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HomeMy WebLinkAboutWPO201600065 Calculations WPO VSMP 2017-01-05STORMWATER CALCULATIONS PANTOPS PUBLIC SAFETY FACILITY ALBEMARLE COUNTY op DAR RICHARD Lice 22 �%D � -0S -' C'A'E AR _.00 January 5, 2017 DJG# 2160310 _mmw�AW v � INC ENGINEERS • ARCHITECTS • PLANNERS 449 McLAWS CIRCLE - WILLIAMSBURG, VA - 23185 www.djginc.com r. r im .n on ft an im on rm Pantops Public Safety Facility Albemarle County Table of Contents Tab A - Stormwater Narrative Tab B - Virginia Runoff Reduction Method Spreadsheet Tab C - BMP VRRM Calculations Tab D - Drainage Area Maps Tab E - Drainage Area Summary Tab F - Drainage Area Calculations Tab G - Compliance Criteria Worksheets Tab H - BMP Routing Calculations Tab I - Swale, Pipe, and Rip -Rap Calculations Stormwater Narrative Project: Pantops Public Safety Facility Client: Albemarle County, Virginia Location: Charlottesville, VA Project Description: This project includes the demolition of an existing maintenance building and associated access road, and the construction of a new public safety facility, maintenance building, and access road. In addition, two small parking areas will be constructed, and new utility services will be provided. The majority of construction will occur on a 1.28 acre parcel that has been donated to the County of Albemarle. The access road, stormwater detention facility, and utilities will occur on the larger 16.81 acre parcel owned by Worrell Land & Development Company. Existing Conditions: The site is situated on the shelf of an embankment that has 15-40% slopes to the north and the south. Stormwater runoff from above the existing maintenance building is directed into a shallow swale and through a 12" corrugated plastic pipe that passes beneath an asphalt/gravel area on the west side of the maintenance building. This stormwater continues into a shallow swale and then sheet flows down the forested -� hillside into Hickman's Branch Stream. The majority of the stormwater from the maintenance building and associated parking area flows primarily to the south of the site and sheet flows down the embankment. There is an existing bioretention area (Facility ID 0155.01) that is located immediately to the south of the maintenance building. The bioretention area receives a minimal amount of runoff from the site, with the majority of the runoff short circuiting the bioretention area and flowing into a small riprap "outfall". It appears that the invert of the outfall is not high enough to permit significant ponding in the facility. This bioretention facility will be removed to accommodate the new construction. The stormwater runoff to the east of the maintenance building and runoff from the access road flows into a large depression that was created as a temporary sediment basin during the construction of the Peter Jefferson Place development. A 48" RCP pipe directs stormwater from curb drop inlets on Peter Jefferson Parkway and an emergency spillway of a large retention pond to the north of Peter Jefferson Parkway, and outfalls into the depression/old sediment basin. Albemarle County Engineering provided a set of Drainage and Erosion and Sediment Control Plans dated 5/9/97 that noted the peak outflow from the pond spillway during the 10 year storm to be 92 CFS. It is unknown how much of the storm piping associated with Peter Jefferson Parkway flows to the site 48" RCP, therefore conservative calculations have been provided that imply the entire roadway, from the on-site 48" RCP to the next high point on the road, is flowing to the site infrastructure. A 5 minute time of concentration was utilized. Runoff from the adjacent slopes also flows into the depression. The existing depression is lined with rip -rap along the bottom, which is proposed to be salvaged and reused on site. This rip -rap appears to be Class Al rip -rap at a minimum, and can be reused at all locations on site. Existing depression w/ Rip -rap Existing Depression, looking South The outfall control structure has since been removed from the sediment basin and stormwater flows freely through a 48" RCP pipe that runs from north to south beneath the maintenance building access road/embankment and outfalls immediately to the south of the site and into Hickmans Branch stream. This RCP pipe was installed to replace a failing 42" CMP that was provided with the sediment basin, and is in great condition. Existing 48" RCP Invert in 2 Existing 48" RCP looking upstream Drainage Areas: The "site", as mentioned in the calculations, refers to the area within the limits of disturbance for this project (as a method to assess the impacts of the construction of this project as a portion of a larger parcel owned by others). There are two major drainage areas on site that are designated drainage area "A" and drainage area "B" on the drainage area maps and in the calculations. There are also 2 major off site drainage areas, drainage areas C and D, which add volume to Drainage areas A, and B respectively. Drainage Area "A" (DA -A): Existing Drainage area "A" includes most of the access road runoff and the portion of the site runoff that �. drains to the depression. This drainage area outfalls to Outfall "A" which is the existing 48" RCP that discharges off site to the south of the access road. There is existing rip -rap which appears to be Class Al up to Class II that will remain in place and perform adequately as outfall protection for the new construction. Drainage Area "A" post -development will intentionally increase in area in order to direct the majority of site runoff to the existing depression that will be converted into a detention pond. Roof runoff from the new building as well as a majority of the site pavement will be directed to the detention pond. See also, "Drainage Area C", which is the off-site turf embankment that contributes to the depressed area and future detention pond. See the "Stormwater Quality Control" and "Stormwater Quantity Control" sections for more information on the bypass through the site and the detention pond outfalls. Drainage Area "B" (DA -B): Drainage Area B includes the remainder of the site runoff that does not drain to the depressed area under pre or post development conditions. This drainage area is split up into three sub -drainage areas based on the means by which the stormwater leaves the site during post development. Two sub drainage areas were not included in the proof of required reductions, because they contribute un -concentrated flows off site, and the entire drainage area "B" post -development before detention CFS is 2.70, which is 0.88 CFS less than pre -development runoff. The uncontrolled runoff to Hickmans Branch stream will be drastically reduced upon redevelopment. 