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HomeMy WebLinkAboutSW3221006_Stormwater Report_20221214STORMWA TER MANAGEMENT AND EROSION CONTROL DESIGN THE COTTAGES A T WINGA TE - PHASE Z W/NGA TE, NORTH CAROLINA For SHELBY CATTLE FARM, LLC. EAGLE ENGINEERING Creating Communities. Together. MATTHEW C. KIRCHNER, P.E. EAGLE ENGINEERING, INC. 2013 Van Buren Ave. Indian Trail, NC 28079 EEI PROJECT NO.: 7516 OCTOBER 12, 2022 Initials Date N CARC�%'%, \ �0�oFEss�0!j'9 SEAL = 04550 = ti W INE ��i i/ I I I i 11, \V1`�/12/2022 The Cottages at Wingate 7516-C-NC Stormwater Management Report June 7, 2022 1.0 Project Address and Summary The project is located on Maye Street, approximately 0.60 miles northwest of the intersection of Edgewood Drive and Maye Street. The proposed development will include the construction of 119 single family homes and the associated site grading, roadways, stormwater management facilities, and landscaping. Phase 1 of the property to the southeast was approved with 180 single family homes and the associated infrastructure to serve these homes. Site improvements will include the site grading, paving, storm drain systems, public roadways, and one wet pond storm water device. This device, in addition to the existing Stormwater Pond #A1 from Phase 1, will treat all proposed single-family homes and infrastructure for Phase 2 (with Stormwater Pond #A1 also treating a portion of the associated impervious for Phase 1). Stormwater Pond #A1 was sized in Phase I to be able to manage and treat the additional impervious from Phase 2. As mentioned above, the site will include the construction of one stormwater BMP located adjacent to the western side of the stream that splits the site in two, at the topographical low point of the drainage shed. In addition to this BMP, the site will also utilize the existing Stormwater BMP #A1 from Phase 1 to manage and treat a portion of the area of Phase 2. The development of the site must comply with the City of Wingate Stormwater Management Ordinance and therefore will provide stormwater quality and provide peak controls for stormwater runoff of the 2- and 10-year storm events while providing safe conveyance of the 100-year storm event. The BMP chosen was a single wet pond to provide for both WQv and detention designed per the NCDEQ Stormwater BMP Manual. Runoff calculations were performed following the procedures outlined in the NCDEQ Stormwater BMP Manual and by the SCS method. The receiving drainage system for this site is an existing channel/stream located on -site, which splits the site in half, and flows to the southwest until it leaves the property along the western property line, at which point the stream continues to the north. Soils on the site consist of: • BdB2: Badin channery silty clay loam, 2 to 8% slopes • BaC: Badin channery silt loam, 8 to 15% slopes • ChA: Chewacla silt loam, 0 to 2% slopes • GsB: Goldston-Badin complex, 2 to 8% slopes • GsC: Goldston-Badin complex, 8 to 15% slopes • GsE:Goldston-Badin complex, 15 to 45% slopes • TaB: Tarrus gravelly silt loam, 2 to 8% slopes • TbB2: Tarrus gravelly silty clay loam, 2 to 8% slopes This on -site soils are labeled as hydrologic soil group (HSG) "B", "C", and "D". A USDA NRCS soils map and supporting information can be found in the Appendix A. 2.0 Water Quality Volume Control and Peak Flow Control Water Quality Volume and Release Rate calculations were performed as outlined in Appendix B. The Cottages at Wingate 7516-C-NC Stormwater Management Report June 7, 2022 3.0 Predeveloped Conditions Under existing conditions, the site is an undeveloped property consisting primarily of woods in good condition with a large area of open fields in good condition. There are no existing structures on -site. The site has 3 different streams that split the site into 3 different sections. The section to the east and adjacent to Edgewood Road is the largest section and the area that consists of Phase 1. The section between the western most channels is a smaller area, but will be the land that contains Phase 2 of the development. Finally, the section of land to the far west is split my an existing channel, but will be undeveloped. All of these sections drain to the 3 different streams and the floodplain located to the far west of the site along the boundary. Although the site all drains to the floodplain, there are 2 distinct drainage areas for the purposes of this development. One drainage basin that consists of all the land of Phase 1 (and uphill drainage) and one drainage basin that consists of all of the land of Phase 2 of the development (and all uphill runoff). The easternmost portion of the site (Phase 1) is the largest drainage basin and drains from east to west into the previously mentioned existing channels and 100-year floodplain. The point at which this stream enters the floodplain was considered the study point (Point of Analysis A). This drainage shed has a rather large portion of offsite drainage in the southeast which makes its way onto the site. However, bypass swales will be utilized to divert much of this offsite drainage away from the site. The predevelopment drainage from the site was delineated as indicated on the Pre Development Drainage Area Map included in Appendix B. The pre -development time of concentration calculations utilize a combination of overland sheet flow and shallow concentrated flow to determine the longest possible scenarios with a minimum 5 minute time interval. These calculations are outlined in Appendix B. The Curve Number (CN) for the pre -development basin was computed as a combination of woods and open areas (fields) with some impervious. Offsite areas used actual condition curve numbers where applicable. These calculations resulted in a predevelopment CN of 72 for the drainage area of Phase 2. A NRCS soil data table (Table 8.03e) from the NCDEQ Erosion and Sediment Control Planning and Design Manual depicting the soils designation for the site is included in Appendix A. 4.0 Post Developed Conditions The proposed development will include the construction of 119 single family detached homes, pavement and hardscape with associated site grading. Phase 2's drainage area will utilize one proposed BMP on the west of the existing stream that splits the site in half and it will also utilize the existing BMP #A1 from Phase 1 on the east of this stream as well to provide the required water quality and detention volumes. The proposed BMP is a wet pond (B) located adjacent to the existing stream on the west side, not far west from the roadway crossing connecting Phase 1 and Phase 2. The pond is located at the topographical low point of its' drainage basin on the site and outfalls to the southeast toward the stream channel that cuts the site in half between Phase 1 and Phase 2. This pond measures approximately 360' x 135' and contains two separate forebays and a single outfall control structure. The existing BMP that manages stormwater for Phase 2 is an existing wet pond in Phase 1 of the development (Al) and is located adjacent to the stream that cuts the site in half, on the east side of the stream. This BMP measures approximately 505' x 160' and contains 2 separate forebays as well as a single outfall structure. These 2 BMP's will capture runoff from the entirety of Phase 2. Both of these devices are being utilized for primary detention as well as for water quality treatment. They have been modeled to mitigate the sites requirements for post development flow and water quality. Calculations in Appendix B (see Hydrograph Return Period Recap, Page 1) have been provided to show that The Cottages at Wingate 7516-C-NC Stormwater Management Report June 7, 2022 the detention system is adequately sized for the 2-year and 10-year storm events, and adequately size to safely convey the 100-year 24-hour storm event. Any increase in peak flow in the bypass drainage sheds from Pre and Post development conditions has been accounted for with the over -detention of the flow from the development onsite within each wet pond. The composite Curve Numbers were calculated for each post developed basins and are summarized below. • Pre -Development Area: 72 • Post Development Area B: 83 • Post Development Area Al: 83 • Post Development Area Bypass: 73 See Post Development Drainage Area Map. A comparison of pre -developed, post -developed, and detained peak flows is shown below. The pre - development peak flows (Hyd. No. 1) should be compared to the total post -development peak flows (Hyd. No. 5). The drainage area reduces its' respective peak flow rates from pre -developed to post -developed conditions utilizing the wet pond detention. These BMPs's have been oversized to account for the un-detained flows from the respective bypass drainage sheds. Complete calculations including time of concentration and full hydrographs for the 2-year, 10-year, and 100-year 24-hour storm events are included in Appendix B. Hyd. No. Hydrograph type (9rig inj Inflow hyd(sj PeakOutncw(cfs) Hydrograph ❑escriptian 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr im-yr 1 SC Runoff 62.00 97.81 t56.31 205.97 279.49 340.77 406.16 PRE-DE11 PHASE II 2 SCS Runoff - 67.69 77.72 108.92 133.81 168.95 197.33 227.01 POST DELI B 3 Reservoir 2 6.062 14.63 31.60 46.17 67.80 100.T1 121.41 WET POND B 4 SC R wwff 48.91 74.67 111.51 153.73 2117.10 251.43 298.64 PHASE 2 BYPASS 5 Combine 3. 4 54.45 89.06 148.31 198.48 271.02 337.28 407.39 COMBINED PHASE2 7 SCS R uno-ff - 84.71 114.12 165.94 156.49 248.08 289.75 333.33 POST DE11 Al {PHASE 2) S 4daervolr 7 6.093 12.33 24.21) 34.93 57.M Ti.57 109.01 WET POND Al 5.0 Stormwater System The storm water system consists of proposed reinforced concrete pipes, ranging in size from 15" up to 36", conveying runoff to the proposed BMP's through a combination of underground pipes and catch basins. Adequate cover has been provided for all pipes and all pipes are proposed as class 3 and class 4 reinforced concrete pipe. The system has been modeled for a 10-year storm event for capacity and HGL. The results of the system have been provided in Appendix C. 6.0 Erosion Control Erosion control will be provided by utilizing temporary sediment basins, perimeter silt fence, temporary diversion ditch, and inlet protection where necessary. These mechanisms will be in place until the project is stabilized. Upon approval of the NCDEQ inspector, these mechanisms can be removed and the final storm drain measures can be put in place. Calculations for the sediment traps and sediment basins have been provided in Appendix D. The Cottages at Wingate Stormwater Management Report Appendix A Hydrologic Soils Map and Summary Report Curve Number Determinations 7516-C-NC June 7, 2022 547II100 34o 59' 41" N J. Hydrologic Soil Group —Union County, North Carolina 5474W 547700 548000 5483M 548600 5489M 34o 58' 42" N— I 547100 547400 547700 548000 548300 548600 N Map Scale: 1:12,900 if printed on A landscape (11" x 8.5") sheet. $ N Meters 0 150 300 E00 900 Feet 0 500 1000 2000 3000 Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 549800 11 M_ N 34' 59' 41" N f N "L 0 34o 58' 42" N 549800 5/23/2022 Pagel of 4 Hydrologic Soil Group —Union County, North Carolina MAP LEGEND Area of Interest (AOI) 0 Area of Interest (AOI) Soils Soil Rating Polygons 0 A 0 A/D 0 B 0 B/D C 0 C/D 0 D 0 Not rated or not available Soil Rating Lines r 0 A r 0 A/D B B/D N 0 C r 0 C/D r 0 D r 0 Not rated or not available Soil Rating Points 0 A 0 A/D 0 B 0 B/D ❑ C 0 C/D 0 D ❑ Not rated or not available Water Features Streams and Canals Transportation — Rails ­0 Interstate Highways US Routes Major Roads Local Roads Background D6 Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Union County, North Carolina Survey Area Data: Version 22, Jan 21, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 18, 2011—Oct 30, 2018 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. usoA Natural Resources Web Soil Survey 5/23/2022 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group —Union County, North Carolina Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI BaB Badin channery silt C 0.9 0.1 % loam, 2 to 8 percent slopes BaC Badin channery silt C 16.2 2.1 % loam, 8 to 15 percent slopes BdB2 Badin channery silty C 321.7 41.1 % clay loam, 2 to 8 percent slopes, moderately eroded BdC2 Badin channery silty C 27.9 3.6% clay loam, 8 to 15 percent slopes, moderately eroded BuB Badin-Urban land C 81.1 10.3% complex, 2 to 8 percent slopes ChA Chewacla silt loam, 0 to B/D 65.4 8.3% 2 percent slopes, frequently flooded CmB Cid channery silt loam, 1 D 67.9 8.7% to 5 percent slopes GsB Goldston-Badin D 36.5 4.7% complex, 2 to 8 percent slopes GsC Goldston-Badin D 74.9 9.6% complex, 8 to 15 percent slopes GsE Goldston-Badin D 21.6 2.8% complex, 15 to 45 percent slopes TaB Tarrus gravelly silt loam, B 57.3 7.3% 2 to 8 percent slopes TbB2 Tarrus gravelly silty clay B 9.1 1.2% loam, 2 to 8 percent slopes, moderately eroded Ud Udorthents, loamy C 2.2 0.3% W Water 0.8 0.1 % Totals for Area of Interest 783.4 100.0% USDA Natural Resources Web Soil Survey 5/23/2022 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Union County, North Carolina Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.- None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey 5/23/2022 Conservation Service National Cooperative Soil Survey Page 4 of 4 Appendices Table 8.03e Runoff curve numbers of urban areas' Curve number for ---------------------------------------Cover Description------------------------- --------- hydrologic soil g^roup------- Cover type and hydrologic condition Average percent impervious area A FBI F]c FD Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.) 3: Poor condition (grass cover < 50%) ........................... Fair condition (grass cover 50% to 75%) .................... Good condition (grass cover > 75%) .......................... Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way) ............................................. Streets and roads: Paved; curbs and storm sewers (excluding right-of-way)................................................................ Paved; open ditches (including right-of-way) .............. Gravel (including right-of-way) .................................... Dirt (including right-of-way) ......................................... Urban districts: Commercial and business .............................................. Industrial......................................................................... Residential districts by average lot size: 1/8 acre or less (town houses) ........................................ 1/4 acre........................................................................... 1/3 acre........................................................................... 1/2 acre........................................................................... 1 acre.............................................................................. 2 acres............................................................................ Developing urban areas Newly graded areas (pervious areas only, no vegetation) 4 ............................. Idle lands (CN's are determined using cover types similar to those in table 2-2c). EMININ MMEMEM MMININ 83 89 92 93 76 85 89 91 72 82 87 89 85 89 92 94 95 72 81 88 91 93 65 77 85 90 92 38 61 75 83 87 30 57 72 81 86 25 54 70 80 85 20 51 68 79 84 12 46 65 77 82 77 86 91 94 1. Average runoff condition, and la = 0.2S. 2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d. 3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. 4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas. Rev. 6/06 8.03.17 Appendices Table 8.03g Runoff curve numbers for other agriculture lands' Curve numbers for ---------------------------Cover description ------------------------------- --------------hydrologic soil groups ----------- Hydrologic77 Cover type conditions3 A C D Pasture, grassland, or range— Poor 68 n79 86 89 continuous forage for grazing. 2 Fair 49 79 84 Good 39 61 74 80 Meadow —continuous grass, protected — 30 58 71 78 from grazing and generally mowed for hay. Brush —brush -weed -grass mixture with Poor 48 67 77 83 brush the major element. 3 Fair 35 56 70 77 Good 304 48 65 73 Woods —grass combination (orchard or Poor 57 73 82 86 tree farm). 5 Fair 43 65 76 82 Good 32 58 72 79 Woods .6 Poor 45 66 77 83 Fair 36 60 73 79 Good 304 55 70 74 __f82 H86 Farmsteads—buildings, lanes, — 59 driveways, and surrounding lots. 1 Average runoff condition, and la= 0.2S. 2 Poor.' <50% ground cover or heavily grazed with no mulch. Fair: 50 to 75% ground cover and not heavily grazed. Good: > 75% ground cover and lightly or only occasionally grazed. 3 Poor.' <50% ground cover. Fair: 50 to 75% ground cover. Good: >75% ground cover. 4 Actual curve number is less than 30; use CN = 30 for runoff computations. 5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing, and litter and brush adequately cover the soil. Rev. 6/06 8.03.19 The Cottages at Wingate Stormwater Management Report 7516-C-NC June 7, 2022 Appendix B Pre -Development Drainage Area Map Post -Development Drainage Area Map Water Quality Volume (WQv) and Peak Flow Calculations (I-inchrainfall) Stormwater Hydrographs (2-yr, 10-yr, and 100-yr 24-hr) ------------- - - - I .