Sewers v2023.00 Inlet Report Page4 Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in) 70 144 1.36 0.01 1.37 0.00 Comb 6.0 6.00 6.00 6.00 2.00 Sag 2.00 0.050 0.020 0.013 0.18 5.89 0.18 5.89 0.0 Off 71 145 0.49 0.16 0.65 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.15 4.41 0.15 4.41 0.0 Off 72 146 0.73 0.00 0.64 0.09 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 5.03 0.08 1.52 0.0 71 73 147 0.63 0.25 0.81 0.07 Comb 6.0 3.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.52 0.07 1.36 0.0 71 74 148 0.15 0.00 0.15 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.09 1.85 0.00 0.00 0.0 71 75 149 0.38 0.00 0.37 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.46 0.04 0.71 0.0 70 76 160 1.01 0.00 0.92 0.09 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 5.90 0.08 1.53 0.0 77 77 159 1.31 0.09 1.22 0.18 Comb 6.0 6.00 0.00 6.00 2.00 0.010 2.00 0.050 0.020 0.013 0.20 6.88 0.10 1.97 0.0 83 78 186 0.08 0.00 0.08 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.07 1.43 0.00 0.00 0.0 82 79 172 0.58 0.13 0.62 0.08 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 4.95 0.07 1.47 0.0 84 80 156 0.60 0.22 0.82 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.17 5.27 0.17 5.27 0.0 Off 81 157 0.30 0.00 0.30 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.11 2.46 0.11 2.46 0.0 Off 82 185 0.08 0.00 0.08 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.07 1.43 0.00 0.00 0.0 80 83 158 0.93 0.18 0.89 0.22 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.18 6.18 0.11 2.31 0.0 80 84 170 0.18 0.08 0.26 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.11 2.65 0.02 0.31 0.0 86 85 171 1.99 0.00 1.99 0.00 DrGrt 0.0 0.00 5.06 2.53 2.00 Sag 2.00 I 0.050 0.020 0.013 0.17 19.49 0.17 19.49 0.0 Off 86 169 0.40 0.00 0.40 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.12 3.09 0.12 3.09 0.0 Off 87 187 1.18 0.00 0.94 0.25 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.19 6.37 0.11 2.56 0.0 73 88 188 0.75 0.06 0.70 0.11 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.32 0.08 1.67 0.0 63 Project File: 100 Gutter.stm Gutter Spread 4"/hr Number of lines:88 Run Date 10/26/2023 NOTES: Inlet N-Values=0.016; Intensity=3.97/(Inlet time+0.10)^0.00; Return period=3 Yrs. ; ,Indicates Known Q added.All curb inlets are throat. Storm Sewers v2023.00 CALCULATIONS Culvert Calculations CE N C/Ns CJ EST. 10 yr CAR Hydrology Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Oct 26 2023 Godwin - Hydrology Summary Hydrograph type = Rational Peak discharge (cfs) = 14.26 Storm frequency (yrs) = 10 Time interval (min) = 1 Drainage area (ac) = 7.900 Runoff coeff. (C) = 0.5 Rainfall Inten (in/hr) = 3.610 Tc by TR55 (min) = 34 IDF Curve = Fayetteville.IDF Rec limb factor = 1.00 Hydrograph Volume=29,088(cuft);0.668(acft) Runoff Hydrograph 10-yr frequency ,. 