3 DA -B I: Drainage area B 1 in predevelopment included the stormwater flowing to the west off site pavement and also via a 12" CPP and into a tall grass swale and then into a forested swale and off site (Outfall "B"). Drainage area BI post development discharges a concentrated flow from the site by sheet flowing off asphalt pavement, collecting in Swale # 1. This swale also receives flow from Drainage area "D", which is the uphill forested area that sheet flows down the embankment. A small detention facility with rip -rap is proposed at the base of the Swale at Outfall "BI' in order to reduce runoff velocities and provide a small amount of storage. This detention area also incorporates an underdrain and some stone to drain the facility. This BMP will also act to remove pollutants through the soil drainage layer, but quality credits were not calculated for this facility. Also, the largely forested drainage area wouldn't be ideal for quality improvements. See "Stormwater Quantity Control" for more information on the calculations provided for this area. DA -132: Post development drainage area B2 is a very small amount of sheet flow from the paved area to the south of the maintenance shed and into the #57 stone retaining wall^- FIHISHED GRME backfill, and outfalls from the site through 3" �._._.TI y ADD'LW BAR ,• ; b wall weeps and the wall underdrain located�� just above the footing. No proofs of KRARs - +-I''P GRA £L-WRAPIN �' £OTEXTIIE DRWNAGE - I LASIIK reductions were provided for this area, as the h ; quantities to be considered did not justify it s TACH TO WALL and drainage area "B" runoff as a whole hasGNANAOE iABRIC- TTPGH WRAGSI FI ICE OTE H 1 "CB-RMiS ®o 3DIAMWEEPS :. IO WALL been reduced. 10 year storm volumes for this = _ �" at �°�PI° .I -T area are 800 cubic feet, and the wall backfill w �RSEEL g can store about 370 cubic feet of stormwater JI v3LR „'•,Ib'BARS and the 4" stone mulch layer between the m pavement and the wall can retain 100 CF of stormwater. This accounts for sufficient SECTION -12"RETAINING WALL storage for a 2 year storm within these stone reservoirs. The 10 year storm will contribute 800 cubic feet of stormwater to the retaining wall underdrain, in which case the 3" wall weeps spaced 5' on center will provide sufficient drawdown and discharge as un -concentrated flow down the embankment. Any flooding would 4 J r. +•� be directed to a catch basin in drainage area "A". This area of the site was previously uncontrolled site runoff from a short-circuiting bioretention area. DA -133: Drainage area B3 is the post development sheet flow off site. No proof of reductions were provided for this drainage area. As previously mentioned, drainage area "B" as a whole has been reduced in size and runoff, and has •• been redirected to drainage area A. Drainage Area C (DA -C): Drainage area C is the offsite area contributing to drainage area "A". This drainage area is mostly a mowed grass hillside with slopes up to 40%. This drainage r. area reduced in size from Pre -development to post -development due to the high point of the site shifting to the east. This drainage area is included in the reduction calculations and the detention pond hydrograph. Drainage Area "D" (DA -D): Drainage area D is the runoff contributing to drainage area B1" and outfall "B". +� This site is mostly dense mature forest with some undergrowth. Predevelopment area is less than post development, because the high point of the site in post development shifted further to the east. This shift occurred in order to center the high point near the center of the building and reduce the susceptibility of the building to flood from uphill site runoff. Drainage area "D" is included in the reduction calculations as a ir. contribution to drainage area "131 ". Stormwater Quality Control: „r The Virginia Runoff Reduction Method (VRRM) spreadsheet (version 2013) was utilized for water quality calculations. The channel and flood protection worksheet of the VRRM spreadsheet was not used. This firm met for a preliminary meeting to discuss • stormwater and steep slopes on April 21, 2016, and was directed to include only the site disturbed area in the quality calculations. The reasoning for this is that the entire 16.81 acre parcel is owned by others, and therefore the owner of the public safety facility has no control over the other areas of the site. The limits of disturbance and site area are therefore the same: 2.60 acres. r. Drainage area A contributes to the stormwater best management practices. Two bioretention areas will be located between site impervious areas and the detention pond. Bioretention area # 1 will receive sheet flow from the pavement in front of the bays and from a 15" RCP that collects roof and parking lot runoff. Bioretention area #2 will receive runoff from the entrance road via a roadside swale. A second swale is proposed to intercept the runoff from "off-site" turf areas to Bioretention Area #2 and direct it to the detention pond in order to reduce clogging of the filter media. Pretreatment cells are provided to reduce velocities and overflow weirs are proposed on the downhill side of the Bioretention areas. The weirs will spill into a sediment fore - bay before emptying into the pond via a second weir. A gravel diaphragm will also be provided between the pavement and the filters. Underdrains will be installed in a stone r. 5 an sump beneath the filter media, and outfall into the detention pond. Backwater valves will be provided to prohibit stormwater head in the detention pond from back -flowing into the filters. The detention pond will be constructed in the existing depression to the standards of Specification # 15, Extended Detention # 1. Stormwater Quantity Control: In general, a common sense approach was taken to address stormwater quantity, utilizing existing infrastructure and limiting unnecessary cost wherever possible. The site limits used to analyze stormwater impacts downstream include the upstream off site areas that contribute to the site outfalls. Two major site outfalls are existing on site, and will be maintained through construction. Outfall A receives flows from on-site drainage area "A" and offsite drainage area "C", as well as the unknown volumes from the 48" RCP that passes beneath Peter Jefferson Parkway and connects to the upstream retention pond emergency spillway. A new 48" RCP pipe is proposed to connect this RCP pipe to the 48" RCP pipe that conveys water from the existing depression and beneath the embankment and entrance road to Outfall "A". An outfall control structure is proposed where the new RCP connects to the RCP beneath the access road, and includes a 2" orifice and open top with trash -rack, as a primary spillway. The secondary spillway for the detention pond is a set of three 24" RCP that pass beneath the new entrance road which will permit vehicles to leave the site under flooding conditions. The new detention pond is designed to limit the amount of site grading and fill material required. The bottom of the pond is set to allow 3' minimum cover on the new RCP running beneath the pond. Post development flows to the pond (DA A+C) have been drastically reduced, as the pond is naturally oversized and the orifice is 2". Outfall B receives flows from on-site drainage area B and off-site drainage area "D". A small detention facility is proposed at the base of Swale #I at outfall B. The bottom of the detention facility has 12" of soil mix over 12" of #57 stone, with a 6" perforated underdrain. A 5' wide weir is also proposed. With the underdrain functioning, a 10 year storm will not top the weir. The BMP will be constructed from the remainder of a sediment trap proposed in this location. The remainder of drainage area B, which includes sub -areas B2 and B3 are sheet flow off site. Autocad Storm and Sanitary Analysis program was used to calculate time of concentration, curve numbers, total runoff volumes and peak runoff. This