\ 1 • I . I f= l fit — - - - -- - / I I /• / I \ tz --� \ _ _.. ___— —_\ _-_ \ \ I I, _ \ - J ) , `1 /' /' lI ' '--------- -------------- i J , ) '� - `_ -- � r' I• \ 1 f 11 /' 1 -� � ) \ I� � 1 ,I '- / l------'-'-'- 1 II•i'! r••' •1:,;',�. - -- \, '•'; •�"\ ,'\ 1` -_- �, '\_ '� -------- POLARIS DRIVE ------------ low 400 G i Ir00_ - I "/j mm --J,- -- -1 - , \ / 1 I - MAYS / -- ----- I - - ._ - - --- �.'� � \ � � - - —�� ' STREET - -- '--- \' 74 \� %0 100 LF OF SHEET FLOW AT 2.20% I _ - i awn ------------- - 41 �• 1 j / /' 1 125 LF OF SHALLOW TOTAL PRE-DEV _ -• / /. — — . 8 CONCENTRATED FLOW AT 5.70 % _� . \ - - — — 530 - I •� / X - --% - ----- � _- - • / \ �•�. � � Tc - 25.3 MIN. / I i� i 'i i I •', - COMP CN 72 _ ♦ \ • �i -i I \ -r - -- 'j I _ I I i r� / IY �•� / ,,/ JI r l \ I - 1 i -- ------------- I{/�, ,^, \` / •' , 1. _ J - - r \' �., j 71 _ \ •'. I - _ -.•,_. _. . / - •.-I----� -� .•.:../. f . ' .�. - / • / -' I '� � 1 199 LF OF CHANNEL - - -- -- - _ -_ — - - �-�- - /. �.- .'- --- / .�_-".--� 1 -�j \ '•. '•\ '.\ : / \ •' ;•• . — •. .• , .\ I -_--- ..... .• /.. .. so ----- FLOW AT2.20% 1 ::-=-1-.=-------- �„ --_ /-'=-- / "-.•'�_•.'-".•��• / �`�' - - `: `�\ '�'' \-,� \ \ `- - I _ l -- __ ` 500 - :I' I tL I / 1 / \ l.. 1. .. ___- _ _ _- � �. ''' .'"�• •'' ' -'� ;:�'L... _._____ .:::y,'.;: .,.: I ; .' , ` _ _._ \ __ v. ------------ - J: I \ ------ / \ ------------ i / .� I •Co --------------- _10 1 I i b O00 \:• ` — \ _ / :. -- -- - I '1 • II •.+- � - - -_ _- I 1. :l.' •'/. '!• •i _-i •i _ \ \' / � - - - � _ �\ •�) -1-- ------------ ------------- .j / I ,\.. �-; "-_ .•, . GRAPHIC CAL ------------------------------ / \� \ - - - -- — - - - - — - - - ( IN FEET 1 inch = 150 ft. z c� w Lu U Q � N c Z N wiz 4) C000 z LU w , w J g M a W Z) m U 0 0 z N m � m U w J _ TT �J U J z O I do LLJ w or N w U ww Uj zzJ _ Qo wz uj Qv wiz 2 O CL C) v— M U N U� z m m w CL U LCL z m O o� ►J Q ww w CL p N QLu w } Co N N w wz uj � C) a z o � 2 CL m Q o z m Q Sheet PRE-DEV --_ --------� ,• J• •> -�• - -- -�_"-- i �•:�� ••�•• \ `\'I i 1 11 _ \\ ,' 1 •,•'1 �-- ') ��'\ iI i ,i - � / --'- / - -- I -: -' i _ ♦ _ - \' \ _ / POLARIS DR/VE _N '11 it l I 1• / - __ `\'•.' ; 'I ' •I I \ �- i G "" \ •G - / _----"\ •\ - '+ / -- l \ I 41 *40 --- ----- ) '' ', � i,• ''\' - � - _/ - -� — -.- _ — .;.�' _ ...� �I�A REST f y\ — ` � '• 41* 1. Z� 204 I 3 ��---------- 00 P - 8 } ' ^ ' OST DEV / . ,7 ° ° % ----------__- --- ( �. � \ ♦ :� -� , 6 2 120 _ ♦ � BYPASS ♦ •\ . 207 /� 9 /, ` / r: _ DA - 57.19 AC o — _ — �_ j I / \' / \'• ���~�'� . `' ' 1 *� \ 100 LF OF SHEET FLOW AT 5.0 % TC = 21.8 MIN - ..off / I '`:. COMP CN = 73 \ /• r^209 COS �� 210 / 1 - _ - -_ -__ •% ./ - _ '/�� . -- -/ / •• '•, ', // I 'r /�\. ` ,' i �•� -" / �,- I- - _ •��!_�- ----- ---- ---�-" -� - _- -- ----\_ �\ �` /•�--�-->`-\2:1_ 3 - "-/-- _- . •� r /\ / 5�30�• /---''� __ _ J 1. -.--_ -------�- Tc 5.0 MIN. - _ -- ---- 1 •, '\ �I\; � / l JI ,''-� : �-I \\ '', \ -- -�- 214 - - -- DA COMP CN= 83- 34.36 AC `------- TOTAL POST-DEV. COS - I 189/ / r i \ - _ 188 I, - v - _ - P T DEV. 8 - .j r--187 - 217 BYPASS - / ' •I•.' I I /\ � COS - - - - •'1 r � , I - 21 s _ - ', 1, �i . '�. 186 l / , .i. \ - / v - ---- \ Y Tc - 21.8 MIN. l . 1. \ - - /.•'' / ti 542 LF OF SHALLOW ' � :::I I 185 CONCENTRATED FLOW AT 4.24 COMP CN 73 %';' ,' /, ♦' / / /. /\. �,- ► : , , v �•I \ _ _\ :.�'•'• - - \ ' r----- - - -1 - - - ` 222 � - - r - _--- // 0 / _ 2 7 - 5 _ _ 1I 267 \ _ 182 -- -- \ V -f ' - "/. 2L� •�. '�: _. . r / \ ---�--�'' ' --- ,� ,- TOTAL PRE DEV. 8 y � �., ., _.�-1- � �,'/ --=.---- _ _-� . �_ _�::• 'P671 ROP. WET " / ',� •. , /...•.•.•.'.\ 1 ... _•.. ......'/.-_- �,•" � Iffy - _ •�:_- - / c-- 0 3 62 ' I \ . , DA 23.40AC I � ::�: ::...,. : •, '. '. ._-"%,1-/ •:•.''� :��;:-- -----------_ - _ . \ � 59 • ., - - ..:... -• ,-.' .' .- _ .-� - Tc 5.0 MIN. -` \ _ -231 - - / / i •'2 2� �• �. ".' . \ .' • ' /.'':' :'' ' ?30 /'. •• \. _ - : 58 \ / 71 i.',.;.;./ . .... , 232 ' 227 COMP CN = 83 / : _= _ _ / . ..' ► _ _ I \ 26 / _�' �...'/.'.•.'.'.' :::: I 233 I \/: . • .. i.. :'' / / /, ..' /.. ; . ::'a'•„ ' .;.� �.. ;�: : _ : : 2,239 LF OF CHANNEL r /\ �, ✓� \ \ ', i - - COS AT 2.23 69 I \ / _ 24, -- -- - '. Q -.-_- _. . , •. 4 ---i :='/,-, '.': �.:::.,..". : �'.. 77 COS / v i• � \ 1240 PROP. WET :.•' .- �- / /-__" � ------""/.• .- _ � • "==-•4 0 .- .-:__:- ' "' .\ - -- � _._ - Imo.-_:'.:'�•'-:..''�.:._- \ 67 ' \ �• -� - -- --- _. -_.•� �--. 1 1 :U.:�1'. '-- _ -:•i:'•:. / - ._ PONDA2-- i. \ l 54, - - \ l� �_-_ I `./ \ `• '\ - - - / 4 \ �• ♦. % I 238 • \ '' ' ' PROP. WET r — f I \;•.• \' PONDB /,•'... `--- _-_ - /,:•../... �. ..' 153 �r r�176 / i \ I .I -------- _- i. 1 50 lu ... 77 dd / .' :/'::. ' : : : / %;.'. , /.56 PROP. WET r rS 157 �r L I i YPONDAlr 158 /-- I , :, • / . 87. _ 141 < 1� < 159 45 13 g 138 >• l �. \ \ 1�r / !E 162 ��4� f - - 1 / \18- ...-. - - 1..;:1.'.,','/•',-','", /....', ' �' 101 1, olfull.► 97 , , • ., . \ , COS 26 //.',. ':'•.'" �--_ - - - � \� \ �'-.\...• 1.: • :I\. : •.: ;. I /!. ,n. 03 - - — 113 ► c115 �%. ,, , N < '� r 25 ' �\ _ _- - 21 1�► / - ! /�/— l 132 15 _--- �, • j13320- - % -/,- _ -- -- -- \\ ;::\::::•.•.:'� �•;:•,.....\.\�. S .. 08 . 1111 '�-`Il77 :04 ' A �.•COS /22 14 -L•.� I fI i 12 _r. I .I1201,_ J . _ _ . •' - 129 -y130 �. - � 2 - - / - 12 29 127 _ . /' -.' .. .. •.'.-. I •. ` '' .--- •. \ •. •.>ti-.. � 1•:,.......,,.�_ .- :- - --=�•----___ .. ��- .•.::=7--= - ��•••�•:•-..••. � 124__ - 126 .'•'i-''" __ �,; :" , l O, /.%,.'"..,_ 1 - -- - - f �- i --------------- " - / - -------- 135,872sgft " /. ---- - / - I - - _ I� •PHI A C SCALE _ C ------_ _— _ .- •/ _ )� .' .'�: _ \\ - - ( IN FEET ) 1 inch = 150 ft. V ce Co LU LUU Q N z C,4 zU�.c , �tz00Q) z W , W J Q C', �- LU Z) 00 U 0 0 z N m W m Q U� = U J F CL o Q �U JoI­ Ljl f� UL f� QO UU_ �oz W m (D O M U N U rn Lo 'm m o � z � U m � uj Q W O^' L,L LLJ � LU W CL Q Co z N O N Q � Q C Q Oz o m o z m Q Sheet POST-DEVI Weighted Curve Number Calculations EAGLE ENGINEERING 14�Vpw­ Project Cottages at Wingate Client Moser Group 2013A Van Buren Ave. Indian Trail, NC 28079 (704) 882-4222 Project # 7516 Date 9/30/2022 Designation Pre -Development PHASE 2 Designer MDP Pre -Developed Area B Total Area: 87.52 ac Acreage Land Use Hydrologic Group CN Weighted CN (Acreage/Total Area)X(CN) 5.57 Impervious - 98 6.2 13.68 Open Space (Lawn) B 61 9.5 7.51 Woods B 55 4.7 7.44 Open Space (Lawn) C 74 6.3 1.24 Row Crops C 85 1.2 23.98 Woods C 70 19.2 2.01 Open Space (Lawn) D 80 1.8 26.10 Woods D 77 23.0 87.52 CN PRE = 72 EAGLE ENGINEERING, INC. PRE DEV PHASE II 2013 VAN BUREN AVENUE, STE A 7516- CN Pre PH I.As INDIAN TRAIL, NC 28079 10/12/2022 Weighted Curve Number Calculations EAGLE ENGINEERING 14�Vpw­ Project Cottages at Wingate Client Moser Group 2013A Van Buren Ave. Indian Trail, NC 28079 (704) 882-4222 Project # 7516 Date 9/30/2022 Designation PHASE 2 BYPASS Designer MDP Pre -Developed Area B Total Area: 57.19 ac Acreage Land Use Hydrologic Group CN Weighted CN (Acreage/Total Area)X(CN) 5.44 Impervious - 98 9.3 13.68 Open Space (Lawn) B 61 14.6 3.61 Woods B 55 3.5 5.16 Open Space (Lawn) C 74 6.7 1.24 Row Crops C 85 1.9 6.80 Woods C 70 8.3 2.01 Open Space (Lawn) D 80 2.8 19.25 Woods D 77 25.9 57.19 CN PRE = 73 EAGLE ENGINEERING, INC. PHASE 2 BYPASS 2013 VAN BUREN AVENUE, STE A 7516- CN Pre PH I.As INDIAN TRAIL, NC 28079 10/12/2022 Wet Detention Pond E N G I N E E R PROJECT: Cottages at Wingate - Phase II CLIENT: The Moser Group PROJ. #: 7516 DATE: 9/15/2022 2013A Van Buren Avenue PHASE: POND#B DESIGN BY: MDP Indian Trail, NC28079 Wet Detention Pond - NCDEQ BMP Manual Calculate Water Quality Volume Water Quality Volume (WQV) based upon the first inch of rainfall. Drainage Area (A) = 1,019,236 Ftz New Impervious Area = 376,873 Ftz Impervious Fraction (IA) = 0.37 37 % Rv = 0.05+0.9(IA) = 0.38 Runoff Coefficient Water Quality Volume Required (WQV) = 32,512 ft3 Where: WQV = 3630 * Rp * Rv * A Rainfall Depth (Rp) = 1.0 in. Runoff Coefficient (Rv) = 0.38 unitless Watershed Area (A) = 23.40 ac. WQV Elev. = 499.50 WQV provided = 36,887 ft3 OK Length, Width (Area), Depth, Geometry Permanent Pool Average Depth (dav) = 3.5 ft 3.0 ft. (rounded down) da = [Vperm_pool] / [Aperm_pool] Main Pool Volume Calculation 23.40 ac. 8.65 ac. Area at bottom of shelf = Area at perm. Pool = Area at bottom of pond = Depth to bottom of shelf = Volume of perm. Pool= Percent Impervious Cover = SA/DA Ratio = Surface Area Req'd (SA) _ Surface Area Provided = Average Length = Average Width = Length to Width Ratio = WQV Volume Calculation 498 21,494 0 0 499 25,858 23,676 23,676 499.5 26,984 13,211 36,887 z 21,494 Abot shelf (ft) 21,494 Apermyool (ft z) z 16,027 Abotyond (ft) Contour Area Volume Net Vol 494 16,027 0 0 495 17,356 16,692 16,692 496 18,710 18,033 34,725 497 20,089 19,400 54,124 498 21,494 20,792 74,916 4.00 Depth (ft) 74,916 ft3 37 % 1.41 % 14,343 ft, 21,494 ftz 285 ft 65 ft 4.4 :1 -based on assumed bottom, add 1'to design pond bottom to provide add'I sediment storage SA/DA Ration for Perm. Pool Sizing % Imp. Cover Perm. Pool Avg Depth (ft) 3.0 3.5 4.0 30 1.17 1.055 0.94 40 1.51 1.375 1.24 50 1.79 1.65 1.51 Values from Table: 1 (NCDEQ Stormwater Design Manual - Section C-3) Region: Piedmont Efficiency: 90 % EEI Project No. 6700 Wet Detention Pond Page 1 Orifice diameter = Orifice inv. Elev. = Orifice Equation: WQV Outlet Device 3 in. Q = Co A (29(Ho/3))o.s 2-day Avg Discharge (Qza") = 0.2135 cfs (max.) 5-day Avg Discharge (Q5a") = 0.0854 cfs (min.) Average Discharge (Q) = Icfs (provided) Discharge Coefficient (Co) _ X-sect area of orifice (A) = 0.0491 ftz Accel. due to gravity (g) = 32.2 ft/secz Avg. driving head (Ho) = 0.4583 ft Days to Discharge WQV Ho = Driving Head (ft), measured from the centroid of the orifice area to the water surface Note: Use Ho/3 to compute drawdown to reflect the fact that head is decreasing as drawdown occurs Forebay Design Forebay Vol. Required(min.): 11,237 ft3 (15% main pool) Approx. Area Required: 2,809 ftz Vol. Provided: 14,042 ft3 OK Area Provided: 4,983 ftz OK Design Percentage of Main Pond 19% OK (15-20% Req'd) Forebav Volume Calculation Contour Area Volume Net Vol 494 2197 0 0 495 2798 2,498 2,498 496 3463 3,131 5,628 497 4191 3,827 9,455 498 4983 4,587 14,042 The area and volume values shown above are the EEI Project No. 6700 Wet Detention Pond Page 2 Wet Detention Pond E N G I N E E R PROJECT: Cottages at Wingate - Phase II CLIENT: The Moser Group PROJ. #: 7516 DATE: 9/20/2022 2013A Van Buren Avenue PHASE: POND#A1 DESIGN BY: MDP Indian Trail, NC28079 Wet Detention Pond - NCDEQ BMP Manual Calculate Water Quality Volume Water Quality Volume (WQV) based upon the first inch of rainfall. Drainage Area (A) = 1,496,875 Ftz New Impervious Area = 572,937 Ftz Impervious Fraction (IA) = 0.38 38 % Rv = 0.05+0.9(IA) = 0.39 Runoff Coefficient Water Quality Volume Required (WQV) = 49,207 ft3 Where: WQV = 3630 * Rp * Rv * A Rainfall Depth (Rp) = 1.0 in. Runoff Coefficient (Rv) = 0.39 unitless Watershed Area (A) = 34.36 ac. WQV Elev. = 513.00 WQV provided = 49,853 ft3 OK Length, Width (Area), Depth, Geometry Permanent Pool Average Depth (dav) = 3.6 ft 3.5 ft. (rounded down) da = [Vperm_pool] / [Aperm_pool] Main Pool Volume Calculation 34.36 ac. 13.15 ac. Area at bottom of shelf = Area at perm. Pool = Area at bottom of pond = Depth to bottom of shelf = Volume of perm. Pool= Percent Impervious Cover = SA/DA Ratio = Surface Area Req'd (SA) _ Surface Area Provided = Average Length = Average Width = Length to Width Ratio = WQV Volume Calculation 512 46,581 0 0 512.5 49,839 24,105 24,105 513 53,152 25,748 49,853 z 46,581 Abot shelf (ft) 46,581 Apermyool (ft)511 z 38,173 Abotyond (ft) Contour Area Volume Net Vol 508 38,173 0 0 509 40,238 39,206 39,206 510 42,327 41,283 80,488 44,442 43,385 123,873 512 46,581 45,512 169,384 4.00 Depth (ft) 169,384 ft3 38 % 1.32 % 19,756 ft, 46,581 ftz 100 ft 50 ft 2.0 :1 -based on assumed bottom, add V to design pond bottom to provide add'I sediment storage SA/DA Ration for Perm. Pool Sizing % Imp. Cover Perm. Pool Avg Depth (ft) 3.0 3.5 4.0 40 1.51 1.38 1.24 50 1.79 1.65 1.5. 60 2.09 1.93 1.77 Values from Table: 1 (NCDEQ Stormwater Design Manual - Section C-3) Region: Piedmont Efficiency: 90 % EEI Project No. 6700 Wet Detention Pond Page 1 Orifice diameter = Orifice inv. Elev. = Orifice Equation: WQV Outlet Device 5 in. Q = Co A (29(Ho/3))o.s 2-day Avg Discharge (Qza") = 0.2885 cfs (max.) 5-day Avg Discharge (Q5a") = 0.1154 cfs (min.) Average Discharge (Q) = 0.1716 cfs (provided) Discharge Coefficient (Co) X-sect area of orifice (A) = 0.0668 ftz Accel. due to gravity (g) = 32.2 ft/secz Avg. driving head (Ho) = 0.2847 ft Days to Discharge WQV Ho = Driving Head (ft), measured from the centroid of the orifice area to the water surface Note: Use Ho/3 to compute drawdown to reflect the fact that head is decreasing as drawdown occurs Forebay Design Forebay Vol. Required(min.): 25,408 ft3 (15% main pool) Approx. Area Required: 6,352 ftz Vol. Provided: 28,367 ft3 OK Area Provided: 9,160 ftz OK Design Percentage of Main Pond 17% OK (15-20% Req'd) Forebav Volume Calculation Contour Area Volume Net Vol 508 5149 0 0 509 6076 5,613 5,613 510 7054 6,565 12,178 511 8082 7,568 19,746 512 9160 8,621 28,367 The area and volume values shown above are the EEI Project No. 6700 Wet Detention Pond Page 2 Hydraflow Table of Contents 7516 -Wingate Hydrographs Phase II.gpw Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 1 -Year SummaryReport......................................................................................................................... 3 HydrographReports................................................................................................................... 4 Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II.............................................................. 4 TR-55 Tc Worksheet........................................................................................................... 5 Hydrograph No. 2, SCS Runoff, POST DEV B........................................................................ 6 Hydrograph No. 3, Reservoir, WET POND B........................................................................... 7 Pond Report - WET POND B1............................................................................................. 8 Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 10 TR-55 Tc Worksheet......................................................................................................... 11 Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 12 Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 13 Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 14 Pond Report - WET POND Al ........................................................................................... 15 2 - Year SummaryReport ....................................................................................................................... 17 HydrographReports................................................................................................................. 18 Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II............................................................ 18 Hydrograph No. 2, SCS Runoff, POST DEV B...................................................................... 19 Hydrograph No. 3, Reservoir, WET POND B......................................................................... 20 Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 21 Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 22 Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 23 Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 24 5 - Year SummaryReport ....................................................................................................................... 25 HydrographReports................................................................................................................. 26 Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II............................................................ 26 Hydrograph No. 2, SCS Runoff, POST DEV B...................................................................... 27 Hydrograph No. 3, Reservoir, WET POND B......................................................................... 28 Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 29 Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 30 Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 31 Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 32 10 -Year SummaryReport....................................................................................................................... 33 HydrographReports................................................................................................................. 34 Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II............................................................ 34 Hydrograph No. 2, SCS Runoff, POST DEV B...................................................................... 35 Hydrograph No. 3, Reservoir, WET POND B......................................................................... 36 Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 37 Contents continued... 