5) 95c6t5) 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 10 20 30 40 50 60 70 Time (min) Runoff Hyd - Qp = 14.26 (cfs) TR55 Tc Worksheet Hydraflow Express by Intelisolve Rational Godwin - Hydrology Summary Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 100.0 0.0 0.0 Two-year 24-hr precip. ((in)) = 3.42 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 Travel Time (min) = 27.41 +0.00 + 0.00 = 27.41 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) = 0.00 0.00 0.00 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area ((sqft)) = 3.43 0.00 0.00 Wetted perimeter ((ft)) = 5.64 0.00 0.00 Channel slope (%) = 1.00 0.00 0.00 Manning's n-value = 0.030 0.015 0.015 Velocity (ft/s) = 3.56 0.00 0.00 Flow length (ft) = 1420.0 0.0 0.0 Travel Time (min) = 6.6493940.00 0 + 0 = 6.65 Total Travel Time, Tc 34.00 min Culvert Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Thursday,Oct 26 2023 Thomas Driveway Culvert Invert Elev Dn (ft) = 137.50 Calculations Pipe Length (ft) = 77.00 Qmin (cfs) = 14.26 Slope (%) = 0.51 Qmax (cfs) = 14.26 Invert Elev Up (ft) = 137.89 Tailwater Elev (ft) = Normal Rise (in) = 18.0 Shape = Circular Highlighted Span (in) = 18.0 Qtotal (cfs) = 14.26 No. Barrels = 2 Qpipe (cfs) = 14.26 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Circular Concrete Veloc Dn (ft/s) = 5.15 Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 5.47 Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 138.60 HGL Up (ft) = 138.93 Embankment Hw Elev (ft) = 139.55 Top Elevation (ft) = 144.00 Hw/D (ft) = 1.11 Top Width (ft) = 50.00 Flow Regime = Inlet Control Crest Width (ft) = 50.00 Elev(It) Thomas Driveway Culvert Hw Depth(0) 146.00 7.11 144.00 6.11 143.00 5.11 142.00 4.11 141.00 3.11 140.00 2.11 Inle;contrd 139.00 1.11 138.00 0.11 137.00 -0.89 136.00 -1.89 0 10 20 30 40 50 60 70 80 90 100 110 120 CircularCulvert HGL Embank Reach(0) CALCULATIONS Temporary Diversion Ditch Calculations CE N G/Ns CJ EST. 1 0 9 CAR Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 TEMP ORARYDIVERSION DITCH CALCULATION 7DD-A Peak Discharge Calculation(10 Year Design) Drainage Area= 8.93 ac C= 0.50 Bare Earth ho= 2.50 in/hr Assume Tc=55 min due to large drainage area A= 8.93 ac go= 11.16 cfs Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1 Ditch Characteristics: n= 0.02 Bare Earth Base Width(B)= 2.00 ft M= 2 Ditch Slope(S)= 1.00% I M:1 1 "\_/111 -, Permissible Max Velocity(Vp)= 2.00 fps Applythe Following Analysis to Determine Actual"d"and"V' d= flow depth= 0.72 ft Area(A)= B*d+M*d2= 2.47 Perimeter(P)= b+2d*(M2+1).5= 5.21 R= A/P= 0.47 VpR= VPermiss*R= 0.95 V= Flow Velocity= 4.52 fps Q= design flow= 11.16 cfs checkQ: OK Check Ditch Velocity for Lining. VP= 2.00 fps Vactual>Vallow,Find Temp Lining Vactual= 4.52 fps Determine Temporary Liner Recalculate with Liner: Liner Material=Straw with Net Tshearstreas= Shear stress= g*d*s n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3 Base Width(B)= 2.00 ft d= flow depth= 0.92 ft M= 2 S= channel slope= 1.00% Ditch Slope(S)= 1.00% Tshear stress= Shear Stress= 0.58 Tallow(Td)= 1.45 psf Compare Tshear stress to Td: Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45 d= flow depth= 0.92 ft Tshear stress= 0.58 Area(A)= B*d+M*d2= 3.56 Perimeter(P)= b+2d*(M2+1).5= 6.14 Tshear stress<Td=>OK R= A/P= 0.58 V= Flow Velocity= 3.14 fps Summary Q= design flow= 11.16 cfs checkQ: OK Temporary Ditch Liner= Straw with Net Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 TEMP ORARYDIVERSION DITCH CALCULATION 7DD-B Peak Discharge Calculation(10 Year Design) Drainage