information was input as known values into the Autocad Hydroflow program to provide a hydrograph of the detention pond and swale depression and determine outflows at the major site outfalls. Pipe capacities were confirmed via Autocad Hydraflow Storm Sewer Extension. The different programs round inputs differently, therefore, the calculations of the hydrograph are different than the volumes indicated in the storm and sanitary M go N. sewer analysis. The most conservative quantities were considered in the compliance calculation. Please disregard slight differences in volumes and runoff throughout the calculations. See the compliance criteria worksheet for detailed information on channel and flood protection compliance. Bioretention areas were ignored in the hydrograph, because they are not needed to prove the required reductions of drainage area "A+C". This is another conservative calculation, as the actual site runoff and volume are less than what is shown. Note that the hydrograph for the detention pond required the invert out of the outfall structure (48" RCP) to be higher than the bottom of the pond in order for the routing to perform correctly. In reality, due to the adaptation to existing infrastructure, the invert out is much lower than the bottom of the pond. As a whole, the quantity calculations considered the site areas as the entire on- site (LOD) stormwater runoff in addition to upstream runoff onto the site (Drainage areas A, B, C, D). Total runoff on this property for the 10 year storm has been reduced from 39,277 CF predevelopment to 20,671 CF for post development. 10 year peak flow has been reduced from 11.83 CFS to 2.65 CFS. Please see the compliance worksheets under Tab G for more information. Soils: Soils: Soils information for this area was obtained from the USDA Natural Resource fts Conservation service soils maps. Maps show soils consist of udorthents, loamy (88), rabun clay loam (71 D), catoctin silt loam (12E) and rabun clay (72C3). Udorthents loamy drainage class is undetermined and range in slope from 2-25 percent. Rabun �"` clay loams are well drained and range in slope from 15-25 percent. Catoctin silt loams are well drained and range in slope from 25-45 percent. Rabun clays are well drained im and range in slope from 7-15% and are severely eroded. Soils and associated hydrologic soil groups are noted on the "drainage area maps in the stormwater calculations book. be 7 f. r r r 1 i E_ ECJ M_ CLEAR ALL --� Maxi mreduction required: 10%--- The site's net incase in impervious cover (acres) is: 0.57 Pott -Development TPLo dReduttionfor Sitelib/yr): 3.31 LAND COVER SUMMARY --PRE-REDEVELOPMENT AND COVER SUMMARY --POST DEVELOPMENT - �-- Post -Development Requirement for Site Area TP Load R,d,cti,, Required (lb/yr) y rD o o 0 30 — J v O 2 a o C o 8 S 0108 8 S 8 0 0 0 0 0 0 0 a v � o — 3 ° z v '° C D op p p ^ 8 8 8 S 88 8 8 8 8 8 8 8 8 Jm o N, o � A 3 z 0 0 - 810 0. ol8 ° ° $ 0 0 1.8 A ° = a o-� J z A — w° 3 $ $ $ ° 10 10$ S $ 0 $8 8 8 8$ $ o o 0 Cl kl F FFo _ _ _ - c o v o 'o v ° n m N 3 3 d o FF " o a 9 ^ x 2 -,A_ i o N 3 v 3 3 � F n o 0 o� o_a Im ET _ 1, So _ _ 3 — A p 3 fu — C — fu— q' N N n d 70 0 0 n m n ti r C r ° a — O 7 v c � o 0 A n — a c A c «• o o c A L N — o w A ° � o 0 0 0 0 0 0 0 o m 3 m T � o >- < o T y 3 a v — o a y N O o o C v a - �" c N ? A ¢ Q O + y A y n A D = Dg � z o a � ° � 0 3 a ti 3 o °0 a O o to m m v 3 o n n � a R o F J rD o o 0 30 — J v O 2 a o C o 8 S 0108 8 S 8 0 0 0 0 0 0 0 a v � o — 3 ° z v '° C D op p p ^ 8 8 8 S 88 8 8 8 8 8 8 8 8 Jm o N, o � A 3 z 0 0 - 810 0. ol8 ° ° $ 0 0 1.8 A ° = a o-� J z A — w° 3 $ $ $ ° 10 10$ S $ 0 $8 8 8 8$ $ o o 0 3 3 a A A - 3 F o no n £ E N ao w 3 3 3n- 0 0 3 — — Avv� ol 0 0 0 o O O O O O o 1 O m m a ti m D D a o n -i D ° o 0, x0 O D 3 D p D z A i 9 D a y= z y v ,9 C 2 � F _ '� ° F o z n a ° o 0 5 3° r o< C c C n Z O p C N 'A*+ Z n C m n C A 3 z O a�� 3 z °< v c�2 E a p 0 o O z O A p D z O y 3< 0 0 Z D z p 0 Pb' O p D A A Z x O D Z x A m n D 2 m tiyP D m O rl A v 0 D O O < O D p p CIm ci x x x v z z n a N o o A A cc 07 < ccz Z Z Z Z v � NclOxOa D 92- 0 c FNZ CT >CCCC C O r� D a 0 m 3 a W C' o° O po ° °o o n o0 z Z 2 A Z z 2 A D a n Z Z ° p 9 C p y D v y A A m y 9 F A '- ° 'a a o a go_� a 0 A i i o 0 o n o a n o < m m Z Z o< m m< z n x x U D x x Z Z 2 ^ 2 2 2 2 2 O O OZ Z 2 p p p n 6 p p p p Z ?t ?c ti D D D ^ D D D D D T Z D D D D D D o Z 8 8 8 9 8 9 88 8 8 0 A A A D"< f 3 0 o S O ? nz m O � O _ n z T A a 3 p O $ o 0 8 $ $ y < a 0 r1 = Q A V C Z O 0 8 0 $ 0 0 8 $ Ax o" 8 '^ a m c A z O v r m °c m a m ^ O n p Z ti Z D p 0 8 0 0 $ $ ? a D g o s 3 0 o'J io w o O !b N am M i 0 M M Y M M M as M M Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER (aC 0.76 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER TREATED (ac 0.76 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA (ac) 1.13 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA TREATED (ac) 1.13 0.00 0.00 0.00 0.00 OK. AREACHECKOK. Site Treatment Volume (ft3)4,420 Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E L TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (ft') 1,902 0 0 0 0 1,902 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 2,16 0.00 0.00 0.00 0.00 2.16 TP LOAD REDUCTION ACHIEVED (Ib/yr) 1 47 0.00 0.00 0.00 0.00 1.47 TP LOAD REMAINING (Ib/yr) 0.70 0.00 0.00 0.00 0.00 0.70 NITROGEN LOAD REDUCTION ACHIEVED (Ib/Vr 10.38 0.00 0.00 0.00 0.00 10.38 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/Y, 2.78 TP LOAD REDUCTION REQUIRED (Ib/V 1.31 TP LOAD REDUCTION ACHIEVED (Ib/Vr 1.47 TP LOAD REMAINING (Ib/yr): 1.31 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): ' TARGET TP REDUCTION EXCEEDED BY 0.16 LB/YEAR " Total Nitrogen (For Information Purposes)' POST -DEVELOPMENT LOAD(Ib/yrl 19.86 - NITROGEN LOAD REDUCTION A041EVED (Ib/vrfi 10.38 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 9.48 7 L CRT ���������■■EEMS ■ (21 .. -d -t � ■ � iii IEMEN SIM ® � MONO HOME p;— MOEN MOMMEME ��■MOMMI■■EMEM SEEM MOOMMIN MONER■■EMEM o MIN L J 2 3 \ k � § .3 to � ) § § § ! }� . � 0 m g 2°f e @ G in E ) { )cc } ) � ( i 2■! kkf k CL § 8 @ M a 7«- � 0 0 0 )� — } § 2 3 u % E § E i a ;, ! \ ° \ } a ■ . @! c £ @ 3 ��. 2 2 ! 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O o A o d j O A a+ j f0 �+ c c I U o` O 0 c I c W d o j i qcc_ H ` H I W d mO p 00 p 0 0 p 0 0 p „ c d d d d d d A o` 0 d m O O O O O 0 0 0 R O O p O O O O O O c O u >v d0 m 0 op o0 o o 0 g p o o 0 0 p � 0 0 d d 0 0 D N Lp do m 0 o O O p o O O 0 p O O 0 p A O O O O d 0 C O d Q N O 0 O p 0 p OO 0 mn001O dc D c a >o ¢ > � > U e > > j j a w c ¢ o 's $ A E G G Q c c c m Z00 > c V D m ' T N ' N d rl c a` EE E m BIORETENTION AREA SIZING CALCULATIONS: DRAINAGE AREA "A" TOTALS: COVER: AREA: IMPERVIOUS: 0.76 ACRES TURF: 1.13 ACRES TOTAL: 1.89 ACRES BIORETENTION AREA #1 AREAS TREATED: COVER: AREA: % OF TOTAL AREA: LAND COVER Rv* IMPERVIOUS: 0.43 ACRES 1.00 0.95 TURF: 0 ACRES 0.00 0.15 TOTAL: 0.43 ACRES Albemarle County Pantops Firestation Stormwater Calculations -taKen trom the VKKM spreaosneet Rv= (% Impervious x Rvl) + (% Turf x RvT) Rv= 0.950 LEVEL II TREATMENT VOLUME= 1.25[(1" rainfall)(Rv)(Area in SF)/12)= Area (SF): 18,731 BMP SURFACE AREA: 1,854 CF (Tv BMP) MEDIA: POROSITY DEPTH (FEET) CF OF STORAGE/SF ELEVATION (TOP) SURFACE PONDING: 1 0.5 0.50 421.25 SOIL MEDIA: 0.25 3 0.75 420.75 GRAVEL LAYER: 0.4 2 0.80 417.75 PRETREATMENT: 1.. PRETREATMENT CELL: 15% OF TREATMENT VOLUME OF BIORETENTION FILTER REQUIRED TREATMENT VOLUME OF FILTER (CF): 1,854 PRETREATMENT CELL VOLUME REQ (CF): 278 CELL VOLUME PROVIDED: ± 700 CF 2.. 