7516 -Wingate Hydrographs Phase Il.gpw Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 38 Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 39 Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 40 25 - Year SummaryReport ....................................................................................................................... 41 HydrographReports................................................................................................................. 42 Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II............................................................ 42 Hydrograph No. 2, SCS Runoff, POST DEV B...................................................................... 43 Hydrograph No. 3, Reservoir, WET POND B......................................................................... 44 Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 45 Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 46 Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 47 Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 48 50 - Year SummaryReport ....................................................................................................................... 49 HydrographReports................................................................................................................. 50 Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II............................................................ 50 Hydrograph No. 2, SCS Runoff, POST DEV B...................................................................... 51 Hydrograph No. 3, Reservoir, WET POND B......................................................................... 52 Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 53 Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 54 Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 55 Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 56 100 - Year SummaryReport ....................................................................................................................... 57 HydrographReports................................................................................................................. 58 Hydrograph No. 1, SCS Runoff, PRE-DEV PHASE II............................................................ 58 Hydrograph No. 2, SCS Runoff, POST DEV B...................................................................... 59 Hydrograph No. 3, Reservoir, WET POND B......................................................................... 60 Hydrograph No. 4, SCS Runoff, PHASE 2 BYPASS.............................................................. 61 Hydrograph No. 5, Combine, COMBINED PHASE 2............................................................. 62 Hydrograph No. 7, SCS Runoff, POST DEV Al (PHASE 2).................................................. 63 Hydrograph No. 8, Reservoir, WET POND Al ....................................................................... 64 OFReport.................................................................................................................. 65 Watershed Model Schematic 1 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 lop[ Legend yd. Origin Description 1 SCS Runoff PRE-DEV PHASE II 5 2 SCS Runoff POST DEV B 3 Reservoir WET POND B 4 SCS Runoff PHASE 2 BYPASS 5 Combine COMBINED PHASE 2 7 SCS Runoff POST DEV Al (PHASE 2) 8 Reservoir WET PONDA1 Project: 7516 - Wingate Hydrographs Phase Il.gpw Wednesday, 10 / 12 / 2022 Hydrograph Return Period Recap draflow 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 ------ 62.88 97.81 ------- 156.31 205.97 279.49 340.77 406.16 PRE-DEV PHASE II 2 SCS Runoff ------ 57.69 77.72 ------- 108.92 133.81 168.95 197.33 227.01 POST DEV B 3 Reservoir 2 6.062 14.53 ------- 31.60 46.17 67.88 100.71 121.41 WET POND B 4 SCS Runoff ------ 48.91 74.67 ------- 117.51 153.73 207.10 251.43 298.64 PHASE 2 BYPASS 5 Combine 3,4 54.45 89.06 ------- 148.31 198.48 271.02 337.28 407.39 COMBINED PHASE 2 7 SCS Runoff ------ 84.71 114.12 ------- 159.94 196.49 248.08 289.75 333.33 POST DEV Al (PHASE 2) 8 Reservoir 7 6.093 12.33 ------- 24.20 34.93 57.03 77.57 109.01 WET POND Al Proj. file: 7516 - Wingate Hydrographs Phase Il.gpw Wednesday, 10 / 12 / 2022 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 62.88 2 730 256,444 ------ ------ ------ PRE-DEV PHASE II 2 SCS Runoff 57.69 2 716 116,478 ------ ------ ------ POST DEV B 3 Reservoir 6.062 2 742 114,172 2 500.19 56,166 WET POND B 4 SCS Runoff 48.91 2 728 183,766 ------ ------ ------ PHASE 2 BYPASS 5 Combine 54.45 2 728 297,938 3,4 ------ ------ COMBINED PHASE 2 7 SCS Runoff 84.71 2 716 171,033 ------ ------ ------ POST DEVA1 (PHASE 2) 8 Reservoir 6.093 2 756 162,671 7 513.70 87,990 WET POND Al 7516 - Wingate Hydrographs Phase Il.gpw Return Period: 1 Year Wednesday, 10 / 12 / 2022 Hydrograph Report 4 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 87.520 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 3.02 in Storm duration = 24 hrs Q (cfs) 70.00 50.00 40.00 30.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE-DEV PHASE II Hyd. No. 1 -- 1 Year Wednesday, 10 / 12 / 2022 = 62.88 cfs = 730 min = 256,444 cuft = 72 = 0 ft = 25.30 min = Type II = 484 Q (cfs) 70.00 *1 01 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1 1' ' ' ' ' ' ' ' � ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II 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) = 3.64 0.00 0.00 Land slope (%) = 2.20 0.00 0.00 Travel Time (min) = 19.38 + 0.00 + 0.00 = 19.38 Shallow Concentrated Flow Flow length (ft) = 1125.00 0.00 0.00 Watercourse slope (%) = 5.70 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.85 0.00 0.00 Travel Time (min) = 4.87 + 0.00 + 0.00 = 4.87 Channel Flow X sectional flow area (sqft) = 20.00 0.00 0.00 Wetted perimeter (ft) = 14.00 0.00 0.00 Channel slope (%) = 2.07 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =18.15 0.00 0.00 Flow length (ft) ({0})1199.0 0.0 0.0 Travel Time (min) = 1.10 + 0.00 + 0.00 = 1.10 Total Travel Time, Tc.............................................................................. 25.30 min Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 2 POST DEV B Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 23.400 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.02 in Storm duration = 24 hrs Composite (Area/CN) = [(8.650 x 98) + (14.750 x 74)] / 23.400 Q (cfs) 60.00 50.00 40.00 30.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor POST DEV B Hyd. No. 2 -- 1 Year 0 120 240 360 480 600 720 — Hyd No. 2 840 Wednesday, 10 / 12 / 2022 = 57.69 cfs = 716 min = 116,478 cuft = 83* = 0 ft = 5.00 min = Type II = 484 Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 960 1080 1200 1320 1440 1560 Time (min) I U Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 3 WET POND B Hydrograph type = Reservoir Peak discharge = 6.062 cfs Storm frequency = 1 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 114,172 cuft Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 500.19 ft Reservoir name = WET POND B1 Max. Storage = 56,166 cuft Storage Indication method used. Q (cfs) 60.00 50.00 40.00 30.00 10.00 0.00 1 1 MW 0 480 — Hyd No. 3 WET POND B Hyd. No. 3 -- 1 Year Q (cfs) 60.00 50.00 40.00 30.00 20.00 10.00 0.00 1440 1920 2400 2880 3360 3840 4320 4800 Time (min) Hyd No. 2 ® Total storage used = 56,166 cult Pond Report 8 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Pond No. 4 - WET POND 131 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 498.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 498.00 21,494 0 0 1.00 499.00 25,858 23,640 23,640 2.00 500.00 28,125 26,981 50,621 3.00 501.00 30,448 29,276 79,897 4.00 502.00 32,829 31,628 111,525 5.00 503.00 35,265 34,036 145,561 6.00 504.00 37,758 36,501 182,062 7.00 505.00 40,308 39,022 221,084 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrFRsr] [A] [B] [C] [D] Rise (in) = 36.00 3.00 0.00 0.00 Crest Len (ft) = 16.00 3.00 20.00 0.00 Span (in) = 36.00 3.00 0.00 0.00 Crest El. (ft) = 503.00 499.50 504.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 488.00 498.00 0.00 0.00 Weir Type = 1 Rect Ciplti --- Length (ft) = 75.00 0.00 0.00 0.00 Multi -Stage = Yes Yes No No Slope (%) = 5.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a Yes No 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 CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD ExfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 498.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.10 2,364 498.10 99.22 is 0.02 is --- --- 0.00 0.00 0.00 --- --- --- 0.020 0.20 4,728 498.20 99.22 is 0.06 is --- --- 0.00 0.00 0.00 --- --- --- 0.064 0.30 7,092 498.30 99.22 is 0.10 is --- --- 0.00 0.00 0.00 --- --- --- 0.099 0.40 9,456 498.40 99.22 is 0.12 is --- --- 0.00 0.00 0.00 --- --- --- 0.124 0.50 11,820 498.50 99.22 is 0.14 is --- --- 0.00 0.00 0.00 --- --- --- 0.145 0.60 14,184 498.60 99.22 is 0.16 is --- --- 0.00 0.00 0.00 --- --- --- 0.163 0.70 16,548 498.70 99.22 is 0.18 is --- --- 0.00 0.00 0.00 --- --- --- 0.179 0.80 18,912 498.80 99.22 is 0.19 is --- --- 0.00 0.00 0.00 --- --- --- 0.194 0.90 21,276 498.90 99.22 is 0.21 is --- --- 0.00 0.00 0.00 --- --- --- 0.208 1.00 23,640 499.00 99.22 is 0.22 is --- --- 0.00 0.00 0.00 --- --- --- 0.221 1.10 26,338 499.10 99.22 is 0.23 is --- --- 0.00 0.00 0.00 --- --- --- 0.233 1.20 29,036 499.20 99.22 is 0.25 is --- --- 0.00 0.00 0.00 --- --- --- 0.245 1.30 31,734 499.30 99.22 is 0.26 is --- --- 0.00 0.00 0.00 --- --- --- 0.256 1.40 34,432 499.40 99.22 is 0.27 is --- --- 0.00 0.00 0.00 --- --- --- 0.267 1.50 37,130 499.50 99.22 is 0.28 is --- --- 0.00 0.00 0.00 --- --- --- 0.277 1.60 39,829 499.60 99.22 is 0.29 is --- --- 0.00 0.32 0.00 --- --- --- 0.603 1.70 42,527 499.70 99.22 is 0.30 is --- --- 0.00 0.89 0.00 --- --- --- 1.190 1.80 45,225 499.80 99.22 is 0.31 is --- --- 0.00 1.64 0.00 --- --- --- 1.947 1.90 47,923 499.90 99.22 is 0.31 is --- --- 0.00 2.53 0.00 --- --- --- 2.843 2.00 50,621 500.00 99.22 is 0.32 is --- --- 0.00 3.53 0.00 --- --- --- 3.856 2.10 53,549 500.10 99.22 is 0.33 is --- --- 0.00 4.64 0.00 --- --- --- 4.975 2.20 56,476 500.20 99.22 is 0.34 is --- --- 0.00 5.85 0.00 --- --- --- 6.191 2.30 59,404 500.30 99.22 is 0.35 is --- --- 0.00 7.15 0.00 --- --- --- 7.497 2.40 62,331 500.40 99.22 is 0.36 is --- --- 0.00 8.53 0.00 --- --- --- 8.886 2.50 65,259 500.50 99.22 is 0.36 is --- --- 0.00 9.99 0.00 --- --- --- 10.35 2.60 68,186 500.60 99.22 is 0.37 is --- --- 0.00 11.53 0.00 --- --- --- 11.90 2.70 71,114 500.70 99.22 is 0.38 is --- --- 0.00 13.13 0.00 --- --- --- 13.51 2.80 74,042 500.80 99.22 is 0.39 is --- --- 0.00 14.81 0.00 --- --- --- 15.19 2.90 76,969 500.90 99.22 is 0.39 is --- --- 0.00 16.55 0.00 --- --- --- 16.94 3.00 79,897 501.00 99.22 is 0.40 is --- --- 0.00 18.35 0.00 --- --- --- 18.75 3.10 83,060 501.10 99.22 is 0.41 is --- --- 0.00 20.22 0.00 --- --- --- 20.63 3.20 86,222 501.20 99.22 is 0.41 is --- --- 0.00 22.14 0.00 --- --- --- 22.56 3.30 89,385 501.30 99.22 is 0.42 is --- --- 0.00 24.13 0.00 --- --- --- 24.55 3.40 92,548 501.40 99.22 is 0.43 is --- --- 0.00 26.16 0.00 --- --- --- 26.59 Continues on next page... WET POND B1 Stage / Storage / Discharge Table Stage Storage Elevation CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD ExfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.50 95,711 501.50 99.22 is 0.43 is --- --- 0.00 28.26 0.00 --- --- --- 28.69 3.60 98,874 501.60 99.22 is 0.44 is --- --- 0.00 30.40 0.00 --- --- --- 30.84 3.70 102,036 501.70 99.22 is 0.45 is --- --- 0.00 32.60 0.00 --- --- --- 33.05 3.80 105,199 501.80 99.22 is 0.45 is --- --- 0.00 34.85 0.00 --- --- --- 35.30 3.90 108,362 501.90 99.22 is 0.46 is --- --- 0.00 37.15 0.00 --- --- --- 37.60 4.00 111,525 502.00 99.22 is 0.47 is --- --- 0.00 39.49 0.00 --- --- --- 39.95 4.10 114,928 502.10 99.22 is 0.47 is --- --- 0.00 41.88 0.00 --- --- --- 42.35 4.20 118,332 502.20 99.22 is 0.48 is --- --- 0.00 44.32 0.00 --- --- --- 44.80 4.30 121,736 502.30 99.22 is 0.48 is --- --- 0.00 46.81 0.00 --- --- --- 47.29 4.40 125,139 502.40 99.22 is 0.49 is --- --- 0.00 49.34 0.00 --- --- --- 49.82 4.50 128,543 502.50 99.22 is 0.49 is --- --- 0.00 51.91 0.00 --- --- --- 52.40 4.60 131,947 502.60 99.22 is 0.50 is --- --- 0.00 54.53 0.00 --- --- --- 55.03 4.70 135,350 502.70 99.22 is 0.51 is --- --- 0.00 57.19 0.00 --- --- --- 57.69 4.80 138,754 502.80 99.22 is 0.51 is --- --- 0.00 59.89 0.00 --- --- --- 60.40 4.90 142,157 502.90 99.22 is 0.52 is --- --- 0.00 62.63 0.00 --- --- --- 63.15 5.00 145,561 503.00 99.22 is 0.52 is --- --- 0.00 65.41 0.00 --- --- --- 65.94 5.10 149,211 503.10 99.22 is 0.53 is --- --- 1.69 68.24 0.00 --- --- --- 70.45 5.20 152,861 503.20 99.22 is 0.53 is --- --- 4.77 71.10 0.00 --- --- --- 76.40 5.30 156,511 503.30 99.22 is 0.54 is --- --- 8.75 74.00 0.00 --- --- --- 83.29 5.40 160,161 503.40 99.22 is 0.54 is --- --- 13.48 76.94 0.00 --- --- --- 90.96 5.50 163,811 503.50 99.31 is 0.55 is --- --- 18.84 79.92 0.00 --- --- --- 99.31 5.60 167,462 503.60 108.08 is 0.47 is --- --- 24.76 82.84 s 0.00 --- --- --- 108.08 5.70 171,112 503.70 113.20 is 0.42 is --- --- 31.20 81.58 s 0.00 --- --- --- 113.20 5.80 174,762 503.80 117.06 is 0.37 is --- --- 38.12 78.57 s 0.00 --- --- --- 117.06 5.90 178,412 503.90 120.28 is 0.33 is --- --- 45.50 74.45 s 0.00 --- --- --- 120.28 6.00 182,062 504.00 123.00 is 0.28 is --- --- 53.28 69.43 s 0.00 --- --- --- 122.99 6.10 185,964 504.10 125.26 is 0.24 is --- --- 61.25 s 63.76 s 2.11 --- --- --- 127.36 6.20 189,866 504.20 126.61 is 0.22 is --- --- 65.72 s 60.67 s 5.96 --- --- --- 132.57 6.30 193,768 504.30 127.67 is 0.20 is --- --- 69.05 s 58.41 s 10.94 --- --- --- 138.61 6.40 197,671 504.40 128.59 is 0.19 is --- --- 71.87 s 56.53 s 16.85 --- --- --- 145.43 6.50 201,573 504.50 129.40 is 0.17 is --- --- 74.33 s 54.89 s 23.55 --- --- --- 152.94 6.60 205,475 504.60 130.14 is 0.16 is --- --- 76.54 s 53.44 s 30.95 --- --- --- 161.09 6.70 209,377 504.70 130.83 is 0.15 is --- --- 78.54 s 52.14 s 39.01 --- --- --- 169.83 6.80 213,280 504.80 131.48 is 0.14 is --- --- 80.36 s 50.96 s 47.65 --- --- --- 179.12 6.90 217,182 504.90 132.09 is 0.14 is --- --- 82.06 s 49.89 s 56.87 --- --- --- 188.96 7.00 221,084 505.00 132.67 is 0.13 is --- --- 83.62 s 48.92 s 66.60 --- --- --- 199.27 ... End Hydrograph Report 10 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS Hydrograph type = SCS Runoff Storm frequency = 1 yrs Time interval = 2 min Drainage area = 57.190 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 3.02 in Storm duration = 24 hrs Q (cfs) 50.00 40.00 30.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PHASE 2 BYPASS Hyd. No. 4 -- 1 Year Wednesday, 10 / 12 / 2022 = 48.91 cfs = 728 min = 183,766 cuft = 73 = 0 ft = 21.80 min = Type II = 484 0.00 i i i i i I I I I I I I% i 0 120 240 360 480 600 720 — Hyd No. 4 Q (cfs) 50.00 40.00 30.00 20.00 10.00 MWITil 840 960 1080 1200 1320 1440 1560 Time (min) 11 TR55 Tc Worksheet Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS 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) = 3.64 0.00 0.00 Land slope (%) = 3.00 0.00 0.00 Travel Time (min) = 17.12 + 0.00 + 0.00 = 17.12 Shallow Concentrated Flow Flow length (ft) = 542.00 0.00 0.00 Watercourse slope (%) = 4.24 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =3.32 0.00 0.00 Travel Time (min) = 2.72 + 0.00 + 0.00 = 2.72 Channel Flow X sectional flow area (sqft) = 20.00 0.00 0.00 Wetted perimeter (ft) = 14.00 0.00 0.00 Channel slope (%) = 2.23 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =18.84 0.00 0.00 Flow length (ft) ({0})2239.0 0.0 0.0 Travel Time (min) = 1.98 + 0.00 + 0.00 = 1.98 Total Travel Time, Tc.............................................................................. 21.80 min 12 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 5 COMBINED PHASE 2 Hydrograph type = Combine Peak discharge = 54.45 cfs Storm frequency = 1 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 297,938 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac COMBINED PHASE 2 Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs) 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 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 5 — Hyd No. 3 Hyd No. 4 13 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 7 POST DEV Al (PHASE 2) Hydrograph type = SCS Runoff Peak discharge = 84.71 cfs Storm frequency = 1 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 171,033 cuft Drainage area = 34.360 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.02 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(13.150 x 98) + (21.210 x 74)] / 34.360 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 POST DEV Al (PHASE 2) Hyd. No. 7 -- 1 Year Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 7 Time (min) 14 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 8 WET POND Al Hydrograph type = Reservoir Peak discharge = 6.093 cfs Storm frequency = 1 yrs Time to peak = 756 min Time interval = 2 min Hyd. volume = 162,671 cuft Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 513.70 ft Reservoir name = WET POND Al Max. Storage = 87,990 cuft Storage Indication method used. Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 see 0 .00 1200 1800 2400 3000 3600 4200 4800 5400 6000 Time (min) — Hyd No. 7 ® Total storage used = 87,990 cult Pond Report 15 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Pond No. 1 - WET POND Al Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 512.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 512.00 46,582 0 0 1.00 513.00 53,152 49,826 49,826 2.00 514.00 56,522 54,823 104,649 3.00 515.00 59,948 58,221 162,870 4.00 516.00 63,432 61,676 224,545 5.00 517.00 66,971 65,187 289,732 6.00 518.00 70,567 68,754 358,487 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrFRsr] [A] [B] [C] [D] Rise (in) = 42.00 3.50 0.00 0.00 Crest Len (ft) = 16.00 3.00 20.00 0.00 Span (in) = 42.00 3.50 0.00 0.00 Crest El. (ft) = 516.00 513.00 517.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 512.00 512.00 0.00 0.00 Weir Type = 1 Rect Ciplti --- Length (ft) = 50.00 0.00 0.00 0.00 Multi -Stage = Yes Yes No No Slope (%) = 2.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi -Stage = n/a Yes No 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 CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD ExfiI User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 512.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000 0.10 4,983 512.10 0.02 is 0.02 is --- --- 0.00 0.00 0.00 --- --- --- 0.022 0.20 9,965 512.20 0.09 is 0.08 is --- --- 0.00 0.00 0.00 --- --- --- 0.075 0.30 14,948 512.30 0.13 is 0.13 is --- --- 0.00 0.00 0.00 --- --- --- 0.126 0.40 19,930 512.40 0.17 is 0.16 is --- --- 0.00 0.00 0.00 --- --- --- 0.162 0.50 24,913 512.50 0.19 is 0.19 is --- --- 0.00 0.00 0.00 --- --- --- 0.191 0.60 29,896 512.60 0.22 is 0.21 is --- --- 0.00 0.00 0.00 --- --- --- 0.215 0.70 34,878 512.70 0.26 is 0.23 is --- --- 0.00 0.00 0.00 --- --- --- 0.235 0.80 39,861 512.80 0.26 is 0.26 is --- --- 0.00 0.00 0.00 --- --- --- 0.256 0.90 44,843 512.90 0.29 is 0.27 is --- --- 0.00 0.00 0.00 --- --- --- 0.273 1.00 49,826 513.00 0.29 is 0.29 is --- --- 0.00 0.00 0.00 --- --- --- 0.292 1.10 55,308 513.10 0.61 is 0.29 is --- --- 0.00 0.32 0.00 --- --- --- 0.609 1.20 60,790 513.20 1.19 is 0.29 is --- --- 0.00 0.89 0.00 --- --- --- 1.187 1.30 66,273 513.30 1.94 is 0.29 is --- --- 0.00 1.64 0.00 --- --- --- 1.933 1.40 71,755 513.40 2.82 is 0.29 is --- --- 0.00 2.53 0.00 --- --- --- 2.816 1.50 77,237 513.50 3.83 is 0.29 is --- --- 0.00 3.53 0.00 --- --- --- 3.822 1.60 82,720 513.60 5.12 is 0.29 is --- --- 0.00 4.64 0.00 --- --- --- 4.932 1.70 88,202 513.70 6.33 is 0.29 is --- --- 0.00 5.85 0.00 --- --- --- 6.139 1.80 93,684 513.80 7.70 is 0.29 is --- --- 0.00 7.15 0.00 --- --- --- 7.437 1.90 99,167 513.90 8.83 is 0.30 is --- --- 0.00 8.48 s 0.00 --- --- --- 8.772 2.00 104,649 514.00 10.09 is 0.30 is --- --- 0.00 9.79 s 0.00 --- --- --- 10.09 2.10 110,471 514.10 11.42 is 0.30 is --- --- 0.00 11.12 s 0.00 --- --- --- 11.42 2.20 116,293 514.20 12.80 is 0.31 is --- --- 0.00 12.49 s 0.00 --- --- --- 12.80 2.30 122,115 514.30 14.25 is 0.31 is --- --- 0.00 13.90 s 0.00 --- --- --- 14.21 2.40 127,937 514.40 15.81 is 0.31 is --- --- 0.00 15.32 s 0.00 --- --- --- 15.63 2.50 133,759 514.50 17.44 is 0.32 is --- --- 0.00 16.75 s 0.00 --- --- --- 17.07 2.60 139,581 514.60 18.63 is 0.32 is --- --- 0.00 18.30 s 0.00 --- --- --- 18.63 2.70 145,403 514.70 20.31 is 0.33 is --- --- 0.00 19.86 s 0.00 --- --- --- 20.18 2.80 151,225 514.80 22.10 is 0.33 is --- --- 0.00 21.38 s 0.00 --- --- --- 21.71 2.90 157,048 514.90 23.38 is 0.34 is --- --- 0.00 23.05 s 0.00 --- --- --- 23.38 3.00 162,870 515.00 25.19 is 0.34 is --- --- 0.00 24.69 s 0.00 --- --- --- 25.03 3.10 169,037 515.10 27.09 is 0.34 is --- --- 0.00 26.30 s 0.00 --- --- --- 26.64 3.20 175,205 515.20 28.43 is 0.35 is --- --- 0.00 28.08 s 0.00 --- --- --- 28.43 3.30 181,372 515.30 30.31 is 0.35 is --- --- 0.00 29.81 s 0.00 --- --- --- 30.17 3.40 187,540 515.40 32.25 is 0.35 is --- --- 0.00 31.52 s 0.00 --- --- --- 31.87 3.50 193,707 515.50 33.68 is 0.36 is --- --- 0.00 33.32 s 0.00 --- --- --- 33.68 Continues on next page... 16 WET POND Al Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft cuft ft cfs 3.60 199,875 515.60 35.54 is 3.70 206,043 515.70 37.41 is 3.80 212,210 515.80 39.28 is 3.90 218,378 515.90 41.14 is 4.00 224,545 516.00 43.00 is 4.10 231,064 516.10 46.30 is 4.20 237,583 516.20 50.04 is 4.30 244,101 516.30 54.59 is 4.40 250,620 516.40 57.88 oc 4.50 257,139 516.50 62.15 oc 4.60 263,657 516.60 67.38 is 4.70 270,176 516.70 71.11 is 4.80 276,695 516.80 73.93 is 4.90 283,214 516.90 76.35 is 5.00 289,732 517.00 78.52 is 5.10 296,608 517.10 80.49 is 5.20 303,483 517.20 82.31 is 5.30 310,359 517.30 84.01 is 5.40 317,234 517.40 85.62 is 5.50 324,109 517.50 87.15 is 5.60 330,985 517.60 88.62 is 5.70 337,860 517.70 90.02 is 5.80 344,736 517.80 91.38 is 5.90 351,611 517.90 92.70 is 6.00 358,487 518.00 93.98 is ... End CIvB CIvC PrfRsr WrA WrB WrC WrD ExfiI User Total cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.36 is --- --- 0.00 35.18 s 0.00 --- --- --- 35.54 0.37 is --- --- 0.00 37.04 s 0.00 --- --- --- 37.41 0.37 is --- --- 0.00 38.91 s 0.00 --- --- --- 39.28 0.37 is --- --- 0.00 40.77 s 0.00 --- --- --- 41.14 0.38 is --- --- 0.00 42.63 s 0.00 --- --- --- 43.00 0.37 is --- --- 1.68 44.02 s 0.00 --- --- --- 46.08 0.36 is --- --- 4.77 44.91 s 0.00 --- --- --- 50.04 0.35 is --- --- 8.75 45.38 s 0.00 --- --- --- 54.48 0.32 is --- --- 13.47 44.08 s 0.00 --- --- --- 57.88 0.29 is --- --- 18.83 43.02 s 0.00 --- --- --- 62.14 0.28 is --- --- 24.76 42.35 s 0.00 --- --- --- 67.38 0.25 is --- --- 30.46 s 40.40 s 0.00 --- --- --- 71.11 0.23 is --- --- 34.52 s 39.18 s 0.00 --- --- --- 73.92 0.21 is --- --- 37.98 s 38.16 s 0.00 --- --- --- 76.35 0.20 is --- --- 41.05 s 37.27 s 0.00 --- --- --- 78.51 0.18 is --- --- 43.81 s 36.49 s 2.11 --- --- --- 82.59 0.17 is --- --- 46.34 s 35.78 s 5.96 --- --- --- 88.26 0.16 is --- --- 48.69 s 35.16 s 10.94 --- --- --- 94.95 0.16 is --- --- 50.86 s 34.59 s 16.84 --- --- --- 102.46 0.15 is --- --- 52.90 s 34.09 s 23.54 --- --- --- 110.68 0.14 is --- --- 54.83 s 33.63 s 30.95 --- --- --- 119.55 0.13 is --- --- 56.65 s 33.23 s 38.99 --- --- --- 129.01 0.13 is --- --- 58.39 s 32.86 s 47.64 --- --- --- 139.01 0.12 is --- --- 60.05 s 32.53 s 56.84 --- --- --- 149.54 0.12 is --- --- 61.64 s 32.23 s 66.60 --- --- --- 160.58 Hydrograph Summary Report 17 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 97.81 2 730 379,495 ------ ------ ------ PRE-DEV PHASE II 2 SCS Runoff 77.72 2 716 157,428 ------ ------ ------ POST DEV B 3 Reservoir 14.53 2 726 155,100 2 500.76 72,895 WET POND B 4 SCS Runoff 74.67 2 728 269,351 ------ ------ ------ PHASE 2 BYPASS 5 Combine 89.06 2 728 424,452 3,4 ------ ------ COMBINED PHASE 2 7 SCS Runoff 114.12 2 716 231,163 ------ ------ ------ POST DEVA1 (PHASE 2) 8 Reservoir 12.33 2 740 222,692 7 514.17 114,304 WET POND Al 7516 - Wingate Hydrographs Phase Il.gpw Return Period: 2 Year Wednesday, 10 / 12 / 2022 Hydrograph Report 18 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 87.520 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 3.64 in Storm duration = 24 hrs Q (cfs) 100.00 90.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE-DEV PHASE II Hyd. No. 1 -- 2 Year Wednesday, 10 / 12 / 2022 = 97.81 cfs = 730 min = 379,495 cuft = 72 = 0 ft = 25.30 min = Type II = 484 Q (cfs) 100.00 90.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time (min) 19 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 2 POST DEV B Hydrograph type = SCS Runoff Peak discharge = 77.72 cfs Storm frequency = 2 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 157,428 cuft Drainage area = 23.400 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.64 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(8.650 x 98) + (14.750 x 74)] / 23.400 Q (cfs) 80.00 70.00 50.00 40.00 30.00 10.00 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 1 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 — Hyd No. 2 Time (min) 20 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 3 WET POND B Hydrograph type = Reservoir Peak discharge = 14.53 cfs Storm frequency = 2 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 155,100 cuft Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 500.76 ft Reservoir name = WET POND B1 Max. Storage = 72,895 cuft Storage Indication method used. WET POND B Hydrograph Report 21 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 57.190 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 3.64 in Storm duration = 24 hrs Q (cfs) 80.00 70.00 50.00 40.00 30.00 10.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PHASE 2 BYPASS Hyd. No. 4 -- 2 Year Wednesday, 10 / 12 / 2022 = 74.67 cfs = 728 min = 269,351 cuft = 73 = 0 ft = 21.80 min = Type II = 484 Q (cfs) 80.00 70.00 50.00 40.00 30.00 20.00 10.00 0.00 ' 1 1 1 1 ' ' ' ' ' ' ' %� ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) 22 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 5 COMBINED PHASE 2 Hydrograph type = Combine Peak discharge = 89.06 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 424,452 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 COMBINED PHASE 2 Hyd. No. 5 -- 2 Year 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1 Q (cfs) 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 Hydrograph Report 23 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 7 POST DEV Al (PHASE 2) Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval = 2 min Drainage area = 34.360 ac Basin Slope = 0.0 % Tc method = User Total precip. = 3.64 in Storm duration = 24 hrs Composite (Area/CN) = [(13.150 x 98) + (21.210 x 74)] / 34.360 Q (cfs) 120.00 100.00 40.00 rIt ee Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor POST DEV Al (PHASE 2) Hyd. No. 7 -- 2 Year Wednesday, 10 / 12 / 2022 = 114.12 cfs = 716 min = 231,163 cuft = 83* = 0 ft = 5.00 min = Type II = 484 Q (cfs) 120.00 100.00 40.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 — Hyd No. 7 Time (min) 24 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 8 WET POND Al Hydrograph type = Reservoir Peak discharge = 12.33 cfs Storm frequency = 2 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 222,692 cuft Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 514.17 ft Reservoir name = WET POND Al Max. Storage = 114,304 cuft Storage Indication method used. WET POND Al Q (cfs) Hyd. No. 8 -- 2 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 0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 Time (min) — Hyd No. 8 Hyd No. 7 ® Total storage used = 114,304 cult Hydrograph Summary Report 25 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 156.31 2 730 587,841 ------ ------ ------ PRE-DEV PHASE II 2 SCS Runoff 108.92 2 716 222,716 ------ ------ ------ POST DEV B 3 Reservoir 31.60 2 724 220,364 2 501.63 99,955 WET POND B 4 SCS Runoff 117.51 2 728 413,361 ------ ------ ------ PHASE 2 BYPASS 5 Combine 148.31 2 726 633,724 3,4 ------ ------ COMBINED PHASE 2 7 SCS Runoff 159.94 2 716 327,031 ------ ------ ------ POST DEV Al (PHASE 2) 8 Reservoir 24.20 2 728 318,443 7 514.95 159,923 WET POND Al 7516 - Wingate Hydrographs Phase Il.gpw Return Period: 5 Year Wednesday, 10 / 12 / 2022 Hydrograph Report 26 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II Hydrograph type = SCS Runoff Storm frequency = 5 yrs Time interval = 2 min Drainage area = 87.520 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 4.58 in Storm duration = 24 hrs Q (cfs) 160.00 140.00 120.00 100.00 40.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE-DEV PHASE II Hyd. No. 1 -- 5 Year Wednesday, 10 / 12 / 2022 = 156.31 cfs = 730 min = 587,841 cuft = 72 = 0 ft = 25.30 min = Type II = 484 Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 0.00 ' 1 1 11 ' ' ' ' ' ' ' 1%, ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 27 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 2 POST DEV B Hydrograph type = SCS Runoff Peak discharge = 108.92 cfs Storm frequency = 5 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 222,716 cuft Drainage area = 23.400 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.650 x 98) + (14.750 x 74)] / 23.400 Q (cfs) 120.00 100.00 40.00 POST DEV B Hyd. No. 2 -- 5 Year Q (cfs) 120.00 100.00 40.00 20.00 0.00 ' —' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 2 Time (min) Hydrograph Report 28 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 3 WET POND B Hydrograph type = Reservoir Peak discharge = 31.60 cfs Storm frequency = 5 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 220,364 cuft Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 501.63 ft Reservoir name = WET POND B1 Max. Storage = 99,955 cuft Storage Indication method used Q (cfs) 120.00 100.00 40.00 WET POND B Hyd. No. 3 -- 5 Year Q (cfs) 120.00 100.00 40.00 20.00 0.00 '1 1 1 -�' ' '— I0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) — Hyd No. 3 — Hyd No. 2 ® Total storage used = 99,955 cult Hydrograph Report 29 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS Hydrograph type = SCS Runoff Storm frequency = 5 yrs Time interval = 2 min Drainage area = 57.190 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 4.58 in Storm duration = 24 hrs Q (cfs) 120.00 100.00 40.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PHASE 2 BYPASS Hyd. No. 4 -- 5 Year 0.00 '1 1 1 1am'" 0 120 240 360 480 600 720 — Hyd No. 4 840 Wednesday, 10 / 12 / 2022 = 117.51 cfs = 728 min = 413,361 cuft = 73 = 0 ft = 21.80 min = Type II = 484 Q (cfs) 120.00 100.00 40.00 20.00 ' 0.00 960 1080 1200 1320 1440 1560 Time (min) 30 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 5 COMBINED PHASE 2 Hydrograph type = Combine Peak discharge = 148.31 cfs Storm frequency = 5 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 633,724 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac Q (cfs) 160.00 140.00 120.00 100.00 40.00 Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 0.00 --1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 5 — Hyd No. 3 Hyd No. 4 31 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 7 POST DEV Al (PHASE 2) Hydrograph type = SCS Runoff Peak discharge = 159.94 cfs Storm frequency = 5 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 327,031 cuft Drainage area = 34.360 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.58 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(13.150 x 98) + (21.210 x 74)] / 34.360 Q (cfs) 160.00 140.00 120.00 100.00 40.00 Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 7 Time (min) 32 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 8 WET POND Al Hydrograph type = Reservoir Peak discharge = 24.20 cfs Storm frequency = 5 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 318,443 cuft Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 514.95 ft Reservoir name = WET POND Al Max. Storage = 159,923 cuft Storage Indication method used. WET POND Al Q (cfs) Hyd. No. 8 -- 5 Year Q (cfs) 160.00 140.00 120.00 100.00 80.00 60.00 40.00 20.00 0 00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 20.00 0 00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 Time (min) — Hyd No. 8 Hyd No. 7 ® Total storage used = 159,923 cult Hydrograph Summary Report 33 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 205.97 2 728 765,291 ------ ------ ------ PRE-DEV PHASE II 2 SCS Runoff 133.81 2 716 275,932 ------ ------ ------ POST DEV B 3 Reservoir 46.17 2 724 273,565 2 502.26 120,206 WET POND B 4 SCS Runoff 153.73 2 726 535,456 ------ ------ ------ PHASE 2 BYPASS 5 Combine 198.48 2 726 809,021 3,4 ------ ------ COMBINED PHASE 2 7 SCS Runoff 196.49 2 716 405,172 ------ ------ ------ POST DEV Al (PHASE 2) 8 Reservoir 34.93 2 726 396,514 7 515.57 197,853 WET POND Al 7516 - Wingate Hydrographs Phase Il.gpw Return Period: 10 Year Wednesday, 10 / 12 / 2022 Hydrograph Report 34 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 87.520 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 5.32 in Storm duration = 24 hrs Q (cfs) 210.00 180.00 150.00 120.00 30.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE-DEV PHASE II Hyd. No. 1 -- 10 Year Wednesday, 10 / 12 / 2022 = 205.97 cfs = 728 min = 765,291 cuft = 72 = 0 ft = 25.30 min = Type II = 484 Q (cfs) 210.00 180.00 150.00 120.00 30.00 0.00 '1 1 1 —0. ' ' ' ' ' ' '� ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 35 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 2 POST DEV B Hydrograph type = SCS Runoff Peak discharge = 133.81 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 275,932 cuft Drainage area = 23.400 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.32 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.650 x 98) + (14.750 x 74)] / 23.400 Q (cfs) 140.00 120.00 100.00 40.00 POST DEV B Hyd. No. 2 -- 10 Year Q (cfs) 140.00 120.00 100.00 *1 01 40.00 20.00 0.00 ' 1 1 1 1 ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 2 Time (min) 36 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 3 WET POND B Hydrograph type = Reservoir Peak discharge = 46.17 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 273,565 cuft Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 502.26 ft Reservoir name = WET POND B1 Max. Storage = 120,206 cuft Storage Indication method used. Q (cfs) 140.00 120.00 100.00 40.00 WET POND B Hyd. No. 3 -- 10 Year Q (cfs) 140.00 120.00 100.00 *1 01 40.00 20.00 0.00 ' 1 1' - ' ' '- 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 3 — Hyd No. 2 ® Total storage used = 120,206 cult Hydrograph Report 37 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS Hydrograph type = SCS Runoff Storm frequency = 10 yrs Time interval = 2 min Drainage area = 57.190 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 5.32 in Storm duration = 24 hrs Q (cfs) 160.00 140.00 120.00 100.00 40.