Area= 13.11 ac C= 0.50 Bare Earth ho= 2.50 in/hr Assume Tc=55 min due to large drainage area A= 13.11 ac go= 16.39 cfs Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1 Ditch Characteristics: n= 0.02 Bare Earth Base Width(B)= 2.00 ft M= 2 Ditch Slope(S)= 0.72% 1 M:1 Ilr\_/111 Permissible Max Velocity(Vp)= 2.00 fps Applythe Following Analysis to Determine Actual"d"and"V' d= flow depth= 0.95 ft Area(A)= B*d+M*d2= 3.69 Perimeter(P)= b+2d*(M2+1).5= 6.23 R= A/P= 0.59 VpR= VPermiss*R= 1.18 V= Flow Velocity= 4.45 IS Q= design flow= 16.39 cfs checkQ: OK Check Ditch Velocity for Lining. VP= 2.00 fps Vactual>Vallow,Find Temp Lining Vactual= 4.45 fps Determine Temporary Liner Recalculate with Liner: Liner Material=Straw with Net Tshearstreas= Shear stress= g*d*s n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3 Base Width(B)= 2.00 ft d= flow depth= 1.21 ft M= 2 S= channel slope= 0.72% Ditch Slope(S)= 0.72% Tshear stress= Shear Stress= 0.54 Tallow(Td)= 1.45 psf Compare Tshear stress to Td: Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45 d= flow depth= 1.21 ft Tshear stress= 0.54 Area(A)= B*d+M*d2= 5.33 Perimeter(P)= b+2d*(M2+1).5= 7.40 Tshear stress<Td=>OK R= A/P= 0.72 V= Flow Velocity= 3.08 fps Summary Q= design flow= 16.39 cfs checkQ: OK Temporary Ditch Liner= Straw with Net Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 TEMP ORARYDIVERSION DITCH CALCULATION TDD-C Peak Discharge Calculation(10 Year Design) Drainage Area= 1.86 ac C= 0.50 Bare Earth 110= 7.10 in/hr Assume Tc=5 min A= 1.86 ac go= 6.60 cfs Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1 Ditch Characteristics: n= 0.02 Bare Earth Base Width(B)= 2.00 ft M= 2 Ditch Slope(S)= 0.40% I M:1 1 "\_/111 -, Permissible Max Velocity(Vp)= 2.00 fps Applythe Following Analysis to Determine Actual"d"and"V' d= flow depth= 0.69 ft Area(A)= B*d+M*d2= 2.35 Perimeter(P)= b+2d*(M2+1).5= 5.11 R= A/P= 0.46 VpR= VPermiss*R= 0.92 V= Flow Velocity= 2.80 fps Q= design flow 6.60 cfs checkQ: OK Check Ditch Velocity for Lining. VP= 2.00 fps Vactual>Vallow,Find Temp Lining Vactual= 2.80 fps Determine Temporary Liner Recalculate with Liner: Liner Material=Straw with Net Tshearstreas= Shear stress= g*d*s n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3 Base Width(B)= 2.00 ft d= flow depth= 0.89 ft M= 2 S= channel slope= 0.40% Ditch Slope(S)= 0.40% Tshear stress= Shear Stress= 0.22 Tallow(Td)= 1.45 psf Compare Tshear stress to Td: Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45 d= flow depth= 0.89 ft Tshear stress= 0.22 Area(A)= B*d+M*d2= 3.39 Perimeter(P)= b+2d*(M2+1).5= 6.00 Tshear stress<Td=>OK R= A/P= 0.56 V= Flow Velocity= 1.95 fps Summary Q= design flow= 6.60 cfs check Q: OK Temporary Ditch Liner= Straw with Net Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 TEMP ORARYDIVERSION DITCH CALCULATION 7DD-D Peak Discharge Calculation(10 Year Design) Drainage Area= 0.83 ac C= 0.50 Bare Earth 110= 7.10 in/hr Assume Tc=5 min A= 0.83 ac go= 2.96 cfs Determine Ditch Flow Depth(d)and Velocity(v)-Check for Temporary Conditions ApplyManning's Equation:W1.49/n *R2/3*Sl/2,Q=N1 Ditch Characteristics: n= 0.02 Bare Earth Base Width(B)= 2.00 ft M= 2 Ditch Slope(S)= 1.54% M:1 -, Permissible Max Velocity(Vp)= 2.00 fps Applythe Following Analysis to Determine Actual"d"and"V' d= flow depth= 0.31 ft Area(A)= B*d+M*d2= 0.83 Perimeter(P)= b+2d*(M2+1).5= 3.41 R= A/P= 0.24 VpR= VPermiss*R= 0.49 V= Flow Velocity= 3.58 fps Q= design flow 2.96 cfs checkQ: OK Check Ditch Velocity for Lining. VP= 2.00 fps Vactual>Vallow,Find Temp Lining Vactual= 3.58 fps Determine Temporary Liner Recalculate with Liner: Liner Material=Straw with Net Tshear stress= Shear stress= g*d*s n= 0.033 Table 8.05e NCESCPDM g= density of water= 62.4 lb/ft3 Base Width(B)= 2.00 ft d= flow depth= 0.41 ft M= 2 S= channel slope= 1.54% Ditch Slope(S)= 1.54% Tshear stress= Shear Stress= 0.40 Tallow(Td)= 1.45 psf Compare Tshear stress to Td: Apply the Following Analysis to Determine Actual"d"and"V' Tallow(Td) 1.45 d= flow depth= 0.41 ft Tshear stress= 0.40 Area(A)= B*d+M*d2= 1.17 Perimeter(P)= b+2d*(M2+1).5= 3.85 Tshear stress<Td=>OK R= A/P= 0.30 V= Flow Velocity= 2.52 fps Summary Q= design flow= 2.96 cfs check Q: OK Temporary Ditch Liner= Straw with Net CALCULATIONS Outlet Protection EST. 10 O �2� Ppy CARoN Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 Outlet Protection-NYDOT Dissipator Methodology FES1B Input Values Defined Channel(S%N) N Diameter(in) 24 I � yi H�! I 4 }� • Flow Rate(cfs) 22.25 *.'irt� �a'Te. j� '— �. . yy�� PLAN VIE ....0 A, Slope(%) 0.50 :t Manning Coef 0.013 PLAN VIEW `'- Calculated Data SECTION'A-A SECTION'A-A* rjti PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED Normal Depth(ft) 1.13 CHANNEL Outlet Velocity(fps) 5.01 25 Diagram of Outlet Alppron i ; ---T — LENGTH OF APRON {.i ,:1 . I,; , , Ill TO PROTECT TO PREVENT SCOUR 5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS I I,\\4,, I, I i I 1 N L1 1 I; .i 1 STONE FILLING(RNE) CL.A 3 X Do 4 x D. a; ;I I .I ;.I - a 15 ;'' ; I 2 STONE FILLING(LIGHT) CL.B 3 X D 6 x De O }�{1 ,�o) I I 3 STONE FLUNG(MEDIUM)CL 1 4 X DC 8 x D. I I I : : I I • i' ' ' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D. t0 I Re:' I , ,I r 5 STONE FILLING(HEAVY) CL 2 5 X D0 10 x D. I I; I.' ; I I '' III I ; 6 STONE FILLING(HEAVY) CL 2 6 X D. 10 x D. 5 , 2 3 I ` 0 ail; ' ''rk-r; I ; ;,' `).„ I I I I I I . 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING I &'I I III ' ;; I;'I I, I — BASIN OR LARGER SIZE STONE). I Ir I " 1 I u {;Irk iI III ! ,.;.II ,, LI, Ir se sr•C ia" I I 0' 5' 10' 15' 20' 25' Average Minimum DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in) Fine 3 A 12 Light 6 B 18 Zone= 2 Use 2 as minimum Medium 13 1 24 Heavy 23 2 36 Equations Summary L=See Table Length of Apron= 12 ft WI=3 x Diameter Width at Pipe,WL= 6 ft Width at end of Apron,W2= W2=Diameter+0.4*L (defined channel) N/A ft Width at end of Apron,W2= W2=1.25XWI (undefined channel) 8 ft Classification= LIGHT NCDOT Stone Class= B Min.Thickness= 18 in Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 Outlet Protection-NYDOT Dissipator Methodology FES100 Input Values : Defined Channel(MN) N w'!.