5' WIDE GRAVEL DIAPHRAGM (TYPE A-1 RIPRAP) 1 SURFACE AREA (SA)= (Tv BMP)/Storage per SF (MIN. REQUIRED) 904 SF LENGTH (FT): 60.0 WIDTH (FT): 15.1 AREA PROVIDED: 950 SF LENGTH (FT): VARIES WIDTH (FT): VARIES (SEE STORAGE CURVES FOR VOLUMES) PRETREATMENT: 1.. PRETREATMENT CELL: 15% OF TREATMENT VOLUME OF BIORETENTION FILTER REQUIRED TREATMENT VOLUME OF FILTER (CF): 1,854 PRETREATMENT CELL VOLUME REQ (CF): 278 CELL VOLUME PROVIDED: ± 700 CF 2.. 5' WIDE GRAVEL DIAPHRAGM (TYPE A-1 RIPRAP) 1 r it BIORETENTION AREA #2 AREAS TREATED: COVER: AREA: `Yo OF TOTAL AREA: LAND COVER Rv* IMPERVIOUS: 0.19 ACRES 0.37 0.95 TURF: 0.33 ACRES 0.63 0.15 TOTAL: 0.52 ACRES *a_1. Albemarle County Pantops Firestation Stormwater Calculations ... •..... .. v ". I JFI- .I MCI Rv= (% Impervious x Rvl) + (% Turf x RvT) Rv= 0.442 LEVEL II TREATMENT VOLUME= 1.25[(1 Inch rainfall)(Rv)(Area in SF)/12]= 1,044 CF (TV BMP) 0.5 Area (SF): 22,651 BMP SURFACE AREA: SOIL MEDIA: MEDIA: I POROSITY: DEPTH (FEET): CF OF STORAGE/SF ELEVATION (TOP) SURFACE PONDING: 1 0.5 0.5 423.5 SOIL MEDIA: 0.25 3 0.75 423 GRAVEL LAYER: 0.4 2 0.8 420 PRETREATMENT: 1.. PRETREATMENT CELL: 15% OF TREATMENT VOLUME OF BIORETENTION FILTER TREATMENT VOLUME OF FILTER (CF): 1,044 PRETREATMENT CELL VOLUME REQ (CF): 157 CELL VOLUME PROVIDED (CF): ± 700 CF TnTAI ARFA FIRAIMIMr Tn 121nnrTCk1T1n— COVER: AREA: /.US SURFACE AREA (SA)= (Tv BMP)/Storage per SF TURF: 0.33 ACRES (MIN. REQUIRED) 509 SF 0.95 ACRES LENGTH (FT): 30.0 WIDTH (FT): 17.0 AREA PROVIDED: 510 SFLENGTH (FT): 30.0 WIDTH (FT): 17.0 (SEE STORAGE CURVES FOR VOLUMES) PRETREATMENT: 1.. PRETREATMENT CELL: 15% OF TREATMENT VOLUME OF BIORETENTION FILTER TREATMENT VOLUME OF FILTER (CF): 1,044 PRETREATMENT CELL VOLUME REQ (CF): 157 CELL VOLUME PROVIDED (CF): ± 700 CF TnTAI ARFA FIRAIMIMr Tn 121nnrTCk1T1n— COVER: AREA: IMPERVIOUS: 0.62 ACRES TURF: 0.33 ACRES TOTAL: 0.95 ACRES REMAINDER TO DETENTION (NO TREATMENT TRAIN): COVER: AREA: IMPERVIOUS: 0.14 ACRES TURF: 0.80 ACRES TOTAL: 0.94 ACRES 2 M so EXTENDED DETENTION POND - VRRM SIZING CALCULATIONS: AREAS TREATED: (ON SITE) Albemarle County Pantops Firestation Stormwater Calculations COVER: AREA: % OF TOTAL AREA: LAND COVER Rv* IMPERVIOUS: 0.14 ACRES 0.15 0.95 TURF: 0.80 ACRES 0.85 0.2 TOTAL: 0.94 ACRES �anc.i uic vnrnrvI bpieawneet Rv= (% Impervious x Rvl) + (% Turf x RvT) Rv= 0.312 LEVEL I TREATMENT VOLUME= [(1.0) (Rv) (Area in SF)) / 12 Area (SF): 40,946 DESIGNED STORAGF- 1,064 CF (Tv BMP) Elevation Area (SF) Multiplier Subtotal (CF) Total (CF) Description 415 540 0 0 0 Bottom of Pond 415.5 890 0.5 445 445 Orifice (Micropool) 416 1300 0.5 650 1,095 417 2130 1 2,130 3,225 418 3200 1 3,200 6,425 419 5560 1 5,560 11,985 420 8170 1 8,170 20,155 420.5 9200 0.5 4,600 24,755 Principal Spillway 420.75 10200 0.25 2,550 27,305 Emerg. Spillway #1 421 11300 0.25 2,825 27,580 422 16720 1 16,720 44,300 423 20380 1 20,380 64,680 424 25800 1 25,800 90,480 424.5 26820 0.5 13,410 103,890 Emerg. Spillway #2 PRETREATMENT: SEDIMENT FOREBAY & PRETREATMENT CELL SIZING: 10% OF THE REQUIRED DETENTION VOLUME = 106 CF PRETREATMENT CELL #3: nFSIGNFn cTnRnrF- Elevation Area (SF) Multiplier Sub total (CF) Total (CF) 419 6 0 0 0 420 100 1 100 100 421 320 1 320 420 FOREBAY* DFSIGNFn cTnRnaF- Elevation Area (SF) 1 Multiplier Sub total (CF) Total (CF) 418 450 0 0 0 419 730 1 730 730 419.5 1330 0.5 665 1,395 TOTAL PRETREATMENT STORAGE: 11,815 [3 �muCn sin 7-1 CO LPJ 0 nct a > m rn ♦ LO r � \ \ .. \ \ \ CD 4C " N `1 �Nq • N Z -i I rnm x 01 1 ��� �� o :A\ • - • --- - \ m r m o II vmio z �(Z� ^= - � � m T z (ted \ o o-�• �� �� Q m � � • r I• rr / 00 ` • , / OD / mm II u'Z . R 3 s 1 Ln N> a j • y- r 1 / 2 I SOU D/ 4 T DCNnc� c / mF o� V f / mm 2 �z �z cc N C.) 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AE T j m n i co N � � I > art o p (�� v. � ��I,, z n (, _ r'In n- (-ii C m0 D �No Z z 2 i/ ` a _ 1 I Qi r cm, F i �' r' R o /. ,i ( r.'� o igc� o�o worn ' IIvN of O Z g> > n D O i V i O f 7 T chi C y ydim 11N6 �v� (nq �=� mo� n 0 > oN mF0 aS� �� cno z m /.. rm >, f n m ( pnp o N > N A (l . D N A �o N o _ ��•' . N O 0" D Y II o ^ � L < £ Aga �� ° i o -Di m D ik m W E n o o o - �_° n z op> z= " g pgi:tE F i J m a n a N (� z W e ° _ Z r N D _< m m 1 N m Zm;gs� o O p p w m 0 m m D '` n e<nn m T m o n fn IIS o m r w 60 In w m rr Pantops Fire Station DRAINAGE AREA INFORMATION (OUTPUTS FROM AUTOCAD STORM & SANITARY ANALYSIS) RAINAGE AREA "A": ONSITE RUNOFF TO POND AND COVER (ACRES) OREST: URF: I IMPERVIOUS: OTAL: IME OF CONCENTR: CURVE NUMBER: PRE 0.04 1.20 0.11 1.35 115.291 163.841 POST 0.00 1.13 0.76 1.89 11.21 75.88 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 0.38 1,379 0.17 1 YR PRE 0.64 2,323 0.61 1 YR POST 1.94 7,042 2.92 2 YR PRE 1.06 3,848 1.14 2 YR POST 2.8 10,164 4.29 10 YR PRE 2.6 9,438 3.13 10 YR POST 5.62 20,401 8.72 DRAINAGE AREA "B": ONSITE RUNOFF TO HICKMANS BRANCH STREAM LAND COVER (ACRES) FOREST: URF: IMPERVIOUS: TOTAL: OF CONCENTR: NUMBER: FDRAIN PRE 0.25 0.75 1 0.25 1.25 1 12.71 67.20 POST 0.00 0.54 0.17 0.71 5.39 69.86 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 0.14 508 0.08 1 YR PRE 0.76 2,759 0.87 1 YR POST 0.51 1,851 0.73 2 YR PRE 1.2 4,356 1.47 2 YR POST 0.79 2,868 1.17 10 YR PRE 2.76 10,019 3.58 10 YR POST 1.73 6,280 2.7 AGE AREA "Bi": ON-SITE DA TO SWALE OUTFALL B COVER (ACRES) FOREST: URF: IMPERVIOUS: TOTAL: TIME OF CONCENTR: CURVE NUMBER: PRE 0.04 0.06 0.06 1 0.16 1 1 7.64 1 173.371 POST 0.00 0.15 0.07 0.22 8.49 72.77 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 1 YR PRE 0.14 508 '` , 0.2 h 1 YR POST 0.19 690 0.26 2 YR PRE 0.21 762 0.3 2 YR POST 0.28 1,016 0.39 10 YR PRE 0.44 1,597 0.64 10 YR POST 0.59 2,142 0.84 DRAINAGE AREA "62": POST DA TO SWALE RETAINING WALL UNDERDRAIN LAND COVER (ACRES) FOREST: URF: IMPERVIOUS: OTAL: IME OF CONCENTR: CURVE NUMBER: PRE hw 0.00 POST 0.00 0.01 0.04 0.05 5.00 90.60 HSG B B B x CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 1 YR PRE. 1 YR POST 0.1 363 k 0.17 2 YR PRE*' 2 YR POST 0.13 472 0.21 10 YR PRE; 10 YR POST 0.22 799 0.34 im r m ri m m r Pantops Fire Station DRAINAGE AREA "133": SHEET FLOW TO HICKMANS BRANCH STREAM LAND COVER (ACRES) FOREST: URF: IMPERVIOUS: OTAL: IME OF CONCENTR:Lm,5.00 CURVE NUMBER: PRE f °. 