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PHASE 2 BYPASS Hyd. No. 4 -- 10 Year Wednesday, 10 / 12 / 2022 = 153.73 cfs = 726 min = 535,456 cuft = 73 = 0 ft = 21.80 min = Type II = 484 Q (cfs) 160.00 140.00 120.00 100.00 40.00 20.00 0.00 ' —_— ' ' ' ' ' ' '� ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) 38 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 5 COMBINED PHASE 2 Hydrograph type = Combine Peak discharge = 198.48 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 809,021 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac Q (cfs) 210.00 180.00 150.00 120.00 • M It It 30.00 Q (cfs) 210.00 180.00 150.00 120.00 • It It 1 30.00 rIraa 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 39 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 7 POST DEV Al (PHASE 2) Hydrograph type = SCS Runoff Peak discharge = 196.49 cfs Storm frequency = 10 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 405,172 cuft Drainage area = 34.360 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.32 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(13.150 x 98) + (21.210 x 74)] / 34.360 Q (cfs) 210.00 180.00 150.00 120.00 30.00 POST DEV Al (PHASE 2) Hyd. No. 7 -- 10 Year Q (cfs) 210.00 180.00 150.00 120.00 30.00 0.00 ' T ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 7 Time (min) 40 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 8 WET POND Al Hydrograph type = Reservoir Peak discharge = 34.93 cfs Storm frequency = 10 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 396,514 cuft Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 515.57 ft Reservoir name = WET POND Al Max. Storage = 197,853 cuft Storage Indication method used. WET POND Al Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs) 210.00 180.00 150.00 120.00 90.00 60.00 30.00 0.00 0 240 — Hyd No. 8 480 720 Hyd No. 7 Hydrograph Summary Report 41 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 279.49 2 728 1,028,934 ------ ------ ------ PRE-DEV PHASE II 2 SCS Runoff 168.95 2 716 352,508 ------ ------ ------ POST DEV B 3 Reservoir 67.88 2 722 350,127 2 503.04 147,130 WET POND B 4 SCS Runoff 207.10 2 726 716,248 ------ ------ ------ PHASE 2 BYPASS 5 Combine 271.02 2 726 1,066,374 3,4 ------ ------ COMBINED PHASE 7 SCS Runoff 248.08 2 716 517,614 ------ ------ ------ POST DEV Al (PHASE 2) 8 Reservoir 57.03 2 724 508,882 7 516.38 248,999 WET POND Al 7516 - Wingate Hydrographs Phase Il.gpw Return Period: 25 Year Wednesday, 10 / 12 / 2022 Hydrograph Report 42 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II Hydrograph type = SCS Runoff Storm frequency = 25 yrs Time interval = 2 min Drainage area = 87.520 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 6.36 in Storm duration = 24 hrs Q (cfs) 280.00 240.00 200.00 160.00 120.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE-DEV PHASE II Hyd. No. 1 -- 25 Year Wednesday, 10 / 12 / 2022 = 279.49 cfs = 728 min = 1,028,934 cuft = 72 = 0 ft = 25.30 min = Type II = 484 Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 0.00 ' ' ' ' ' ' ' " ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 43 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 2 POST DEV B Hydrograph type = SCS Runoff Peak discharge = 168.95 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 352,508 cuft Drainage area = 23.400 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.36 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) _ [(8.650 x 98) + (14.750 x 74)] / 23.400 Q (cfs) 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 Q (cfs) 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 44 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 3 WET POND B Hydrograph type = Reservoir Peak discharge = 67.88 cfs Storm frequency = 25 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 350,127 cuft Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 503.04 ft Reservoir name = WET POND B1 Max. Storage = 147,130 cuft Storage Indication method used. Q (cfs) 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 WET POND B Hyd. No. 3 -- 25 Year 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1 Q (cfs) 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 Hydrograph Report 45 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS Hydrograph type = SCS Runoff Storm frequency = 25 yrs Time interval = 2 min Drainage area = 57.190 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 6.36 in Storm duration = 24 hrs Q (cfs) 210.00 180.00 150.00 120.00 30.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PHASE 2 BYPASS Hyd. No. 4 -- 25 Year Wednesday, 10 / 12 / 2022 = 207.10 cfs = 726 min = 716,248 cuft = 73 = 0 ft = 21.80 min = Type II = 484 Q (cfs) 210.00 180.00 150.00 120.00 30.00 0.00 1 1 1 1 r I I I I I I F ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) 46 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 5 COMBINED PHASE 2 Hydrograph type = Combine Peak discharge = 271.02 cfs Storm frequency = 25 yrs Time to peak = 726 min Time interval = 2 min Hyd. volume = 1,066,374 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac Q (cfs) 280.00 240.00 200.00 160.00 120.00 , Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 rIraa 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 47 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 7 POST DEV Al (PHASE 2) Hydrograph type = SCS Runoff Peak discharge = 248.08 cfs Storm frequency = 25 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 517,614 cuft Drainage area = 34.360 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.36 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(13.150 x 98) + (21.210 x 74)] / 34.360 Q (cfs) 280.00 240.00 200.00 160.00 120.00 POST DEV Al (PHASE 2) Hyd. No. 7 -- 25 Year Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 0.00 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 — Hyd No. 7 Time (min) Hydrograph Report 48 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 8 WET POND Al Hydrograph type = Reservoir Peak discharge = 57.03 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 508,882 cuft Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 516.38 ft Reservoir name = WET POND Al Max. Storage = 248,999 cuft Storage Indication method used Q (cfs) 280.00 240.00 200.00 160.00 120.00 Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 8 Hyd No. 7 ® Total storage used = 248,999 cult Hydrograph Summary Report 49 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 340.77 2 728 1,250,948 ------ ------ ------ PRE-DEV PHASE II 2 SCS Runoff 197.33 2 716 415,430 ------ ------ ------ POST DEV B 3 Reservoir 100.71 2 722 413,039 2 503.52 164,397 WET POND B 4 SCS Runoff 251.43 2 726 868,097 ------ ------ ------ PHASE 2 BYPASS 5 Combine 337.28 2 724 1,281,135 3,4 ------ ------ COMBINED PHASE 7 SCS Runoff 289.75 2 716 610,008 ------ ------ ------ POST DEV Al (PHASE 2) 8 Reservoir 77.57 2 724 601,225 7 516.96 286,892 WET POND Al 7516 - Wingate Hydrographs Phase Il.gpw Return Period: 50 Year Wednesday, 10 / 12 / 2022 Hydrograph Report 50 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 87.520 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 7.20 in Storm duration = 24 hrs Q (cfs) 350.00 250.00 200.00 150.00 100.00 50.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE-DEV PHASE II Hyd. No. 1 -- 50 Year Wednesday, 10 / 12 / 2022 = 340.77 cfs = 728 min = 1,250,948 cuft = 72 = 0 ft = 25.30 min = Type II = 484 Q (cfs) 350.00 300.00 250.00 200.00 150.00 100.00 50.00 0.00 ' ' ' ' ' ' ' '— ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 51 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 2 POST DEV B Hydrograph type = SCS Runoff Peak discharge = 197.33 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 415,430 cuft Drainage area = 23.400 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.650 x 98) + (14.750 x 74)] / 23.400 Q (cfs) 210.00 180.00 150.00 120.00 30.00 0.00 0 120 240 — Hyd No. 2 POST DEV B Hyd. No. 2 -- 50 Year 360 480 600 Q (cfs) 210.00 180.00 150.00 120.00 30.00 ' ' 0.00 720 840 960 1080 1200 Time (min) 52 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 3 WET POND B Hydrograph type = Reservoir Peak discharge = 100.71 cfs Storm frequency = 50 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 413,039 cuft Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 503.52 ft Reservoir name = WET POND B1 Max. Storage = 164,397 cuft Storage Indication method used. Q (cfs) 210.00 180.00 150.00 120.00 30.00 WET POND B Hyd. No. 3 -- 50 Year Q (cfs) 210.00 180.00 150.00 120.00 30.00 0.00 ' - ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time (min) — Hyd No. 3 — Hyd No. 2 ® Total storage used = 164,397 cult Hydrograph Report 53 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS Hydrograph type = SCS Runoff Storm frequency = 50 yrs Time interval = 2 min Drainage area = 57.190 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 7.20 in Storm duration = 24 hrs Q (cfs) 280.00 240.00 200.00 160.00 120.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PHASE 2 BYPASS Hyd. No. 4 -- 50 Year Wednesday, 10 / 12 / 2022 = 251.43 cfs = 726 min = 868,097 cuft = 73 = 0 ft = 21.80 min = Type II = 484 Q (cfs) 280.00 240.00 200.00 160.00 120.00 40.00 0.00 ' 1 1 1l' - ' ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) 54 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 5 COMBINED PHASE 2 Hydrograph type = Combine Peak discharge = 337.28 cfs Storm frequency = 50 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,281,135 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac Q (cfs) 350.00 c11 1It 250.00 200.00 150.00 100.00 50.00 Q (cfs) 350.00 300.00 250.00 200.00 150.00 100.00 50.00 rIraa 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 55 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 7 POST DEV Al (PHASE 2) Hydrograph type = SCS Runoff Peak discharge = 289.75 cfs Storm frequency = 50 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 610,008 cuft Drainage area = 34.360 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.20 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(13.150 x 98) + (21.210 x 74)] / 34.360 Q (cfs) 320.00 280.00 240.00 200.00 160.00 120.00 POST DEV Al (PHASE 2) Hyd. No. 7 -- 50 Year Q (cfs) 320.00 280.00 240.00 200.00 160.00 120.00 40.00 0.00 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 7 Time (min) 56 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 8 WET POND Al Hydrograph type = Reservoir Peak discharge = 77.57 cfs Storm frequency = 50 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 601,225 cuft Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 516.96 ft Reservoir name = WET POND Al Max. Storage = 286,892 cuft Storage Indication method used. WET POND Al 11 11 ------------ 11 11 see 1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1 .:1 Hydrograph Summary Report 57 Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2023 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 406.16 2 728 1,490,086 ------ ------ ------ PRE-DEV PHASE II 2 SCS Runoff 227.01 2 716 482,085 ------ ------ ------ POST DEV B 3 Reservoir 121.41 2 722 479,685 2 503.94 179,936 WET POND B 4 SCS Runoff 298.64 2 726 1,031,364 ------ ------ ------ PHASE BYPASS 5 Combine 407.39 2 724 1,511,049 3,4 ------ ------ COMBINED PHASE 7 SCS Runoff 333.33 2 716 707,882 ------ ------ ------ POST DEV Al (PHASE 2) 8 Reservoir 109.01 2 724 699,056 7 517.48 322,716 WET POND Al 7516 - Wingate Hydrographs Phase Il.gpw Return Period: 100 Year Wednesday, 10 / 12 / 2022 Hydrograph Report 58 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 1 PRE-DEV PHASE II Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 87.520 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 8.08 in Storm duration = 24 hrs Q (cfs) 420.00 240.00 180.00 120.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PRE-DEV PHASE II Hyd. No. 1 -- 100 Year Wednesday, 10 / 12 / 2022 = 406.16 cfs = 728 min = 1,490,086 cuft = 72 = 0 ft = 25.30 min = Type II = 484 Q (cfs) 420.00 360.00 300.00 240.00 180.00 120.00 0.00 ' 1 1 1 ' ' ' ' ' ' T-% ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 1 Time (min) 59 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 2 POST DEV B Hydrograph type = SCS Runoff Peak discharge = 227.01 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 482,085 cuft Drainage area = 23.400 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.08 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(8.650 x 98) + (14.750 x 74)] / 23.400 Q (cfs) 240.00 210.00 180.00 150.00 120.00 30.00 POST DEV B Hyd. No. 2 -- 100 Year Q (cfs) 240.00 210.00 180.00 150.00 120.00 30.00 0.00 ' 1 1 ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 — Hyd No. 2 Time (min) Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 3 WET POND B Hydrograph type = Reservoir Peak discharge = 121.41 cfs Storm frequency = 100 yrs Time to peak = 722 min Time interval = 2 min Hyd. volume = 479,685 cuft Inflow hyd. No. = 2 - POST DEV B Max. Elevation = 503.94 ft Reservoir name = WET POND B1 Max. Storage = 179,936 cuft Storage Indication method used. WET POND B ��'PW Hydrograph Report 61 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Hyd. No. 4 PHASE 2 BYPASS Hydrograph type = SCS Runoff Storm frequency = 100 yrs Time interval = 2 min Drainage area = 57.190 ac Basin Slope = 0.0 % Tc method = TR55 Total precip. = 8.08 in Storm duration = 24 hrs Q (cfs) 320.00 280.00 240.00 200.00 160.00 120.00 Peak discharge Time to peak Hyd. volume Curve number Hydraulic length Time of conc. (Tc) Distribution Shape factor PHASE 2 BYPASS Hyd. No. 4 -- 100 Year Wednesday, 10 / 12 / 2022 = 298.64 cfs = 726 min = 1,031,364 cuft = 73 = 0 ft = 21.80 min = Type II = 484 Q (cfs) 320.00 280.00 240.00 200.00 160.00 120.00 40.00 0.00 ' 1 1 1 ' ' ' ' ' 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 4 Time (min) 62 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 5 COMBINED PHASE 2 Hydrograph type = Combine Peak discharge = 407.39 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,511,049 cuft Inflow hyds. = 3, 4 Contrib. drain. area = 57.190 ac Q (cfs) 420.00 c.1 1It 240.00 180.00 120.00 Q (cfs) 420.00 360.00 300.00 240.00 180.00 120.00 rIraa 840 960 1080 1200 1320 1440 1560 Time (min) Hyd No. 4 63 Hydrograph Report Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 7 POST DEV Al (PHASE 2) Hydrograph type = SCS Runoff Peak discharge = 333.33 cfs Storm frequency = 100 yrs Time to peak = 716 min Time interval = 2 min Hyd. volume = 707,882 cuft Drainage area = 34.360 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 8.08 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite (Area/CN) = [(13.150 x 98) + (21.210 x 74)] / 34.360 Q (cfs) 350.00 ceeMe 250.00 200.00 150.00 100.00 50.00 0.00 0 120 240 — Hyd No. 7 POST DEV Al (PHASE 2) Hyd. No. 7 -- 100 Year 360 480 600 Q (cfs) 350.00 300.00 250.00 200.00 150.00 100.00 50.00 0.00 720 840 960 1080 1200 Time (min) Hydrograph Report 64 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Wednesday, 10 / 12 / 2022 Hyd. No. 8 WET POND Al Hydrograph type = Reservoir Peak discharge = 109.01 cfs Storm frequency = 100 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 699,056 cuft Inflow hyd. No. = 7 - POST DEV Al (PHASE 2) Max. Elevation = 517.48 ft Reservoir name = WET POND Al Max. Storage - 322,716 cuft Storage Indication method used Q (cfs) 350.00 c11 1It 250.00 200.00 150.00 100.00 50.00 Q (cfs) 350.00 300.00 250.00 200.00 150.00 100.00 50.00 J 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 Time (min) Hyd No. 8 Hyd No. 7 ® Total storage used = 322,716 cult Hydraflow Rainfall Report 65 Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2023 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (NIA) 1 69.1983 13.0000 0.8993 -------- 2 76.6030 12.9000 0.8784 -------- 3 0.0000 0.0000 0.0000 -------- 5 81.3501 13.1000 0.8444 -------- 10 78.2019 12.5000 0.8066 -------- 25 67.4210 11.1000 0.7419 -------- 50 60.5607 10.1000 0.6971 -------- 100 54.5298 9.1000 0.6545 -------- File name: Wingate Intensity.IDF Intensity = B / (Tc + D)^E Wednesday, 10 / 12 / 2022 Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 5.14 4.13 3.46 2.98 2.63 2.35 2.13 1.95 1.80 1.67 1.56 1.46 2 6.08 4.89 4.12 3.56 3.14 2.82 2.56 2.35 2.17 2.01 1.88 1.77 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 7.05 5.74 4.86 4.24 3.76 3.39 3.09 2.84 2.63 2.46 2.30 2.17 10 7.77 6.35 5.40 4.72 4.20 3.80 3.47 3.20 2.98 2.78 2.62 2.47 25 8.58 7.02 5.99 5.26 4.71 4.28 3.93 3.64 3.40 3.19 3.01 2.85 50 9.13 7.48 6.40 5.64 5.07 4.62 4.26 3.96 3.70 3.48 3.30 3.13 100 9.65 7.91 6.79 6.01 5.41 4.95 4.58 4.26 4.00 3.78 3.58 3.41 Tc = time in minutes. Values may exceed 60. Precip. He name: X:\Land Projects R2\7516 - Mae St Pro pert \Calculations\Stormwater\Re o rt\Wi ng ate Precip.pc Storm Rainfall Precipitation Table (in) Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.02 3.64 0.00 4.58 5.32 6.36 7.20 8.08 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1 st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 The Cottages at Wingate Stormwater Management Report Appendix C Storm Drain Calculations 7516-C-NC June 7, 2022 -.f."