`.I Diameter(in) 48I �e�� l 1±H A' t I Mil T Flow Rate(cfs) 68.00 '1"*at*;i +a. I '— 1,ti t%! PLAN VIE Slope(%) 0.50 ,�,�A; Manning Coef. 0.013 I ,. PLAN VIEW V - __ � e�4 Calculated Data SECTION'A SECTION'A-A' Ilit PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA-NO WELL DEFINED Normal Depth(ft) 2.39 CHANNEL Outlet Velocity(fps) 8.68 25 Diagram of Outlet Appron II: ', III i I -- : :::: i ; ---T LENGTH OF APRON 1 I i I;1 i , ; TO PROTECT TO PREVENT SCOUR 6 i I,I; I I p APRON MATERIAL CULVERT HOLE USE L2ALWAYS \\ 'j; I; i " 1 STONE FILLING(FINE) CL.A 3 X D, 4 x D. a: II I I IIl FE a 15 I� I I' I 2 STONE FILLING(LIGHT) CL.0 3 X D, 6 x De I II I I ® , 6 I i I i I I I i I I 3 STONE FILLING(MEDIUM)CL 1 4 X DC 8 x D. 'I II I I 'I 1 I I ' '' ' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D. > 10 . I; I I I 5 STONE FILLING(HEAVY) CL 2 5 X Do 10 x D. ,1I I ' II I :, I I II �I 3 \' I �I I;. I l' I I I III I I I 6 STONE FILLING(HEAVY) CL 2 6 X Da 10 x De 5 21 3 `. Q ;I;; ' 1 — i i,1 I I`8.I I I I I l J I I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING I I I I I i I' :I I I I,:I 1 ; I l BASIN OR LARGER SIZE STONE). 'I ',I l i I I'r I-I\ I I I I ii II i T ) I I' 0 i II .I. II I I tI ! ,I; II11 ,I, , 0' S' 10' 15' 20' 25' Average Minimum DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in) Fine 3 A 12 Light 6 B 18 Zone= 3 Use 2 as a minimum Medium 13 1 24 Heavy 23 2 36 Equations Summary L=See Table Length of Apron= 32 ft WI=3 x Diameter Width at Pipe,WI= 12 ft Width at end of Apron,W2= W2=Diameter+0.4*L (defined channel) N/A ft Width at end of Apron,W2= W2=1.25XWI (undefined channel) 15 ft Classification= MEDIUM NCDOT Stone Class= 1 Min.Thickness= 24 in Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 2/29/2024 Outlet Protection-NYDOTDissipator Methodology FIDWL200 Input Values : Defined Channel(S%N) Y wp P f Diameter(in) 18I � :.��'� }�H �' I 7--r ` �S"` i Flow Rate(cfs) 7.13 **for dual culverts,analyzed a,1nt- 'V. '—� 1 PLAN VIE ",4 J 4 5.411.2 �� Slope(%) 0.50 flow is half total flow ,�,4�^:1; Manning Coef 0.013 I r I PLAN VIEW - __ e�4 Calculated Data SECTION'A SFC.TIDN'A—A' Ilit PIPE OUTLET TO WELL DEFINED CHANNEL PIPE OUTLET TO FLAT AREA—NO WELL DEFINED Normal Depth(ft) 1.36 CHANNEL Outlet Velocity(fps) 3.85 25 Diagram of Outlet Appron i ; --T LENGTH OF APRON {I i :I i 1; i , ; TO PROTECT TO PREVENT SCOUR 5 ': '' p APRON MATERIAL CULVERT HOLE USE L2ALWAYS 20 31' ; ; I III' N L2 , I ;I I I I I\\ L7 1; I. ;i 1 STONE FILLING(FlNE) CL.A 3 X D, 4 x D. a; ;; I .I ;Il a 15 I'' ;; ; I 2 STONE FILLING(LIGHT) CL.B 3 X D, 6 x De I f I (� .I O I I ' I ' I I 3 STONE FILLING(MEDIUM)CL 1 4 X DC 8 x D. .I III ! I 'I 1 i I I I I i' ' ' 4 STONE FILLING(HEAVY) CL 1 4 X DC 8 x D. 01 > 10 I 1 I , ,1 I I I; I r- 5 STONE FILLING(HEAVY) CL 2 5 X Do 10 x D. ;`' I I; I I' ; I; I:: ; l 6 STONE FILLING(HEAVY) CL 2 6 X D. 10 x De 5 2 3 `. Co I I; I I ;I I I l I`i., '' I I I I 7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING I I I I ;;; I I l I BASIN OR LARGER SIZE STONE). I I'r I . I1 I ;r i_l I 0--- IINlL. iI I I ,I,I ! ,;; II !I II! r>K�wic I I 0' S' 10' 15' 20' 25' Average Minimum DIAMETER(Ft.) Classification Diameter(in) Stone Class Thickness(in) Fine 3 A 12 Light 6 B 18 Zone= 2 Use 2 as a minimum Medium 13 1 24 Heavy 23 2 36 Equations Summary L=See Table Length of Apron= 9 ft WI=3 x Diameter Width at Pipe,WI= 5 ft Width at end of Apron,W2= W2=Diameter+0.4*L (defined channel) 5 ft Width at end of Apron,W2= W2=1.25XWI (undefined channel) N/A ft Classification= LIGHT NCDOT Stone Class= B Min.Thickness= 18 in CALCULATIONS Sediment Basin Calculations CE N C/Ns CJ EST. 10 yr CAR Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 SEDIMENT SKIMMER BASIN Sediment Basin#1 Sediment Basin# 1 Area Disturbed= 1102163 sf 25.30 acres Peak Discharge Calculation: Drainage Area= 1102163 sf 25.30 acres Q10=C x I x A C= 0.50 I o= 2.60 in/hr **55 minute Tc due to large drainage area A= 25.30 acres Quo= 32.89 cfs Minimum Surface Area Calculation: Surface Area(SF) =Q10x435 sf/ac =32.89 cfs x435 sf/ac Surface Area Req= 14308 sf Basin Volume Calculation: Volume of Sediment =(Drainage Ac.)x(1800 cfsed./year)x(1 year) =25.3 ac x 1800 x 1 yr Min Vol= 45544 cf Assumed basin depth= 2 ft min D=2'for"Temp Sediment Basin" Resultant Basin Area Req= 22772 sf Check Surface Area Criteria Surface Area Requirement= 14308 sf Basin Volume Cale Area= 22772 sf Therefore:Basin Volume Area Requirement Governs Min Volume Req= 45544 cf Min Area Req= 22772 sf L:W Ratio= 2.5 Use L=2.5xW,calculate basin dimensions Actual W= 96 ft Min W= 96 ft L= 240 ft MinL= 240 ft D= 2 ft Actual Vol= 46080 cf Vol Check: OK Actual Area= 23040 sf Area Check: OK Actual Basin Dimensions= 96 ft W x 240 ft L x 2 ft D Weir Design and Velocity Check: Calculate Flow Depth H=[Q/CLf3 Q30= 32.89 cfs C= 2.68 constant L= 30 ft minL=10' H= 0.55 ft max H=1' Calculate Velocity Over Weir V=Q/A V=32.89 cfs/30 ft x 0.55 ft V= 1.99 ft/sec OK Skimmer Sizing: 4 Skimmer Size(inches) Skimmer Size 0.333 Head on Skimmer(feet) (Inches) 3 Orifice Size(1/4 inch increments) 1.5 3.84 Dewatering Time(days) 2 2.5 3 4 5 6 8 Project Data Revisions Project# 2022-045 No Date Description Project Name Godwin Subdivision Date 10/25/2023 SEDIMENT SKIMMER BASIN Sediment Basin#2 Sediment Basin# 2 Area Disturbed= 150740 sf 3.46 acres Peak Discharge Calculation: Drainage Area= 150740 sf 3.46 acres Q10=C x I x A C= 0.50 ha= 7.2 in/hr 5 minute Tc A= 3.46 acres Quo= 12.46 cfs Minimum Surface Area Calculation: Surface Area(SF) =Q10x435 sf/ac =12.46 cfs x 435 sf/ac Surface Area Req= 5419 sf Basin Volume Calculation: Volume of Sediment =(Drainage Ac.)x(1800 cf sed./year)x(1 year) =3.46 ac x 1800 x 1 yr Min Vol= 6229 cf Assumed basin depth= 2 ft min D=2'for"Temp Sediment Trap" Resultant Basin Area Req= 3114 sf Check Surface Area Criteria Surface Area Requirement= 5419 sf Basin Volume Calc Area= 3114 sf Therefore:Surface Area Governs Min Volume Req= 6229 cf Min Area Req= 5419 sf L:W Ratio= 2.5 Use L=2.5xW,calculate basin dimensions Actual W= 47 ft Min W= 47 ft L= 117.5 ft Min L= 118 ft D= 2 ft Actual Vol= 11045 cf Vol Check: OK Actual Area= 5523 sf Area Check: OK Actual Basin Dimensions= 47 ft W x 117.5 ft L x 2 ft D Weir Design and Velocity Check: Calculate Flow Depth H=[Q/CL]z" Qio= 12.46 cfs C= 2.68 constant L= 20 ft minL=10' H= 0.38 ft max H=1' Calculate Velocity Over Weir V=Q/A V=12.46 cfs/20 ft x 0.38 ft V= 1.65 ft/sec OK Skimmer Sizing: 2.5 Skimmer Size(inches) Skimmer Size 0.208 Head on Skimmer(feet) (Inches) 1.75 Orifice Size(1/4 inch increments) 1.5 3.42 Dewatering Time(days) 2 2.5 3 4 5 6 8