0.00 POST 0.00 0.38 0.06 0.44 66.05 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 3 1 YR PRE 1 YR POST 0.25 908 r 0.34 2 YR PRE, 2 YR POST 0.39 1,416 0.57 10 YR PRE 10 YR POST 0.93 3,376 f` w, v 1.46 DRAINAGE AREA "A+C": TO DETENTION POND (OUTFALL "A") LAND COVER (ACRES) FOREST: URF: IMPERVIOUS: OTAL: TIME OF CONCENTR: CURVE NUMBER: PRE 0.25 4.57 0.17 1 4.99 118.001 161.961 POST 0.07 4.48 0.82 5.37 13.03 66.57 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 1.09 3,957 0.34 1 YR PRE 2.04 7,405 1.61 1 YR POST 3.13 11,362 3.49 2 YR PRE 3.47 112,596 3.29 2 YR POST 4.96 18,005 5.99 10 YR PRE 8.88 32,234 9.83 10 YR POST 11.56 41,963 14.87 DRAINAGE AREA "Bl+D": TO SWALE #1 (OUTFALL "B") LAND COVER (ACRES) FOREST: URF: IMPERVIOUS: OTAL: TIME OF CONCENTR: CURVE NUMBER: PRE 0.98 0.26 0.06 1.30 1 119.131 158.181 POST 1.11 0.38 0.07 1.56 16.48 58.39 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 0.32 1,162 0.10 1 YR PRE 0.38 1,379 0.21 1 YR POST 0.46 1,670 0.29 2 YR PRE 0.69 2,505 0.54 2 YR POST 0.84 3,049 0.73 10 YR PRE 1.94 7,042 2.00 10 YR POST 2.35 8,531 2.63 DRAINAGE AREA TO SWALE #2 LAND COVER (ACRES) FOREST: URF: IMPERVIOUS: OTAL: IME OF CONCENTR: CURVE NUMBER: PRE f �r. POST 0.07 1.04 0.11 1.22 13.03 63.99 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 1 YR PRE 1 YR POST 2 YR PRE 2 YR POST 0.97 3,521 a�'vq• 1.12 10 YR PRE.t• 10 YR POST 2.37 8,603 3.02 DRAINAGE AREA TO SWALE #3 LAND COVER (ACRES) FOREST: URF:. IMPERVIOUS: OTAL: IME OF CONCENTR: CURVE NUMBER: PRE , _ F POST 0.00 0.33 0.19 0.52 11.21 74.52 HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED 1 YR PRE 1 YR POST 2 YR PRE 2 YR POST 0.72 2,614 0.97 10 YR PRE 10 YR POST 1.48 5,3721 2.00 as Nw r am 6m an rr am Pantops Fire Station DRAINAGE AREA A+B+C+D - SITE TOTAL SUMMARY VOLUME (CF) 10 YEAR CFS REDUCTION BIORETENTION 2,897 LAND COVER (ACRES) FOREST: URF:��:�-° IMPERVIOUS: OTAL: IME OF CONCENTR: CURVE NUMBER: PRE 4. ,' k' HSG B B B CONDITION RV (AC/IN) RV (CF) PEAK FLOW (CFS) 1 YR FORESTED = : 1 YR PRE 2.42 8,785 7,77 1.82 1 YR POST 3.59 13,032 3.78 2 YR PRE 4.16 15,101 3.83 2 YR POST 5.8 21,054 6.72 10 YR PRE 10.82 39,277 11.83 10 YR POST 1 13.91 50,4931 17.50 STORAGE VOLUME (CF) 10 YEAR CFS REDUCTION BIORETENTION 2,897 UNKNOWN DETENTION 24,755 14.12 SWALE #1 DETENTION 12,170 0.73 TOTAL 29,822 114.85 10 YR POST AFTER STORAGE: 20,671 12.65 SEE ALSO, COMPLIANCE CRITERIA WORKSHEETS 3 i. 4W r Page 1 imp 1 YEAR STORM Project Description an File Name ......................................................... Pantops Fire Station.SPF Project Options Flow Units ........................................................ CFS Elevation Type ................................................. Elevation Hydrology Method ............................................ SCS TR -55 Time of Concentration (TOC) Method.... ..... SCS TR -55 Link Routing Method ........................................ Kinematic Wave Enable Overflow Ponding at Nodes ................. YES Skip Steady State Analysis Time Periods ........ NO Number of Elements Qty RainGages ...................................................... 1 Su bbasins......................................................... 21 Nodes................................................................ 22 Junctions ................................ 1 Outfalls .................................................. 20 Flow Diversions .......... .......................... 0 Inlets........_......... .._ ...... ..................... 1 Storage Nodes .......................... _._.......... 0 Links.................................................................. 2 Channels ..................._. _._.................. 0 Pipes........_... _........................... 2 Pumps.............. _ _................. 0 Orifices . .........._....................... 0 Weirs.. ....................... ....... .._..... 0 Outlets- ........... ................— _.. 0 Pollutants......................................................... 0 LandUses ........................................................ 0 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain Slate County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage -01 Time Series 1 -year Cumulative inches Virginia Albemarle 1 3.03 SCS Type II 24 -hr 4W r Page 1 imp 1 YEAR STORM Subbasin Summary 1 YEAR STORM SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac -in) (cfs) (days hh:mm:ss) 1 DAA POST 1.89 75.88 3.03 1.03 1.94 2.58 0 00:11:12 2 DA A POST FORESTED 1.89 55.00 3.03 0.20 0.38 0.15 0 00:17:57 3 DA A PRE 1.35 63.84 3.03 0.48 0.64 0.61 0 00:15:17 4 DAA+C POST 5.37 66.57 3.03 0.58 3.13 3.49 0 00:13:01 5 DA A+C POST FORESTED 5.37 55.00 3.03 0.20 1.09 0.34 0 00:25:55 6 DA A+C PRE 4.99 61.96 3.03 0.41 2.04 1.61 0 00:18:00 7 DA B POST 0.71 69.86 3.03 0.73 0.51 0.73 0 00:05:23 8 DA B POST FORESTED 0.71 55.00 3.03 0.20 0.14 0.08 0 00:09:52 9 DA B PRE 1.25 67.20 3.03 0.61 0.76 0.87 0 00:12:42 10 DA Bi + D POST 1.56 58.39 3.03 0.30 0.46 0.29 0 00:16:28 11 DAB POST 0.22 72.77 3.03 0.86 0.19 0.26 0 00:08:29 12 DABi PRE 0.16 73.37 3.03 0.89 0.14 0.20 0 00:07:38 13 DA 81 +D POST FORESTED 1.56 55.00 3.03 0.20 0.32 0.10 0 00:25:22 14 DA BI +D PRE 1.30 58.18 3.03 0.29 0.38 0.21 0 00:19:07 15 DA B2 POST 0.05 90.60 3.03 2.04 0.10 0.17 0 00:05:00 16 DA B3 POST 0.44 66.05 3.03 0.56 025 0.34 0 00:05:00 17 DA TO DI -1 GRATE 0.12 98.00 3.03 2.80 0.34 0.48 0 00:05:00 18 OFF SITE FROM ROADWAY (MAX) 2.32 98.00 3.03 2.80 6.49 9.14 0 00:05:00 19 ROOF DRAINS TO DI -1 0.12 98.00 3.03 2.80 0.34 0.48 0 00:05:00 20 SWALE #3 0.52 74.52 3.03 0.96 0.50 0.65 0 00:11:12 21 SWALE#2 1.22 63.99 3.03 0.48 0.59 0.61 0 00:13:01 Page 2 r 1YEAR STORM Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type pnlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (ft) (ft) (ft) N (n) (CIS) (cfs) (fl/sec) (A) (min) 1 15IN RCP Pipe 01-1 DI -1 OUTFALL 110.00 423.00 422.45 0.5000 15.000 0.0150 0.94 3.96 0.24 2.74 0.41 0.33 0.00 Calculated 2 8 IN ROOF LEADER Pipe Roof Drains combined DI -1 40.00 423.90 423.10 2.0000 8.000 0.0150 0.47 1.48 0.32 3.78 0.26 0.39 0.00 Calculated E"'7 60 r to an go Page 3 r rl� Page 4 1 YEAR STORM Inlet Summary SN Element Inlet Manufacturer Inlet ID Manufacturer Part Location Number of Catchbasin Max (Rim) Inlets Invert Elevation Initial Ponded Peak Peak Flow Peak Flow Water Area Flow Intercepted Bypassing Inlet Allowable Max Gutter Max Gutter Efficiency Spread Spread Water Elev. Number Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow (ft) (ft) (ft) M A) (cis) (cis) N (ft) (ft) (ft) 1 DI -1 NEENAH FOUNDRY R -1792 -AG On Sag 1 423.00 425.50 0.00 10.00 0.48 WA WA WA 7.00 0.00 425.74 110 rl� Page 4 r Subbasin Hydrology EL -77 to Page 5 AW 1 YEAR STORM Subbasin : DA A POST Input Data rArea (ac)........................................................................ 1.89 Weighted Curve Number ............................................... 75.88 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 1.13 B 61.00 Paved parking & roofs 0.76 B 98.00 Composite Area & Weighted CN 1.89 75.88 Time of Concentration TOC Method : SCS TR -55 Sheet Flow Equation Tc = (0.007 ' ((n' 1-010.8)) / ((P10.5)(Sf^0.4)) Where Tc = Time of Concentration (hr) n = Manning's roughness Lf =Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf =Slope (ft/ft) 10 Shallow Concentrated Flow Equation V = 16.1345 ' (SfA0.5) (unpaved surface) V = 20.3282 ' (SfA0.5) (paved surface) V = 15.0 ` (Sf40.5) (grassed waterway surface) we V = 10.0' (SfA0.5) (nearly bare & untilled surface) V = 9.0 (SfA0.5) (cultivated straight rows surface) V = 7.0' (Sf40.5) (short grass pasture surface) V = 5.0' (SfA0.5) (woodland surface) V = 2.5 ' (SfA0.5) (forest w/heavy litter surface) INS Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) as Lf = Flow Length (fl) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation: io V = (1.49' (W(2/3))' (SfA0.5)) / n R =Aq/Wp Tc = (Lf / V) / (3600 sec/hr) Where No Tc = Time of Concentration (hr) Lf = Flow Length (ft) R =Hydraulic Radius (ft) Aq = Flow Area (ft°) go Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness EL -77 to Page 5 AW 1 YEAR STORM Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................11.21 Subarea Subarea Subarea A B C .4 0.00 0.00 100 0.00 0.00 10 0.00 0.00 3.67 0.00 0.00 0.16 0.00 0.00 10.53 0.00 0.00 Subarea Subarea Subarea A B C 225 0.00 0.00 11.7 0.00 0.00 Unpaved Unpaved Unpaved 5.52 0.00 0.00 0.68 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 1.03 Peak Runoff (cfs)........................................................... 