/ *\-..-,. \-� -"- �,I. I /-, .,'.. . �" -, ,,.,.' -,, , , *I/I 1I., - ,, . , ,<-,\-, , ../..', . I. -.�.,--- -� I ,.I� I , ,//,.. - ., .— ,-- -.I,1 , -..1\' . I —V."I.l'..\--, .. >r-/"",'1I., "-"-.-\1 . -,/�- -. -I,1\-.I*-,e ii \ � �". --� " .,'-:. 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I / \ J l 21 CB610 I / l 0 / \�� / / ter'• / \ ' - - - ' ' / : \< / 1 •--- \ / ----- - - _ - /T P a ---- -- / / / I DI 623 ' I _ / I -" ,' ,/ / 2 1 I ► 185 al / I / I - 272i / c / ./ ----- \ - / D► ")\ / \ ' : - ! --- --- -• - ,:-' , / ;¢ . .' - -- _ --- . /' •`-------- - �' CB-511 / I 275 . ' 184 / / /::: .-.- I -- ' \--------. / /:. - - _ / / .\ / I / / i ' I / / / - - - - / / 0 276 I - ` I / \ )' ... / / l - 1 _ --�. _ - = .] I / - / / c6 6os :/ 278 2 g -----' -- .�- - _ 1'_ . l�/ l� / _ I if / - / - � . I• \ - \ %? \ i / . . _ / �' �'. _ _ __ / / i / �r DI 413 / /'• {{ \ I/ ------- .. f. - r _ f l ------------- / / 0 7 1 __ 7 _ !� _ j /' / 7 S^ / 7/ / / CA �.�• .- CB 510 / .�• / Ina _ " I /. a / 0 / �_ U / / �-' I �. / I 0 I / - G :Q •I - �' \ / / • 257 -"- - - - i / .o . . i - 72 DI 631- • 68 / / / I - I / / I - - I _ _ 254'. _ i = i _ DI 412 I 258 I I - \ / 74 I " . j 267 ---- % �� * �,'/-,": , � . -., . .'-.�1-I. 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'i \ :�•/ . { /. / \ I -' , . • % . , • / --- --" / - - ------ -- : 225 ::\'... \ : ' CB 607 / /.' . / \ I ' GP \ G \ \ .f• " R / .� 1 .,R .2 1 o C 606 26 \' \. • -- \ o-- - 1 :I ► / \ • 1 / - I -' - • � • \ :. •. \ ' . 1 1 : CB 604 \ / q CB-400 '' EX. WET I — \ /•' /.:.' ^' \ POND A2 I - �. i \ • 1 . /. / \ 249 / / . i. / r .\'. / . .'r � 22 � .r / 9 • o� I: \ L p" RCP C 50 G CB 504 / / .' , .:.-. 166 / - _ 80 Q >.. 1 CB 602 G l 1 1 P I I:••:: - ). - r • CB 627 \ I / r 1 o. - _. 6 ,� 3 C 605 a / /• / 8 . I - I• U �� / P / \ 30" RCP FES 400A w _ O - P 81 _1 / /.53 I 1 - 1 / / ,\ R 3 s .' -I,' . 1, • , , 1. . . 23 5 -' / - , I �' , / / / / / \' 154 I / / 241 / r - / 8 .. 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WET — — / \ , , . . \ : !C POND Al ♦ , \ _ \ \ /' \ PO 81 cP =i .x _ 147 -' l i 87 �• •♦ r FES 81 \ � - "•�✓, '. � `fir / _ _ _ _ \ J N RR - / - V V \ 1. --- I - / \ 145 / / - - / •� / / \ --- r / ' / •\ - / :l / \ l I R III f G C SCALE _ - .� I ; - 89 �i . y� 138 f'a _ 0 8. 160 p \ I / 1 � / 1 l \ I / / % / r i / 1 \ o ,9' /• / \ \ \l i / �• i' - I \ i _ 0 i /.'�'. /. j 90 0 :/ o r IN FEET h o - �'' / / \ : / / 1 \ / / �0 0 0 0 80' / / 1• i\h ft. -- ,-5 ,2 1 \ _ / / /. - - , / / h l' / %. ' h i \ , tD ce Q co z � w W CS CS z U Q N N c z � qU�.Z uj tz�" �D ) !� W , z R LU J � 11, I—k zi col a J $ tY (�D G:N Q w Z) co L 00 U 0 0 z N— m ui 1 m (jW Q = Q)J � F CLz Q)C 1 � C LL1 uj cj� LLj N I— I— Q ] Q) QQ z C ^) C ^) V V w Lj— zz 0J 9 LLI Q U I• lc::� I— U Q �:z (/)!- m0Q LLl I— J F— � �U . w z M U N Y U z Lo m m LL o � Q z 2 U m O -� z :�i Q UJ r Q N rWn z Q- p m N o V 0 z w Q �o z �- Q 0 r^ — �+) Q z ap z O (f) m Q w z �? Lu Q) m o (/) Sheet POST-DEVI Gotta es at Win ate Project Number: 7516 Description Original Date: 9/28/22 DB: MDP Revision Date: N/A PM: MDP Location I Inlet I i Areas i Storm Runoff I I Pipe Sizing Calculations I I Pipe In ut Cover Calculations I I I I I I From 1 I I Percent I Percent I Composite I Structure I To Structure I (acres) I Pervious) Impe,M I Runoff I I I I (%) Coeff. Co I I I I I I I I (in/hr) I I I I I I I I Inlet I Combined I I Pipe I Pipe I Dtheo I I Disdiarge Q1 Disdiarge I Material n1 Slope I Lengthl (in) I Size (in) I (cfs) I Qpipe (cfs) I I (%) I (ft) I I I I I I I I I I I Pipe I I I I Vfull I Capacity I Q-full 1 d/dm I I ( ) I full 1 -ful 1 dodo 1 I I I I I 1 I (60 I I I I I 'pe I Actual I I I Structure I I I Actual I Time I pipe I Pope I Pipe I Rim I Depth Of I Pipe v/V-full 1 Vpipe 1 (min) -1 Time 1 Inv. 1 Inv. In 1 Elevation 1 Cover (Based 1 Material I (fps) I Full I I Out I I I on Rim) I I I I (min) I I I (RoWine) I I I I Pipe 1 Material I Class I Storm Network 400 CB-409 CB-408 0.23 29% 71% 0.77 7.78 1.38 1.38 0.013 0.99% 28 8.4 1 15 1 5.2 6.41 22°/a 0.30 0.74 3.86 0.09 1 0.12 1 543.93 1 543.65 546.54 1 1.11 RCP CB-408 I CB-407 1 0.10 1 25% 1 75% 1 0.80 1 7.78 1 0.60 1 1.97 1 0.013 1 2.50% 1 300 1 8.1 1 15 1 8.3 1 10.20 1 19% 1 0.27 1 0.66 1 5.49 1 0.60 1 0.91 1 542.501535.001 546.44 1 2.44 1 RCP CB-410 CB-407 0.48 31% 69% 0.76 7.78 2.87 2.87 0.013 0.99% 28 11.1 i 15 i 5.2 i 6.41 i 45% i 0.44 i 0.87 i 4.54 i 0.09 i 0.10 i 532.41 i 532.13 i 539.04 i 5.13 i RCP CB-407 I CB-406 I 0.19 I 25% I 75% I 0.80 I 7.78 I 1.19 I 6.03 I 0.013 I 1.25% I 286 I 14.0 1 15 1 5.9 1 7.21 1 84% 1 0.68 1 1.12 1 6.58 1 0.81 1 0.72 1 531.931528.351 538.94 1 5.51 1 RCP CB-411 CB-406 0.48 32% 68% 0.76 7.78 2.82 2.82 0.013 0.99% 29 11.0 15 5.2 6.42 44% 0.44 0.87 4.55 0.09 0.11 524.95 524.66 531.42 4.97 RCP CB-406 I CB-405 1 0.19 1 25% 1 75% 1 0.80 1 7.78 1 1.16 1 10.01 1 0.013 1 1.50% 1 36 1 16.4 1 18 1 7.3 1 12.86 1 78% 1 0.65 1 1.12 1 8.15 1 0.08 1 0.07 1 524.411523.871 531.68 1 5.48 1 RCP C&405 CFS404 0.31 29% 71% 0.78 7.78 1.88 11.90 0.013 3.00% 28 15.3 18 10.3 18.17 65% 0.58 1.05 10.80 0.05 0.04 523.67 522.83 530.56 5.10 RCP C1404 CFS403 0.14 24% 76% 0.80 7.78 0.86 12.76 0.013 3.00% 36 15.7 18 10.3 18.18 70% 0.62 1.07 11.01 0.06 0.05 522.63 521.55 530.56 6.14 RCP CB-403 I CB-402 I 0.09 I 27% I 73% I 0.79 I 7.78 I 0.56 I 13.31 I 0.013 I 3.00% I 113 116.0 1 18 1 10.3 1 18.16 1 73% 1 0.62 1 1.07 1 11.00 1 0.18 1 0.17 1 521.351517.951 528.48 1 5.34 1 RCP DI415 DI414 1.83 91% 9% 0.40 1 5.24 1 3.86 3.86 0.013 1.00% 1 250 1 12.4 1 15 1 5.3 1 6.45 1 60% 1 0.54 1 0.99 1 5.20 1 0.79 1 0.80 1 536.42 1533.921 539.57 1 1.65 RCP DI414 I DI413 I 1.17 I 87% I 13% I 0.43 I 5.24 I 2.63 I 6.49 I 0.013 I 3.00% I 250 112.2 1 18 1 10.3 1 18.17 1 36% 1 0.41 1 0.87 1 8.95 1 0.40 1 0.47 1 533.671526.181 537.07 1 1.61 1 RCP I413 2 DI412 0.77 85% 15% 0.44 7.78 2.65 9.13 0.013 5.00% 94 12.6 18 13.3 23.45 39% 0.41 0.87 11.54 0.12 0.14 525.98 521.30 531.58 3.81 RCP DI-4 CFS402 0.22 84% 16% 0.45 7.78 0.75 23.20 0.013 2.00% 167 21.2 24 10.2 31.97 73% 0.62 1.07 10.89 0.27 m 0.26 m 520.80 m 517.45 525.50 2.39 RCP CB-402 I CB-401 1 0.06 1 24% 1 76% 1 0.80 1 7.78 1 0.40 1 23.60 1 0.013 1 1.50% 1 111 1 22.6 1 24 1 8.8 1 27.67 1 85% 1 0.70 1 1.14 1 10.04 1 0.21 1 0.18 1 517.251515.591 522.86 1 3.30 1 RCP 9.88 CB-416 CB-401 0.46 1 40% 1 60% 1 0.71 1 7.78 2.56 2.56 1 0.013 1 3.00% 1 28 1 8.6 1 15 1 9.1 1 11.17 1 23% 1 0.30 1 0.74 1 6.74 1 0.05 1 0.07 1 517.181516.341 520.93 1 2.25 1 RCP 1 I CB-400 I 0.14 I 24% I 76% I 0.81 I 7.78 I 0.88 I 27.03 I 0.013 I 1.00% I 116 125.6 I 30 I 8A I 41.01 I 66% I 0.58 I 1.05 I 8.77 1 0.23 1 0.22 1 515.091513.931 520.93 1 2.99 1 RCP iC C6400 FES-400A 0.07 24% 76% 0.80 7.78 0.44 27.48 0.013 2.01°/a 86 22.6 30 11.8 58.01 47°/a 0.47 0.94 11.11 0.12 0.13 513.73 512.00 523.12 6.54 RCP CB-506 I CB-505 I 0.28 I 30% I 70% I 0.77 I 7.78 I 1.65 I 1.65 I 0.013 I 0.50% I Storm Network 500 28 I 10.2 I 15 I 3.7 I 4.56 I 36% I 0.41 I 0.87 I 3.23 1 0.13 1 0.14 1 524.191524.051 527.36 1 1.67 1 RCP CB-505 CB-504 0.28 28% 72% 0.78 7.78 1.71 3.37 0.013 3.00% 141 9.6 15 9.1 11.17 30% 0.37 0.82 7.47 0.26 0.32 523.14 518.90 527.36 2.72 RCP CB-504 I CB-503 0.23 30% 70% 0.77 7.78 1.39 4.75 0.013 1.99% 81 11.7 15 7.4 9.11 52% 0.50 0.99 7.35 0.18 0.18 518.70 517.08 523.13 2.93 RCP CB-503 I CB-502 I 0.15 I 33% I 67% I 0.75 I 7.78 I 0.89 I 5.64 I 0.013 I 2.00% I 83 I 12.5 I 15 I 7.4 I 9.11 I 62% I 0.56 I 1.05 I 7.80 I 0.19 1 0.18 1 516.881 515.221 520.88 1 2.50 1 RCP CB-502 CB-501 0.15 33% 67% 0.75 7.78 0.89 6.53 0.013 1.00% 102 15.1 15 5.2 6.44 101% 0.82 1.16 6.09 1 0.33 1 0.28 1 515.021 514.001 518.72 1 2.20 i RCP CB-511 I CB-510 1 0.20 I 30% I 70% I 0.77 I 7.78 I 1.19 I 1.19 I 0.013 I 0.99% I 28 I 8.0 I 15 I 5.2 I 6.42 I 19% I 0.27 I 0.66 I 3.45 I 0.09 1 0.14 1 528.281528.001 531.58 1 1.80 1 RCP CB-510 DI-509 0.11 25% 75% 0.80 7.78 0.68 1.87 0.013 2.00% 219 8.3 15 7.4 9.12 20% 0.30 0.74 5.50 1 0.49 1 0.66 1 524.411 520.031 531.52 1 5.61 i RCP DI-509 DI-508 0.75 76% 24% 0.50 7.78 2.90 4.77 0.013 2.50% 211 11.3 15 8.3 10.20 1 47% 0.47 0.94 7.81 1 0.42 1 0.45 1 519.831514.561 523.30 1 1.97 1 RCP DI-508 I CB-507 I 0.70 I 82% I 18% I 0.46 I 7.78 I 2.49 I 7.26 I 0.013 I 1.02% I 31 115.6 I 18 I 6.0 I 10.57 I 69% I 0.58 I 1.05 I 6.28 1 0.09 1 0.08 1 514.311514.001 517.50 1 1.40 1 RCP I CB-507 CB-501 0.59 40% 60% 0.71 7.78 3.26 10.52 0.013 1.00% 28 18.0 18 5.9 10.49 100% 0.82 1.16 6.89 1 0.08 1 0.07 1 510.971 510.691 517.68 1 4.92 i RCP CB-501 FES-500 1 0.29 34% 1 66% 1 0.75 7.78 1 1.67 1 18.73 0.013 1 3.25% 160 17.9 24 1 13.0 1 40.72 46% 0.47 0.94 1 12.18 1 0.21 1 0.22 1 510.19 1505.001 517.67 1 5.17 1 RCP Storm Network 600 CB-618 CB-617 0.85 30% 70% 0.77 7.78 5.06 5.06 0.013 2.00% 28 12.0 15 7.4 9.12 56% 0.54 0.99 7.36 1 0.06 1 0.06 1 537.47 1 536.911 543.38 1 4.41 iRCP CB-617 CB-616 0.39 30% 70% 0.77 7.78 2.31 7.38 0.013 1.24% 65 15.1 18 6.6 11.70 63% 0.56 1.05 6.95 1 0.16 1 0.16 1 536.661535.851 543.38 1 4.93 1 RCP CB-616 1 DI-615 1 0.10 1 23% 1 77% 1 0.81 1 7.78 1 0.65 1 8.03 1 0.013 1 3.00% 1 123 1 13.2 1 18 1 10.3 1 18.16 1 44% 1 0.44 1 0.87 1 8.94 1 0.20 1 0.23 1 535.651531.971 544.08 1 6.64 1 RCP I DI-615 DI-614 1.15 79% 21% 0.48 7.78 4.27 12.30 0.013 0.50% 80 21.7 24 5.1 15.98 77% 0.65 1.12 5.70 1 0.26 1 0.23 1 531.471 531.071 535.00 1 1.22 i RCP DI-614 I CB-613 I 0.22 I 89% I 11% I 0.41 I 7.78 I 0.70 I 12.99 I 0.013 I 0.50% I 146 122.2 I 24 I 5.1 I 15.97 I 81% I 0.68 I 1.12 I 5.69 1 0.48 1 0.43 1 530.871530.141 538.00 1 4.82 1 RCP I CB-613 CB-612 0.09 25% 75% 0.80 7.78 0.55 13.54 0.013 0.50% 28 22.5 24 5.1 15.98 85°/a 0.68 1.12 5.70 0.09 0.08 527.94 527.80 543.46 13.21 RCP CB.621 I CB-620 I 0.55 I 30% I 70% I 0.77 I 7.78 I 3.30 I 3.30 I 0.013 I 0.50% I 28 I 13.3 I 15 I 3.7 I 4.56 I 72% I 0.62 I 1.07 I 3.98 1 0.13 1 0.12 1 530.261530.121 536.17 1 4.41 1 RCP I CB-620 CB-619 0.51 31% 69% 0.76 7.78 3.06 6.36 0.013 0.50% 162 17.0 18 4.2 7.42 86% 0.70 1.14 4.79 0.64 1 0.56 1 529.871529.061 536.17 1 4.51 RCP CB-622 I CB-619 1 0.12 1 57% 1 43% 1 0.61 1 7.78 1 0.55 1 0.55 I 0.013 1 1.00% 1 28 1 6.0 1 15 1 5.3 1 6.45 1 9% 1 0.17 1 0.45 1 2.37 1 0.09 1 0.20 1536.281536.001 539.86 1 2.08 1 RCP 1 C6619 CB-612 0.12 37% 63% 0.73 7.78 0.68 7.59 0.013 0.59% 94 17.6 18 4.6 8.09 94% 0.74 1.14 5.22 0.34 0.30 528.86 528.30 539.85 9.20 RCP C1612 OLI 0.01 13% 87% 0.87 7.78 0.08 21.21 0.013 1.00% 151 23.4 24 7.2 22.62 94% 0.74 1.14 8.21 0.35 0.31 527.600 526.090 543.46 0 13.55 0 RCP I I I I I I I I I I I I I I I I I I I I I I I I I I I DI{23 DI-6 0.69 77% 23% 0.49 7.78 2.62 2.62 0.013 0.75% 360 11.3 15 4.6 5.59 47% 0.47 0.94 4.28 1.32 1.40 529.54 526.84 532.27 1.23 RCP DII11 C'610 0.94 78% 22% 0.48 7.78 3.51 27.34 0.013 0.51% 57 29.2 30 5.9 29.14 94% 0.74 1.14 6.77 0.16 0.14 525.59 525.30 530.25 1 1 1 1 1.81 RCP I I I I I I I I I I I I I I I I I I I I I I I I I I I C&624 CFS610 0.48 31% 69% 0.76 7.78 2.88 2.88 0.013 0.99% 28 11.1 15 5.2 6.43 45% 0.44 0.87 532.00 536.23 4.56 0.09 0.10 532.2812 2.45 RCP C1610 CFS609 0.14 45% 55% 0.68 7.78 0.72 30.94 0.013 1.40% 184 25.3 30 9.9 48.46 64% 0.56 1.05 10.37 0.31 0.30 521.69 519.11 536.07 11.53 RCP I I I I I I I I I I I I I I I I I I I I I I I I I I I Gotta es at Win ate Project Number: 7516 Description Original Date: 9/28/22 DB: MDP Revision Date: N/A PM: MDP Location I Inlet i Areas I i Storm Runoff I I Pipe Sizing Calculations I I Pipe In ut Cover Calculations I I I I I I From 1 I I Percent I Percent I Composite I Structure I To Structure I (acres) I Pervious) Impe,M I Runoff I I I I M I (%) I Coeff. Co I I I I I I I I (in/hr) I I I I I I I I Inlet I Combined I I Pipe I Pipe I Dtheo I I Disdiarge Q1 Disdiarge I Material n1 Slope I Lengthl (in) I S¢e (in) I (cfs) I Qpipe (cfs) I I (%) I (ft) I I I I I I I I I I I Pipe I I I I Vfull I Capacity I Q-full 1 d/dm I I ( ) I ¢full 1 -ful 1 ratio 1 I I I I I I I (cW I I I I I "Pe I Actual I I I Structure I I I Actual I Time I Pipe I Pipe I Pipe I Rim I Depth Of I Pipe v/V-full 1 Vpipe 1 (min) -1 Time 1 Inv. 1 Inv. In 1 Elevation 1 Cover (Based 1 Material I (fps) I Full I I Out I I I on Rim) I I I I (min) I I I (RoWine) I I I I Pipe 1 Material I Class I CB-625 CB-609 0.32 31% 69% 0.76 7.78 1.88 1.88 1 0.013 1 1.00% 1 28 1 9.9 1 15 1 5.3 6.45 29% 0.35 0.82 4.31 0.09 1 0.11 1 524.28 1524.001 527.57 1 1.79 1 RCP CB-609 CB-608 0.46 31% 69% 0.77 7.78 2.73 35.54 0.013 0.80% 218 29.6 30 7.5 36.64 97% 0.88 1.15 8.58 0.49 1 0.42 1 518.91 517.17 527.57 5.81 RCP I I I I I I I I I I I I I I I I I I I I I I I I I I I CB-626 CB-608 0.34 31% 69% 0.76 7.78 2.01 2.01 0.013 3.02% 29 7.9 15 9.1 11.20 18% 0.27 0.66 6.03 0.05 1 0.08 1 519.28 1 518.421 523.09 1 2.31 1 RCP CB-608 CB-607 0.34 29% 71% 0.78 7.78 2.04 39.59 0.013 1.00% 146 29.6 30 8.3 40.95 97% 0.88 1.15 9.59 0.29 0.25 516.97 515.51 522.99 3.17 RCP CB-607 I CB-606 I 0.24 I 31% I 69% I 0.76 I 7.78 I 1.41 I 41.00 I 0.013 I 1.11% I 35 129.4 I 30 I 8.8 I 43.15 I 95% I 0.88 I 1.15 110.11 1 0.07 1 0.06 1 515.311514.921 520.09 1 1.93 1 RCP CB-606 CB-605 0.04 35% 65% 0.74 7.78 0.24 41.24 0.013 1.25% 28 28.8 30 9.3 45.80 90% 0.74 1.14 10.64 1 0.05 1 0.04 1 514.721 514.371 518.76 1 1.19 i RCP CB-605 CB-604 0.01 20% 80% 0.83 7.78 1 0.06 41.30 0.013 1.99% 35 26.4 30 11.8 57.81 71% 0.62 1.07 12.60 0.05 0.05 514.17 513.47 518.76 1.74 RCP CB-604 I CB-603 I 0.02 I 17% I 83% I 0.85 I 7.78 I 0.13 I 41.43 I 0.013 1 2.00% I 64 126.4 I 30 I 11.8 I 57.99 I 71% I 0.62 I 1.07 112.641 0.09 1 0.08 1 513.271511.981 518.68 1 2.56 1 RCP I CB-603 CB-602 0.10 26% 74% 0.80 7.78 0.60 42.03 0.013 2.00% 90 26.6 30 11.8 57.91 73% 0.62 1.07 12.62 0.13 1 0.12 1 511.781 509.991 517.45 1 2.82 i RCP CB-602 CB-601 1 0.16 1 32% 68% 0.76 1 7.78 0.92 42.95 0.013 2.00% 74 26.8 30 11.8 57.90 1 74% 1 0.62 1 1.07 1 12.62 1 0.10 1 0.10 1 509.791508.321 515.75 1 3.11 1 RCP DI-636 DI-635 1.99 80% 20% 0.47 5.24 4.92 4.92 0.013 0.60% 225 14.9 15 4.1 4.99 99% 0.88 1.15 4.68 1 0.92 1 0.80 1 539.701 538.351 542.14 1 0.94 i RCP DI-635 1 DI-634 1 0.16 1 100% 1 0% 1 0.35 1 7.78 1 0.42 1 5.35 1 0.013 1 0.70% 1 388 1 14.9 1 15 1 4.4 1 5.39 1 99% 1 0.88 1 1.15 1 5.05 1 1.47 1 1.28 1 538.151 535.441 545.00 1 5.35 1 RCP I DI-634 DI-633 0.38 82% 18% 0.46 7.78 1.36 6.70 0.013 2.00% 177 13.3 15 7.4 9.12 73% 0.62 1.07 7.95 0.40 0.37 535.24 531.71 543.70 6.96 RCP DI-633 DI-632 0.41 83% 17% 0.45 7.78 1.44 8.14 0.013 1 4.50°/a 200 12.3 15 11.1 13.68 60°/a 0.54 1 0.99 11.04 0.30 1 0.30 1 531.51 522.52 536.68 1 3.67 RCP DI-632 I DI-631 I 0.43 I 79% I 21% I 0.48 I 7.78 I 1.61 I 9.75 I 0.013 1 2.00% 1 200 1 15.4 I 18 I 8.4 I 14.84 I 66% I 0.58 I 1.05 I 8.81 1 0.40 1 0.38 1 522.271518.271 527.19 1 3.13 1 RCP I DI-631 DI-630 0.54 83% 17% 0.45 7.78 1.91 11.66 0.013 3.50% 189 14.8 18 11.1 19.62 59% 0.54 0.99 10.99 1 0.28 1 0.29 1 518.071511.451 522.19 1 2.33 RCP DI{30 DI{29 0.58 84% 16% 0.94 7.78 2.01 13.68 0.013 3.00% 220 16.2 18 10.3 18.18 75% 0.65 1.12 11.52 0.36 0.32 511.25 504.641 517.56 1 4.52 RCP DI-629 I CB-628 I 0.98 I 82% I 18% I 0.46 I 7.78 I 3.47 I 17.15 I 0.013 I 0.75% I 141 122.8 I 24 I 6.2 I 19.58 I 88% 1 0.70 I 1.14 I 7.10 1 0.38 1 0.33 1 504.141503.081 507.89 1 1.44 1 RCP I CB-637 CB-628 0.81 40% 60% 0.71 7.78 4.45 4.45 0.013 0.50% 84 14.9 15 3.7 4.55 98% 0.88 1.15 4.26 0.38 0.33 507.42 507.00 511.27 2.35 RCP CB-628 I CB-627 1 0.14 1 37% 1 63% 1 0.73 1 7.78 1 0.77 1 22.37 1 0.013 1 1.00% 1 89 1 23.9 1 30 1 8.4 1 41.04 1 54% 1 0.50 1 0.99 1 8.28 1 0.18 1 0.18 1 502.581501.691 512.44 1 7.01 1 RCP 1 C&627 1 CB-601 1 0.66 37% 63% 0.73 7.78 3.75 1 26.12 0.013 1 1.00% 1 28 1 25.3 1 30 1 8.3 1 40.96 1 64% 0.56 1.05 1 8.76 1 0.06 1 0.05 1 501.49 501.21 514.31 1 9.97 i RCP CB-601 FES-600 0 0.10 37% 63% 0.73 7.78 0.59 0 69.66 0.013 0 1.50% 0 181 0 33.9 0 36 0 11.5 0 81.52 0 85% 0.70 1.14 0 13.15 0 0.26 0 0.23 0 500.71 0 498.000 514.30 0 10.19 RCP The Ridge at 601 - 2-Year Gutter Spread Calculations Project Number: 7516 Description Original Date: 10/11/22 DB: MDP Gutter Spread - 2-Year Storm Revision Date: I N/A PM: I MDP Intensity: 4.00 in/hr Proposed Lane Width:1 Ift I Proposed Gutter Width: 1 2 Ift Inlet (from Storm Drainage) Inlet Area (acres) Runoff Coeff. C Runoff "Q" Sub. Total Qs (cfs) Qt (cfs) Slope Parameters S Ion S cross ( 9) ( ) K M) M) Capacity ca P Q P Qcap (cfs) Inlet Calculations Spread Spread P P Tact (ft) Tallowed (ft) Depth Dactual (ft) Depth Dtheo (ft) Q b (cfs) Bypass Calculations To Inlet Basin Type (Column A) Sump Condition? * Storm Network 100 CB-400 1 0.07 1 0.80 0.23 0.23 3.70o/a 2.080/0 26 0.23 1.4 1 8.0 0.03 0.17 0.00 CB-401 Single CB-401 I 0.14 I 0.81 0.45 I 0.45 LP 12.08% I ------- 0.45 I 1.2 I 8.0 I 0.02 I 0.17 0.00 I I Single CB-402 0.06 0.80 0.21 0.21 3.50% 2.08% 26 0.21 1.3 8.0 0.03 0.17 0.00 CB-401 Single CB-403 0.09 0.79 0.29 0.34 5.30% 2.08% 30.5 0.34 1.5 8.0 0.03 0.17 0.00 CB-402 Single CB-404 I 0.14 I 0.80 0.44 I 0.44 2.00% 12.08% I 23.5 0.44 I 2.0 I 8.0 I 0.04 I 0.17 0.00 I CB-403 I Single CB-405 0.31 0.78 0.97 0.97 2.00% 2.08% 23.5 0.92 4.2 8.0 0.09 0.17 0.05 CB-403 Single CB-406 0.19 0.80 0.59 0.60 3.20% 2.08% 26 0.60 2.1 8.0 0.04 0.17 0.00 CB-403 Single CB-407 I 0.19 I 0.80 0.61 I 0.61 2.50% 12.08% I 23.5 0.61 I 2.5 I 8.0 I 0.05 I 0.17 0.00 I CB-406 I Single CB-408 0.10 