2.58 Weighted Curve Number ............................................... 75.88 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 6 6 1 YEAR STORM Subbasin : DA A POST al 4.2 . q_..._..... . r 3.8 36 3 4 1W 32 3- 2.8 - 26 24 22 m 2 c I 18 16 14 wo 1 2 0.8 0.6 IM 04 02 10 we ow 1P 'Irl an an to 2 2 2 2 2 2 2 1 1 1 _ 1 '^ 1 u 0 1 c � 1 1 0. 0. 0, 0. 0 0 0 0 1 YEAR STORM Rainfall Intensity Graph U1284567891011121314151617181920212223 Time (hrs) Runoff Hydrograph I z J 4 5 6 8 9 10 11 12 13 14 15 1h 17 18 19 -21I 1 1' Time (hrs) Page 7 aw 1 YEAR STORM Subbasin : DA A POST FORESTED Input Data Area(ac)........................................................................ 1.89 Weighted Curve Number ............................................... 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 1.13 B 55.00 Woods, Good 0.76 B 55.00 Composite Area & Weighted CN 1.89 55.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 100 0.00 0.00 Slope (%) : 10 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.12 0.00 0.00 Computed Flow Time (min) : 13.59 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 225 0.00 0.00 Slope (%) : 11.7 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 0.86 0.00 0.00 Computed Flow Time (min) : 4.36 0.00 0.00 Total TOC (min) ..................17.95 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.20 Peak Runoff (cfs)........................................................... 0.15 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:17:57 Page 8 r i� 1 YEAR STORM Subbasin : DA A POST FORESTED 4.4 q 2 !_ .. ......... q 3.8 3.6 3Aow 3.2 ... ... ....... g 28 up 26 E 24 22 � �i c 2- It 0 1.8.._ 1.6 1 4 .. 12 0.8 . ... 06. 04 02 j. so to No Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2.3 Time (hi s) Page 9 1 YEAR STORM Subbasin : DA A PRE Input Data Area(ac)........................................................................ 1.35 Weighted Curve Number .............................................. 63.84 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 1.20 B 61.00 Paved parking & roofs 0.11 B 98.00 Woods, Good 0.04 B 55.00 Composite Area & Weighted CN 1.35 63.84 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 11 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.18 0.00 0.00 Computed Flow Time (min) : 14.02 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 275 0.00 0.00 Slope (%) : 5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 3.61 0.00 0.00 Computed Flow Time (min) : 1.27 0.00 0.00 Total TOC (min) ..................15.29 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.48 Peak Runoff (cfs)........................................................... 0.61 Weighted Curve Number ............................................... 63.84 Time of Concentration (days hh:mm:ss) ........................ 0 00:15:17 Page 10 Subbasin : DA A PRE 4" 4 3. 3 3. 3. 2, 2. 2 2. m 2. 1J 1. 1.: 0.1 01 0. 0.: 1YEAR STORM Rainfall Intensity Graph 0.7 0.65 06 0.55 0.5 0.45 0.4 U 0 0.35 0.3 0.25 0.2 015 01 005 IM MW U 1 2 a 4 b a 8 y 1U 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph n + o _ -lu II I_' 13 14 15 1b 17 18 19 20 21 22 21 Tirne (hrs) Page 11 1 YEAR STORM Subbasin : DA A+C POST Input Data Area(ac)... .................. ............................. ..................... 5.37 Weighted Curve Number ............................................... 66.57 Rain Gage ID .._ ................. ............. .............................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 > 75% grass cover, Good 4.48 B 61.00 Paved parking & roofs 0.82 B 98.00 Composite Area & Weighted CN 5.37 66.57 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 Subarea 0.00 0.00 Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (fl) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 7.22 0.00 0.00 Computed Flow Time (min) : 0.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .03 0.00 0.00 Flow Length (ft) : 170 0.00 0.00 Channel Slope (%) : 3 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 8.01 0.00 0.00 Computed Flow Time (min) : 0.35 0.00 0.00 Total TOC (min) ..................13.03 Subbasin Runoff Results Total Rainfall (in) ............... ............................. ............... 3.03 Total Runoff (in) ........................................ ............ 0.58 Peak Runoff (cfs)........................................................... 3.49 Weighted Curve Number ............................................... 66.57 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 P, Page 12 3 do Subbasin : DA A+C POST an no 4.4 4.2 4 3.8 36 3.4 3.2 3 2.8 2.6 s `a 2.4 22 m c 2 1.8 1.6 1.4 1.2 1 0.8 06 0.4 02 3.6 34 3.2 3 2.8 2.6 2.4 2.2 N 2 U ztz 18 O C 1.6 14 1.2 1 08 0.6 0.4 n') 1YEAR STORM Rainfall Intensity Graph U 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U i z 1 4 b n ! H. 9 Iii 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hr�,) Page 13 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.20 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number .............. .....--........................ 1 YEAR STORM Subbasin : DA A+C POST FORESTED 0 00:25:56 Input Data Area(ac)...._........_..._............................................ Weighted Curve Number.. ............................................. 5.37 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 Woods, Good 4.48 B 55.00 Woods, Good 0.82 B 55.00 Composite Area & Weighted CN 5.37 55.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.16 0.00 0.00 Computed Flow Time (min) : 15.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : Surface Type: 20 Forest 0.00 0.00 Unpaved Unpaved Velocity (ft/sec) : 1.12 0.00 0.00 Computed Flow Time (min) : 3.87 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A 8 C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 170 0.00 0.00 Channel Slope (%) : 3 0.00 0.00 Cross Section Area (ftl) : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 0.44 0.00 0.00 Computed Flow Time (min) : 6.48 0.00 0.00 Total TOC (min) ..................25.93 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.20 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number .............. .....--........................ 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:25:56 Page 14 bw Subbasin : DA A+C POST FORESTED 60 1• on rnn 11w VIII V V ilr +r +1x11 so as low to I" to 6w 4.4 4.2 4 3.8 36 3.4 3.2 3 2.8 2.6 L L 2.4 2.2 c 2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 1YEAR STORM Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 4 6 7 e. 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2. Time (hrs) Page 15 Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type: Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................18.00 Subarea Subarea Subarea A B C .4 0.00 0.00 150 0.00 0.00 16 0.00 0.00 1 YEAR STORM Subbasin : DA A+C PRE 0.00 0.21 0.00 0.00 Input Data 0.00 0.00 Subarea Subarea Area(ac)........................................................................ 4.99 B C 260 Weighted Curve Number ............................................... 61.96 20 .67 12 Rain Gage ID................................................................. Rain Gage -01 Unpaved 1.12 1.32 Composite Curve Number 3.87 1.70 0.36 Area Soil Curve SoiUSurface Description (acres) Group Number Woods, Good 0.25 B 55.00 > 75% grass cover, Good 4.57 B 61.00 Paved parking & roofs 0.17 B 98.00 Composite Area & Weighted CN 4.99 61.96 Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type: Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................18.00 Subarea Subarea Subarea A B C .4 0.00 0.00 150 0.00 0.00 16 0.00 0.00 3.67 0.00 0.00 0.21 0.00 0.00 12.07 0.00 0.00 Subarea Subarea Subarea A B C 260 135 120 20 .67 12 Forest Unpaved Unpaved 1.12 1.32 5.59 3.87 1.70 0.36 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.41 Peak Runoff (cfs)........................................................... 1.61 Weighted Curve Number ............................................... 61.96 Time of Concentration (days hh:mm:ss) ........................ 0 00:18:00 Page 16 Subbasin : DA A+C PRE i 4.4 42 4 38 3.6 34 32 3', 28 it -- 2.6 L `c 2A- 22 4 22 _m iw c 2- M D'_ t8 1.6.1,. 1.4 L.. ._.. _. am 12 1 D8 M 06 04 02 ON to ill 1 YEAR STORM Rainfall Intensity Graph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U i _j 4 b ti 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hrs) Page 17 I YEAR STORM Subbasin : DA B POST Input Data Area(ac)........................................................................ 0.71 Weighted Curve Number............................................... 69.86 Rain Gage ID................................................................. Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.54 B 61.00 Paved parking & roofs 0.17 B 98.00 Woods, Good 0.00 B 55.00 Composite Area & Weighted CN 0.71 69.86 Time of Concentration Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .3 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.99 0.00 0.00 Velocity (ft/sec) : 0.65 0.00 0.00 Computed Flow Time (min) : 5.39 0.00 0.00 Total TOC (min) ..................5.39 Subbasin Runoff Results Total Rainfall (in).................................................... 3.03 Total Runoff (in)............................................................. 0.73 Peak Runoff (cfs)........................................................... 0.73 Weighted Curve Number............................................... 69.86 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:23 Page 18 ■r Subbasin : DA B POST bw Rainfall Intensity Graph in 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) No Runoff 1-ydrograph 0.8 075 07._ 0.65 so 0.6 0.55 0.5 n 0.45 u 0.4 1�1 Cf 0 35 03 025 so 02 0 15 4.4 005 42 4" 4 3.8 36 3.4 3.2 3 2.8 2.6 'c 2.4 — 2.2 i1w m 2 ch 1.8 1.6 1.4 ill 12 1 0.8 06 INK 0.4 02 in 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) No Runoff 1-ydrograph 0.8 075 07._ 0.65 so 0.6 0.55 0.5 n 0.45 u 0.4 1�1 Cf 0 35 03 025 so 02 0 15 0 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) r Page 19 1YEAR STORM 005 0 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) r Page 19 1YEAR STORM Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.20 Peak Runoff (cfs)........................................................... 0.08 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0000952 Page 20 1 YEAR STORM Subbasin : DA B POST FORESTED Input Data Area(ac)........................................................................ Weighted Curve Number ............................................... 0.71 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.54 B 55.00 Woods, Good 0.17 B 55.00 Woods, Good 0.00 B 55.00 Composite Area & Weighted CN 0.71 55.00 Time of Concentration Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.99 0.00 0.00 Velocity (ft/sec) : 0.35 0.00 0.00 Computed Flow Time (min) : 9.87 0.00 0.00 Total TOC (min) ..................9.87 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.20 Peak Runoff (cfs)........................................................... 0.08 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0000952 Page 20 aw IN to am ra IM A Am in Ma am to in 11w 10 M N 1rM r MA-11MUSINTIA Subbasin : DA B POST FORESTED Rainfall Intensity Graph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Page 21 Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) : Total TOC (min) ..................12.71 Subarea A Subarea Subarea B C .4 0.00 k 120 0.00 0.00 9 0.00 0.00 3.67 0.00 0.00 1 YEAR STORM Subbasin : DA B PRE 0.00 12.71 0.00 0.00 Input Data Area(ac)........................................................................ 1.25 Weighted Curve Number ............................................... 67.20 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.25 8 98.00 Woods, Good 0.25 8 55.00 > 75% grass cover, Good 0.75 8 61.00 Composite Area & Weighted CN 1.25 67.20 Time of Concentration Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) : Total TOC (min) ..................12.71 Subarea A Subarea Subarea B C .4 0.00 0.00 120 0.00 0.00 9 0.00 0.00 3.67 0.00 0.00 0.16 0.00 0.00 12.71 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.61 Peak Runoff (cfs)........................................................... 0.87 Weighted Curve Number ............................................... 67.20 Time of Concentration (days hh:mm:ss) ........................ 0 00:12:43 Page 22 to Subbasin : DA B PRE Rainfall Intensity Graph IYEAR STORM 0.9 085 0.8 076 0.7 0.65 0.6 0.55 05 v 0 0.45 c 0.4 0.35 0.3 0.25 0.2 0 15 0.1 n nr u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 2 s 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Page 23 Subbasin : DA B1 + D POST Input Data Area(ac)........................................................................ 1.56 Weighted Curve Number ............................................... 58.39 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.07 B 98.00 Woods, Good 1.11 B 55.00 > 75% grass cover, Good 0.38 B 61.00 Composite Area & Weighted CN 1.56 58.39 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A 8 C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 1.12 0.00 0.00 Computed Flow Time (min) : 3.87 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A 8 C Manning's Roughness : .03 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 6.54 0.00 0.00 Computed Flow Time (min) : 0.54 0.00 0.00 Total TOC (min) ..................16.48 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.30 Peak Runoff (cfs)........................................................... 0.29 Weighted Curve Number ............................................... 58.39 Time of Concentration (days hh:mm:ss) ........................ 000,1629 Page 24 1 YEAR STORM 5 Subbasin : DA B1 + D POST 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0. 0.1 0.1 01 u 0.1 0.1 6 0.1 0.1 0.1 0.1 0. 0.0 0.0 0.0 0.0i 0.0' 0.0 00. 0.0. 1YEAR STORM Rainfall Intensity Graph U 1 2 j 4 5 b 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph z 0 4 o U i 0 j 1U 11 12 13 14 15 16 17 18 19 20 21 22 Z Time (hrs) Page 25 4.4 4.2 4 3.8 3.6 >• 3.4 3.2 3 2.8 i 2.6 s `c 2.4 - 2.2 m Mlil 2 1.8 1.6 1.4 IN 1.2 1 0.8 0.6 0.4 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0. 0.1 0.1 01 u 0.1 0.1 6 0.1 0.1 0.1 0.1 0. 0.0 0.0 0.0 0.0i 0.0' 0.0 00. 0.0. 1YEAR STORM Rainfall Intensity Graph U 1 2 j 4 5 b 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph z 0 4 o U i 0 j 1U 11 12 13 14 15 16 17 18 19 20 21 22 Z Time (hrs) Page 25 Page 26 1 YEAR STORM Subbasin : DA B1 POST Input Data Area(ac)........................................................................ 