0.80 0.31 0.31 2.50% 2.08% 23.5 0.31 1.7 8.0 0.03 0.17 0.00 CB-407 Single CB-409 0.23 0.77 0.71 0.71 2.50% 2.08% 23.5 0.70 2.9 8.0 0.06 0.17 0.01 CB-410 Single CB-410 I 0.48 I 0.76 1.47 I 1.48 2.50% 12.08% I 23.5 1.31 I 5.2 I 8.0 I 0.11 I 0.17 0.17 I CB-411 I Single CB-411 0.48 0.76 1.45 1.62 3.60% 2.08% 26 1.46 4.9 8.0 0.10 0.17 0.16 CB-416 Single CB-416 0.46 0.71 1.32 1.48 LP 2.08% ------- 1.48 2.0 8.0 0.04 0.17 0.00 Single CB-501 I 0.29 I 0.75 0.86 I 0.86 LP 12.08% I ------- 0.89 I 1.7 I 8.0 I 0.04 I 0.17 0.00 I I Single CB-502 0.15 0.75 0.46 1 0.46 2.00% 1 2.08% 23.5 0.46 2.0 8.0 0.04 0.17 0.00 CB-501 Single CB-503 0.15 0.75 0.46 0.46 2.70% 1 2.08% 23.5 0.46 1.9 8.0 0.04 1 0.17 0.00 CB-502 Single CB-504 I 0.23 I 0.77 0.71 I 0.74 2.70% 12.08% I 23.5 1 0.73 I 2.9 I 8.0 I 0.06 I 0.17 0.01 I CB-503 I Single CB-505 0.28 0.78 0.88 0.88 3.00% 2.08% 26 0.86 3.3 8.0 0.07 0.17 0.02 CB-504 Single CB-506 0.28 0.77 0.85 0.85 3.00% 2.08% 26 0.84 3.2 8.0 0.07 0.17 0.01 CB-507 Single CB-507 I 0.59 I 0.71 1.68 I 1.69 LP 12.08% I ------- 1.69 I 2.0 I 8.0 I 0.04 I 0.17 0.00 I I Single CB-510 0.11 0.80 0.35 0.35 2.00% 2.080/6 23.5 0.35 1.8 8.0 0.04 0.17 0.00 CB-609 Single CB-511 0.20 0.77 1 0.61 0.61 1 2.00% 2.08% 23.5 0.61 2.8 8.0 0.06 0.17 1 0.00 CB-609 Single The Ridge at 601 - 2-Year Gutter Spread Calculations Project Number: 7516 Description Original Date: 10/11/22 DB: MDP Gutter Spread - 2-Year Storm Revision Date: I N/A PM: I MDP Intensity: 4.00 in/hr Proposed Lane Width:1 12 Ift I Proposed Gutter Width: 1 2 Ift Inlet (from Storm Drainage) Inlet Area (acres) Runoff Coeff. C Runoff "Q" Sub. Total Qs (cfs) Qt (cfs) Slope Parameters (long) (cross) S Ion S cross o o K (/o) (/o) Capacity ca p tY "Q p� Qcap (cfs) Inlet Calculations Spread Spread p P Tact (ft) Tallowed (ft) Depth pt Dactual (ft) Depth Pt Dtheo (ft) Q b (cfs) Bypass Calculations To Inlet Column A Basin Type ( ) Sump Condition? * CB-601 0.10 0.73 0.30 0.30 2.00% 2.08% 23.5 0.30 1.7 8.0 0.04 0.17 0.00 CB-637 Single CB-602 0.16 0.76 0.48 0.48 2.00% 2.080/0 23.5 0.48 2.1 8.0 0.04 0.17 0.00 1 CB-601 I Single CB-603 I 0.10 I 0.80 0.31 I 0.31 2.00% 12.08% I 23.5 0.31 I 1.7 I 8.0 I 0.04 I 0.17 0.00 I CB-602 I Single CB-604 0.02 0.85 0.07 0.07 08% 23.5 0.07 1.0 8.0 0.02 0.17 0.00 CB-603 Single CB-605 0.01 0.83 0.03 0.03 080 18 0.03 0.8 8.0 0.02 0.17 0.00 CB-501 Single CB-606 I 0.04 I 0.74 0.12 I 0.15 08% I 18 0.15 I 1.4 I 8.0 I 0.03 I 0.17 0.00 I CB-507 I Single CB-607 0.24 0.76 0.72 0.82 08% j2.00% 23.5 0.79 3.7 8.0 0.08 0.17 0.03 CB-606 Single CB-608 0.34 0.78 1.05 1.17 08% 23.5 1.07 4.8 8.0 0.10 0.17 0.10 CB-607 Single CB-609 I 0.46 I 0.77 1.40 I 1.41 08% I 26 1.29 I 4.7 I 8.0 I 0.10 I 0.17 0.12 I CB-608 I Single CB-610 0.14 0.68 0.37 0.37 08% 28.5 0.37 1.5 8.0 0.03 0.17 0.00 CB-609 Single CB-612 0.01 0.87 0.04 0.04 ..08% 28.5 0.04 0.7 8.0 0.01 0.17 0.00 CB-619 Single CB-613 I 0.09 I 0.80 0.28 I 0.28 % 12.08% I 28.5 0.28 I 1.5 I 8.0 I 0.03 I 0.17 0.00 I CB-622 I Single CB-616 0.10 0.81 0.33 0.33 23.5 0.33 1.8 8.0 0.04 0.17 0.00 CB-617 Single CB-617 0.39 0.77 1.19 1.19% r4. ------- 1.19 2.0 8.0 0.04 0.17 0.00 Single CB-618 I 0.85 I 0.77 2.60 I 2.60% EO/o2% ------- 2.60 I 4.9 I 8.0 I 0.10 I 0.17 0.00 I I Single CB-619 0.12 0.73 0.35 0.35 % 28.5 0.35 1.6 8.0 0.03 0.17 0.00 CB-620 Single CB-620 I 0.51 I 0.76 1.58 I 1.58 P 12.08% I ------- 1.58 I 2.0 I 8.0 I 0.04 I 0.17 0.00 I I Single CB-621 I 0.55 I 0.77 1.70 I 1.70 LP 12.08% I ------- 1.70 I 2.0 I 8.0 I 0.04 I 0.17 0.00 I I Single CB-622 0.12 0.61 0.28 0.29 4.00% 2.08% 28.5 0.29 1.5 8.0 0.03 0.17 0.00 CB-621 Single CB-624 I 0.48 I 0.76 1.48 I 1.48 5.00% 12.08% I 28.5 1.40 I 4.1 I 8.0 I 0.09 I 0.17 0.08 I CB-625 I Single CB-625 0.32 0.76 0.97 1.04 3.10% 2.08% 26 1.00 3.8 8.0 0.08 0.17 0.04 CB-626 Single CB-626 0.34 0.76 1.03 1.08 2.00% 2.08% 23.5 1.00 4.6 8.0 0.09 0.17 0.08 CB-627 Single CB-627 I 0.66 I 0.73 1.93 I 2.00 2.00% 12.08% I 23.5 1.61 I 6.6 I 8.0 I 0.14 I 0.17 0.39 I CB-628 I Single CB-628 0.14 0.73 0.40 0.79 2.00% 2.08% 23.5 0.77 3.6 8.0 0.07 T 0.17 0.02 CB-637 Single CB-637 1 0.81 0.71 2.29 2.31 LP 2.08% ------- 2.31 4.0 8.0 0.08 0.17 0.00 Single Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 3.70 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.23 = 0.23 = 0.23 _ -0- = 3.89 = 100 = 1.37 = 3.07 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-401 Combination Inlet Calculations Location = Sag Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) _ -0- Bypass Depth (in) Gutter n-value = -0- All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.45 = 0.45 = 0.45 _ -0- = 2.62 = 100 = 1.16 = 3.07 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-402 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 3.50 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.21 = 0.21 = 0.21 _ -0- = 3.86 = 100 = 1.34 = 2.95 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-403 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 5.30 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.34 = 0.34 = 0.34 _ -0- = 4.00 = 100 = 1.48 = 3.88 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. 1 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.44 = 0.44 = 0.44 _ -0- = 4.46 = 100 = 1.96 = 2.87 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-405 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.97 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.97 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.92 Q Bypass (cfs) = 0.05 Gutter Depth at Inlet (in) = 5.06 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 94 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.21 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.19 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.89 Gutter Slope (%) = 2.00 Bypass Depth (in) = 0.85 Gutter n-value = 0.016 All dimensions in faA DXM Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 3.20 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in FaA Tuesday, Oct 11 2022 Known Q = 0.60 = 0.60 = 0.60 _ -0- = 4.51 = 100 = 2.05 = 3.70 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-407 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.61 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.61 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.61 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 4.62 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.46 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.36 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.15 Gutter Slope (%) = 2.50 Bypass Depth (in) = 0.15 Gutter n-value = 0.016 All dimensions in faA 9 38 Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.50 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.31 = 0.31 = 0.31 _ -0- = 4.16 = 100 = 1.65 = 2.86 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-409 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.71 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.71 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.70 Q Bypass (cfs) = 0.01 Gutter Depth at Inlet (in) = 4.73 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 99 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.91 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.43 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.37 Gutter Slope (%) = 2.50 Bypass Depth (in) = 0.35 Gutter n-value = 0.016 All dimensions in faA �7 Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-410 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.48 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.48 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.31 Q Bypass (cfs) = 0.17 Gutter Depth at Inlet (in) = 5.31 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 89 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 5.21 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.67 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 1.31 Gutter Slope (%) = 2.50 Bypass Depth (in) = 1.26 Gutter n-value = 0.016 All dimensions in faA ❑ 44 Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-411 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.62 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.62 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.46 Q Bypass (cfs) = 0.16 Gutter Depth at Inlet (in) = 5.23 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 90 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.91 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 4.36 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 1.21 Gutter Slope (%) = 3.60 Bypass Depth (in) = 1.16 Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-416 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.48 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.48 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.48 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 4.50 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.00 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.07 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-501 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.89 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.89 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.89 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 3.81 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.69 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.90 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-502 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.46 = 0.46 = 0.46 _ -0- = 4.49 = 100 = 1.99 = 2.90 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-503 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.70 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.46 = 0.46 = 0.46 _ -0- = 4.39 = 100 = 1.88 = 3.25 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-504 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.74 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.74 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.73 Q Bypass (cfs) = 0.01 Gutter Depth at Inlet (in) = 4.73 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 99 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.92 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.57 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.37 Gutter Slope (%) = 2.70 Bypass Depth (in) = 0.36 Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-505 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.88 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.88 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.86 Q Bypass (cfs) = 0.02 Gutter Depth at Inlet (in) = 4.82 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 98 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 3.29 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.80 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.52 Gutter Slope (%) = 3.00 Bypass Depth (in) = 0.50 Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-506 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.85 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.85 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.84 Q Bypass (cfs) = 0.01 Gutter Depth at Inlet (in) = 4.80 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 99 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 3.18 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.79 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.48 Gutter Slope (%) = 3.00 Bypass Depth (in) = 0.46 Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-507 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.68 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.68 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.68 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 4.50 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.00 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.90 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-510 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Tuesday, Oct 11 2022 Known Q = 0.35 = 0.35 = 0.35 _ -0- = 4.30 = 100 = 1.80 = 2.71 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Oct 11 2022 CB-511 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.61 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.61 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.61 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 4.70 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.79 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.05 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.30 Gutter Slope (%) = 2.00 Bypass Depth (in) = 0.29 Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-601 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.30 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.30 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.30 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 4.21 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.70 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.61 Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = 2.00 Bypass Depth (in) = -0- Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-602 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.48 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.48 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.48 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 4.52 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.08 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.94 Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = 2.00 Bypass Depth (in) = -0- Gutter n-value = 0.016 All dimensions in FaA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-603 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.31 = 0.31 = 0.31 _ -0- = 4.23 = 100 = 1.72 = 2.63 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.07 = 0.07 = 0.07 _ -0- = 3.52 = 100 = 0.98 = 1.81 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-605 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 1.50 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.03 = 0.03 = 0.03 _ -0- = 3.30 = 100 = 0.76 = 1.32 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 1.50 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.15 = 0.15 = 0.15 _ -0- = 3.90 = 100 = 1.38 = 1.97 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-607 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.82 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.82 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.79 Q Bypass (cfs) = 0.03 Gutter Depth at Inlet (in) = 4.93 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 97 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 3.69 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.14 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.68 Gutter Slope (%) = 2.00 Bypass Depth (in) = 0.65 Gutter n-value = 0.016 All dimensions in faA ❑.41 Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-608 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.17 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.17 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.07 Q Bypass (cfs) = 0.10 Gutter Depth at Inlet (in) = 5.21 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 91 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.81 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.24 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 1.13 Gutter Slope (%) = 2.00 Bypass Depth (in) = 1.08 Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-609 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.41 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.41 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.29 Q Bypass (cfs) = 0.12 Gutter Depth at Inlet (in) = 5.18 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 91 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.71 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 4.02 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 1.11 Gutter Slope (%) = 3.10 Bypass Depth (in) = 1.07 Gutter n-value = 0.016 All dimensions in faA 0.43 Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-610 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 5.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.37 = 0.37 = 0.37 _ -0- = 4.06 = 100 = 1.54 = 3.88 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-612 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 4.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.04 = 0.04 = 0.04 _ -0- = 3.25 = 100 = 0.70 = 2.04 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-613 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 4.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.28 = 0.28 = 0.28 _ -0- = 3.97 = 100 = 1.45 = 3.33 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-616 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 2.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.33 = 0.33 = 0.33 _ -0- = 4.27 = 100 = 1.76 = 2.67 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-617 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.19 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.19 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.19 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 4.45 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.98 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.67 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-618 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 2.60 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 2.60 Grate Length (ft) = 3.00 Q Capt (cfs) = 2.60 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 5.23 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.90 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 2.67 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-619 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.35 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.35 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.35 Q Bypass (cfs) = -0- Gutter Depth at Inlet (in) = 4.09 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 1.58 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.52 Gutter Width (ft) = 2.00 Bypass Spread (ft) = -0- Gutter Slope (%) = 4.00 Bypass Depth (in) = -0- Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-620 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.58 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.58 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.58 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 4.50 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.00 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.36 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-621 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.70 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.70 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.70 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 4.50 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 2.00 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.36 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. CB-622 Combination Inlet Calculations Location = On grade Compute by: Curb Length (ft) = 3.00 Q (cfs) Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) Grate Length (ft) = 3.00 Q Capt (cfs) Q Bypass (cfs) Gutter Depth at Inlet (in) Slope, Sw (ft/ft) = 0.080 Efficiency (%) Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) Local Depr (in) = 2.58 Gutter Vel (ft/s) Gutter Width (ft) = 2.00 Bypass Spread (ft) Gutter Slope (%) = 4.00 Bypass Depth (in) Gutter n-value = 0.016 All dimensions in faA Wednesday, Oct 122022 Known Q = 0.29 = 0.29 = 0.29 _ -0- = 3.99 = 100 = 1.47 = 3.36 _ -0- _ -0- Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-624 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.48 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.48 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.40 Q Bypass (cfs) = 0.08 Gutter Depth at Inlet (in) = 5.03 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 94 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.10 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 5.02 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.88 Gutter Slope (%) = 5.00 Bypass Depth (in) = 0.84 Gutter n-value = 0.016 All dimensions in faA DM Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-625 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.04 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.04 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.00 Q Bypass (cfs) = 0.04 Gutter Depth at Inlet (in) = 4.94 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 96 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 3.75 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.92 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.72 Gutter Slope (%) = 3.10 Bypass Depth (in) = 0.69 Gutter n-value = 0.016 All dimensions in faA ❑.41 Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-626 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 1.08 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 1.08 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.00 Q Bypass (cfs) = 0.08 Gutter Depth at Inlet (in) = 5.14 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 93 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.56 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.21 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 1.03 Gutter Slope (%) = 2.00 Bypass Depth (in) = 0.99 Gutter n-value = 0.016 All dimensions in faA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-627 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 2.00 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 2.00 Grate Length (ft) = 3.00 Q Capt (cfs) = 1.61 Q Bypass (cfs) = 0.39 Gutter Depth at Inlet (in) = 5.67 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 80 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 6.63 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.45 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 1.88 Gutter Slope (%) = 2.00 Bypass Depth (in) = 1.80 Gutter n-value = 0.016 All dimensions in FaA Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-628 Combination Inlet Calculations Location = On grade Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 0.79 Throat Height (in) = 6.00 Grate Area (sqft) = -0- Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 0.79 Grate Length (ft) = 3.00 Q Capt (cfs) = 0.77 Q Bypass (cfs) = 0.02 Gutter Depth at Inlet (in) = 4.90 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 97 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 3.58 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.13 Gutter Width (ft) = 2.00 Bypass Spread (ft) = 0.63 Gutter Slope (%) = 2.00 Bypass Depth (in) = 0.60 Gutter n-value = 0.016 All dimensions in faA 0.41 Inlet Report Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Wednesday, Oct 12 2022 CB-637 Combination Inlet Calculations Location = Sag Compute by: Known Q Curb Length (ft) = 3.00 Q (cfs) = 2.31 Throat Height (in) = 6.00 Grate Area (sqft) = 6.00 Highlighted Grate Width (ft) = 2.00 Q Total (cfs) = 2.31 Grate Length (ft) = 3.00 Q Capt (cfs) = 2.31 Q Bypass (cfs) _ -0- Gutter Depth at Inlet (in) = 5.01 Slope, Sw (ft/ft) = 0.080 Efficiency (%) = 100 Slope, Sx (ft/ft) = 0.021 Gutter Spread (ft) = 4.00 Local Depr (in) = 2.58 Gutter Vel (ft/s) = 3.13 Gutter Width (ft) = 2.00 Bypass Spread (ft) _ -0- Gutter Slope (%) _ -0- Bypass Depth (in) _ -0- Gutter n-value = -0- All dimensions in faA 9.42 The Cottages at Wingate Stormwater Management Report Appendix D Erosion Control Calculations (Temporary sediment basins) 7516-C-NC June 7, 2022 E A SEDIMENT BASIN Al ENG..__. Project The Cottages at Wingate - Phase 2 Client Moser Group Project # 7516 Date 10/4/2022 2013A Van Buren Ave. Designation SB-A1 PH-1 Designer MDP Indian Trail, NC 28079 NC Erosion and Sediment Control Planning and Design Manual Total Drainage Area 19.90 Acres 866,661 Square Feet Total Disturbed Area 19.29 Acres 840,260 Square Feet C 0.50 Tc 5 Minutes Contour Area Volume Net Volume 110 7.77 Inches per Hour 498 23,648 0 0 Q10 77.30 CFS 499 25,858 24,753 24,753 500 28,125 26,992 51,745 Required Volume 34,721 Cubic Feet (1800 CF*DA) 501 30,448 29,287 81,031 Required Surface Area I 33,623 Square Feet (435 SF*Q10) 502 32,829 31,639 112,670 503 35,265 34,047 146,717 Provided Volume 183,228 Cubic Feet OK 504 37,758 36,512 183,228 Provided Surface Area I 37,758 Square Feet OK 505 40,308 39,033 222,261 Length 305 Feet Minimum Spillway Design Width 85 Feet Q10 77.30 CFS H 1 Feet Spillway Elevation C 3.367 Surface Area at Spillway 358 2505 L 22.96 Feet Top of Berm Elevation Spillway & Skimmer Design Spillway Length 25 Feet OK Days to Drain 3 Days Head over Spillway 1 Feet Skimmer Size 4 Inches Weir Coefficient 3.367 *Cipoletti Weir Orifice Radius 1.5 Inches Max Flow 84.2 CFS OK Orifice Diamter 3.0 Inches EAGLE, ENGINEERING, INC. 2013 VAN BUREN AVENUE, STE A INDIAN TRAIL, NORTH CAROLINA 28079 E A SEDIMENT BASIN A2 ENG..__. Project The Cottages at Wingate - Phase 2 Client Moser Group Project # 7516 Date 10/4/2022 2013A Van Buren Ave. Designation SB-A2 PH-1 Designer MDP Indian Trail, NC 28079 NC Erosion and Sediment Control Planning and Design Manual Total Drainage Area 9.90 Acres 431,094 Square Feet Total Disturbed Area 7.71 Acres 335,891 Square Feet C 0.50 Tc 5 Minutes Contour Area Volume Net Volume 110 7.77 Inches per Hour 516 14,128 0 0 Q10 38.45 CFS 517 15,744 14,936 14,936 518 17,417 16,581 31,517 Required Volume 13,880 Cubic Feet (1800 CF*DA) 518.5 18,275 8,923 40,440 Required Surface Area I 16,725 Square Feet (435 SF*Q10) 519 19,1461 9,355 49,795 519.5 20,0321 9,795 59,589 Provided Volume 40,440 Cubic Feet OK 520 20,9321 10,2411 69,830 Provided Surface Area I 18,275 Square Feet OK Length 180 Feet Minimum Spillway Design Width 80 Feet Q10 38.45 CFS H 1.5 Feet Spillway Elevation 518.5 C 3.367 Surface Area at Spillway E18,275 L 6.22 Feet Top of Berm Elevation 5 00 Spillway & Skimmer Design Spillway Length 10 Feet OK Days to Drain 3 Days Head over Spillway 1.5 Feet Skimmer Size 2.5 Inches Weir Coefficient 3.367 *Cipoletti Weir Orifice Radius 1.1 ]Inches Inches Max Flow 61.9 CFS OK Orifice Diamter 2.2 EAGLE, ENGINEERING, INC. 2013 VAN BUREN AVENUE, STE A INDIAN TRAIL, NORTH CAROLINA 28079 E A SEDIMENT BASIN Al ENG..__. Project The Cottages at Wingate - Phase 2 Client Moser Group Project # 7516 Date 10/5/2022 2013A Van Buren Ave. Designation SB-A1 PH-2 Designer MDP Indian Trail, NC 28079 NC Erosion and Sediment Control Planning and Design Manual Total Drainage Area 23.40 Acres 1,019,234 Square Feet Total Disturbed Area 22.81 Acres 993,617 Square Feet C 0.45 Tc 5 Minutes Contour Area Volume Net Volume 110 7.77 Inches per Hour 498 23,648 0 0 Q10 81.81 CFS 499 25,858 24,753 24,753 500 28,125 26,992 51,745 Required Volume 41,059 Cubic Feet (1800 CF*DA) 501 30,448 29,287 81,031 Required Surface Area I 35,588 Square Feet (435 SF*Q10) 502 32,829 31,639 112,670 503 35,265 34,047 146,717 Provided Volume 183,228 Cubic Feet OK 504 37,758 36,512 183,228 Provided Surface Area I 37,758 Square Feet OK 505 40,308 39,033 222,261 Length 305 Feet Minimum Spillway Design Width 85 Feet Q10 81.81 CFS H 1 Feet Spillway Elevation C 3.367 Surface Area at Spillway 358 2505 L 24.30 Feet Top of Berm Elevation Spillway & Skimmer Design Spillway Length 25 Feet OK Days to Drain 3 Days Head over Spillway 1 Feet Skimmer Size 4 Inches Weir Coefficient 3.367 *Cipoletti Weir Orifice Radius 1.6 Inches Max Flow 84.2 CFS OK Orifice Diamter 3.3 Inches EAGLE, ENGINEERING, INC. 2013 VAN BUREN AVENUE, STE A INDIAN TRAIL, NORTH CAROLINA 28079 ENGINEERING SEDIMENT BASIN Al PHASE 1 Project The Cottages at Wingate - Phase 2 Client Moser Group Project # 7516 Date 10/5/2022 2013A Van Buren Ave. Designation SB-A1 (PHASE 1) PH-2 Designer MDP Indian Trail, NC 28079 NC Erosion and Sediment Control Planning and Design Manual Total Drainage Area 34.36 Acres 1,496,864 Square Feet Total Disturbed Area 32.18 Acres 1,401,661 Square Feet C 0.45 Tc 5 Minutes Contour Area Volume Net Volume 110 7.77 Inches per Hour 512 49,828 0 0 Q10 120.15 CFS 513 53,139 51,484 51,484 514 56,507 54,823 106,307 Required Volume 57,920 Cubic Feet (1800 CF*DA) 515 59,931 58,219 164,526 Required Surface Area I 52,266 Square Feet (435 SF*Q10) 516 63,411 61,6711 226,197 517 66,9481 65,1801 291,376 Provided Volume 291,376 Cubic Feet OK 518 70,5421 68,7451 360,121 Provided Surface Area I 66,948 Square Feet OK Length 485 Feet Minimum Spillway Design Width 115 Feet Q10 120.15 CFS H 1 Feet Spillway Elevation 517 C 3.367 Surface Area at Spillway 66,948 L 35.68 Feet Top of Berm Elevation 518 Spillway & Skimmer Design Spillway Length 40 Feet OK J Days to Drain 3 Days Head over Spillway 1 Feet Skimmer Size 4 Inches Weir Coefficient 3.367 *Cipoletti Weir Orifice Radius 2.0 Inches Max Flow 134.7 CFS I OK Orifice Diamter 3.9 Inches EAGLE, ENGINEERING, INC. 2013 VAN BUREN AVENUE, STE A INDIAN TRAIL, NORTH CAROLINA 28079 Rip Rap Apron Design Project: Cottages at Wingate - Phase 2 Structure: FES-400A NCDENR Erosion and Sediment Control Planning and Design Manual Do = 30 in. d5o (6"min.)= 10 in. Q10 = 27.48 cfs dmax = 15 in. 3DD = 7.5 ft. th= 23 in. La = 16 ft. W = 18.50 ft. 3 o Outlet W = Do + La pipe t diameter (DO) La --•1 T ilwater 0 �Q 60 e�Ie li it � 4 II1-1 N11 ''I 9QI 80 ■■■■■N��..Ol11lH11111111111Pr IIIII►O�'�AIIIO111{llll;llll e 11Nu 1 I11. 1il{{IVe{ I h7 ;ivi l�19 I�iultiut^. � ..tlniv ,'- n IllEi ISI 1 ++ 1 u11111UNI Ai n 1111"II • x u .I1L/Ri� ,�-i t11 v111I►,!ll�r{'.11! ' • Irill �', • •HIx Ilydrin.... II €ii �{ un.tns�Il1�inli �i�r. Ib�•••„I• Iilli a!n lil I nut • tolIlwI• �P•.In:I�litili :eilstr.iuumll ufflmIluI IIi�{III II'I I � �.l�Ir {I{I-I{{{IIIIIIIII �I!{�m{i{{{il� 4 Jim :11 11 II ill Discharge Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,� a 0.5 diameter) - Page 1 Rip Rap Apron Rip Rap Apron Design Project: Cottages at Wingate - Phase 2 Structure: FES-500 NCDENR Erosion and Sediment Control Planning and Design Manual Do = 24 in. d50 (6"min.)= in. Q10 = 18.73 cfs dmax = 12 in. 3DD = 6 ft. th= 18 in. La = 16 ft. W = 18.00 ft. 3 o Outlet w = Do + La 90 pipe diameter (DO) r a La --•1 80 T ilwater { 0,51)p ..� o� 150, 1 mil 11VT 1 HIIIIIIiiIH�Ilili9Ni11NIlillllillilAlllllll■Y���i I /:10 �F�����1� 1f,01I!4! 1i�ii%' 'If' hllll'lll �Illil'1'llli IIII' III{ li�ll III I I ' 1 1 I �IOalr��il�Ii�,il,i ■ ■■ .0 it 111 � I {Illlllllrlr I III .. 11 :rl(f , it , kk Iiiiml�� i.yl I IIII IJII Ili I` 1 r .il I'll .. III=I 1 I1 I I 1 II l■ ■ I I . ++i+ , f1 . , l 111 i ll II i11[II I U.... ill iltl, IJI Eli.; il5; 111 ! l�i ill'' Illllll-�,+ I ■ IIII 11 IIIIII 11 IP R I,i 4;1,4lR11 /IV! 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I I II O IIII�iIIr•'r n! lull rl!�,i��' IHIEv ir•- ;�- ' I' 11'' If Clr 11 IIl111 11 1 II 1 I I III !I IIII Illllllln 1 111 H ��lliililll�►IkII�Iiiilli�Sii��oil� I 1 � l -•+ •V 1 II1.d1 1•'rlF a Ilill.• I H II �i�; ' llllll 1 IIII 111 I IIII I I Ij` I I 1 '��=�'��i. �—r .uu +• . 1 IP t m l:mue►Jr Illllal:f .! r r,' . 11I j{Illllll Ill�llllllllklll:l j, II �ljil I ll�ll�l II71 I I k I NJ � ` •' •,11}lt,ilUil illl',III,,.'_f1 1?rdrinla: I,I:1: II Ill lli�l II I1111 111 nil II I I I 1 I I 1 I I 1����1�1� iI ,ll1• •ram-- +Prliil"pli II /S I, i�! it11i1 r it u••:- 1h.l r /• ill' ll.dllil/illllnllll r 1"�r"rr I'd R 11 Ilk 11 III I Illllll IIIlI 111 llili11 II!., I 'll llkllllk��l�l��l�lllll ' li l I 1 I�I'� I '•,ai'ill*'�I�.�I��r�;flail!"'�.��,��I�I��I�III�I�illl ` �� ���' � o � =/il,� l''1 = it If I II) IIt kill s ����Illil�llllllllllill# Illllllll'llll"IIII IIIIlIIIII I r Ilr IIIIIIIIIIIIIIII I I I I III�IIIpIII1lIlYII�l 1 11�!!I • rr�■Irpey' ...aItl�'�. r,„1? w. hi -- Ii,.. ll!aiq>IGl1lV_M 1 � f=- • iiii111i1HIIlHIIIl14�IIIIIIH 1111IIIL��II9I Rollo_ 1 . �!willioR;�PRO �-._:r" - Ili ilul�lliNJim /' ill 1 r1 1 11 11 11 Discharge (ft 3/sec Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,, a 0.5 diameter) - Page 2 Rip Rap Apron Rip Rap Apron Design Project: Cottages at Wingate - Phase 2 Structure: FES-600 20 10 NCDENR Erosion and Sediment Control Planning and Design Manual Do = 36 in. d50 (6"min.)= 10 in. Q10 = 69.66 cfs dmax = 15 in. 3DD = 9 ft. th= 23 in. La = 24 ft. W = 27.00 ft. 3 o Outlet W = 0o + La pipe t diameter (DO) La --•1 T ilwater t 0,5Do 1 ion pl �Q 60 50 Discharge Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,� a 0.5 diameter). Page 3 Rip Rap Apron Rip Rap Apron Design Project: Cottages at Wingate - Phase 2 Structure: FES-131 NCDENR Erosion and Sediment Control Planning and Design Manual Do = 36 in. d50 (6"min.)= in. Q10 = 40.5 cfs dmax = 12 in. 3DD = 9 ft. th= 18 in. La = 20 ft. W = 23.00 ft. 3 o Outlet W = Do + La pipe t diameter (DO) La --•1 T ilwater t 0,5Do 1 ion stir o� �Q 60 50 100 rge (ft 3/sec) Curves may not be extrapolated. Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,� a 0.5 diameter). Page 4 Rip Rap Apron Channel Report Hydraflow Express Extension for AUtodeskS Civil 3D8) by Autodesk, Inc. TEMP. DITCH Al Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 520.00 Slope (%) = 10.00 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 5.79 Elev (ft) Section 522.00 521.50 521.00 520.50 520.00 519.50 Wednesday, Oct 5 2022 Highlighted Depth (ft) = 0.33 Q (cfs) = 5.790 Area (sqft) = 0.99 Velocity (ft/s) = 5.87 Wetted Perim (ft) = 4.09 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 3.98 EGL (ft) = 0.87 1 2 3 4 5 6 7 8 9 10 Reach (ft) Depth (ft) 2.00 1.50 1.00 0.50 wixffel Channel Report Hydraflow Express Extension for AUtodeskS Civil 3D8) by Autodesk, Inc. TEMP. DITCH A2 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 504.00 Slope (%) = 3.90 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 5.21 Elev (ft) Section 506.00 505.50 505.00 504.50 504.00 503.50 Wednesday, Oct 5 2022 Highlighted Depth (ft) = 0.40 Q (cfs) = 5.210 Area (sqft) = 1.28 Velocity (ft/s) = 4.07 Wetted Perim (ft) = 4.53 Crit Depth, Yc (ft) = 0.47 Top Width (ft) = 4.40 EGL (ft) = 0.66 1 2 3 4 5 6 7 8 9 10 Reach (ft) Depth (ft) 2.00 1.50 1.00 0.50 wixffel Channel Report Hydraflow Express Extension for AUtodeskS Civil 3D8) by Autodesk, Inc. TEMP. DITCH A3 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 504.00 Slope (%) = 2.20 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 9.09 Elev (ft) Section 506.00 505.50 505.00 504.50 504.00 503.50 Wednesday, Oct 5 2022 Highlighted Depth (ft) = 0.61 Q (cfs) = 9.090 Area (sqft) = 2.34 Velocity (ft/s) = 3.89 Wetted Perim (ft) = 5.86 Crit Depth, Yc (ft) = 0.64 Top Width (ft) = 5.66 EGL (ft) = 0.85 1 2 3 4 5 6 7 8 9 10 Reach (ft) Depth (ft) 2.00 1.50 1.00 0.50 wixffel