0.22 Weighted Curve Number............................................... 72.77 Rain Gage ID................................................................. Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.15 B 61.00 Paved parking & roofs 0.07 B 98.00 Composite Area & Weighted CN 0.22 72.77 Time of Concentration Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: 4 0.00 0.00 Flow Length (ft) : 250 0.00 0.00 Channel Slope 2 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 0.49 0.00 0.00 Computed Flow Time (min) : 8.49 0.00 0.00 Total TOC (min) ..................8.49 Subbasin Runoff Results Total Rainfall (in)........................................................ 3.03 Total Runoff (in)............................................................. 0.86 Peak Runoff (cfs)........................................................... 0.26 Weighted Curve Number............................................... 72.77 Time of Concentration (days hh:mm:ss) ........................ 0 00:08:29 Page 26 n M1! 11" Subbasin : DA B1 POST 4.4 42.. ____ ,....... 4; 3.8 36. 3.4 32 3' 2.8- 2.6 `c 2.4 i........ �o 2,2- .9 2 �a 16 14 1.2 1 0.8.. 0.6. 0.4 02 Rainfall Intensity Graph 1 YEAR STORM 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0.27 0.26.... .. 0.25. _ ... 024 023 . 0.22 0.21 0.2 0.19..... 0.18 .. 0 17 _ 0.16..... __ ........ _._. ._. .�2 0.15 v 0.14 ztz 0 0.13:. 0.12. 0.11- 0,1- 009 .11-0.1009 _. 008 0.07 0.06 0.05... 004 003 0.02 001. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Page 27 1 YEAR STORM Subbasin : DA B1 PRE Input Data Area(ac)........................................................................ 0.16 Weighted Curve Number ............................................... 73.37 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.06 B 61.00 Paved parking & roofs 0.06 B 98.00 Woods, Good 0.04 B 55.00 Composite Area & Weighted CN 0.16 73.37 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 12 0.00 0.00 Slope (%) : 2 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.05 0.00 0.00 Computed Flow Time (min) : 3.68 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 50 0.00 0.00 Slope (%) : 12 0.00 0.00 Surface Type : Grass pasture Unpaved Unpaved Velocity (ft/sec) : 2.42 0.00 0.00 Computed Flow Time (min) : 0.34 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .22 0.00 0.00 Flow Length (ft) : 80 0.00 0.00 Channel Slope (%) : 1.9 0.00 0.00 Cross Section Area (ft') : .78 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 0.37 0.00 0.00 Computed Flow Time (min) : 3.61 0.00 0.00 Total TOC (min) ..................7.64 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.89 PeakRunoff (cfs)........................................................... 0.20 Weighted Curve Number ............................................... 73.37 Time of Concentration (days hh:mm:ss) ........................ 0 00:07:38 Page 28 r Subbasin : DA B1 PRE Rainfall Intensity Graph 021 0.2 0.19 0.18 017 0.16 016 0.14 0.13 N 0.12 v -- 0.11 0.1 0.09 008 0.07 0.06 0.05 0.04 0.03 0.02 1 YEAR STORM u 7 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph u 1 2 j 4 8 9 10 11 12 13 14 15 16 17 18 19 20 21 21 2 Time (hrs) Page 29 k 1 YEAR STORM Subbasin : DA B1+D POST FORESTED Input Data Area(ac)........................................................................ 1.56 Weighted Curve Number ............................................... 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 Woods, Good 1.11 B 55.00 Woods, Good 0.38 B 55.00 Composite Area & Weighted CN 1.56 55.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity ftsec) : 0.16 0.00 0.00 Computed Flow Time (min) : 15.58 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Fill Cross Section Area (fl') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 0.36 0.00 0.00 Computed Flow Time (min) : 9.81 0.00 0.00 Total TOC (min) ..................25.38 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.20 Peak Runoff (cfs)........................................................... 0.10 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:25:23 Page 30 Subbasin : DA BI +D POST FORESTED Rainfall Intensity Graph 1 YEAR STORM U 1 2 3 4 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0.105 01 0.095. 0.09 0.085 0.08 _ . 0 075 . 007 0.065. rn0.06...... .......... . ...._.. _'. .... .. u —0.055 0.05.. 0.045 004 . 0.035 . 0.03 - 0 025. 0.02 0015 _ _....�._ 0.01. 0005 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Page 31 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.29 Peak Runoff (cfs)........................................................... 0.21 Weighted Curve Number ............................................... 58.18 Time of Concentration (days hh:mm:ss) ........................ 0 00:19:08 Page 32 1 YEAR STORM Subbasin : DA B1+D PRE Input Data Area (ac) ....................................... 1.30 Weighted Curve Number ............................................... 58.18 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.98 B 55.00 > 75% grass cover, Good 0.26 B 61.00 Paved parking & roofs 0.06 B 98.00 Composite Area & Weighted CN 1.30 58.18 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : Surface Type: 28 Forest 0.00 0.00 Unpaved Unpaved Velocity (ft/sec) : 1.32 0.00 0.00 Computed Flow Time (min) : 3.28 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .22 .1 0.00 Flow Length (ft) : 80 50 0.00 Channel Slope (%) : 1.9 12 0.00 Cross Section Area (ft') : .78 10 0.00 Wetted Perimeter (ft) : 3.14 10 0.00 Velocity (ft/sec) : 0.37 5.16 0.00 Computed Flow Time (min) : 3.61 0.16 0.00 Total TOC (min) ..................19.13 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.29 Peak Runoff (cfs)........................................................... 0.21 Weighted Curve Number ............................................... 58.18 Time of Concentration (days hh:mm:ss) ........................ 0 00:19:08 Page 32 ar i1r iw IN 01111 to to up rr am so no w Subbasin : DA B1+D PRE 4.4 4 2 4 38 3.6 i 3A _.. 3.2 . 3 2.8 2.6 . `c 2.4- Z2 4 2.2 C 2 - ch 0' 1 g 1.6 1.4 _ ............. 12 0.8 06 04 02 Rainfall Intensity Graph 1 YEAR STORM 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 1 2 3 4 b 6 0 9 10 11 12 13 14 15 16 17 10 19 20 21 =_ Time (his) Page 33 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 2.04 Peak Runoff (cfs)........................................................... 0.17 Weighted Curve Number ............................................... 90.60 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 34 ill I YEAR STORM Subbasin : DA B2 POST Input Data Area(ac)......................._.............................................. 0.05 Weighted Curve Number ............................................... 90.60 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.04 B 98.00 > 75% grass cover, Good 0.01 B 61.00 Composite Area & Weighted CN 0.05 90.60 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 2.04 Peak Runoff (cfs)........................................................... 0.17 Weighted Curve Number ............................................... 90.60 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 34 ill t. am 11w ow ow Subbasin : DA B2 POST Rainfall Intensity Graph 42 q. 38 _. 36 ! _. 3.4 3.2 . 3 _ ............ ..._.. >4 2; I8 1,13 1.4.1.. ........ 2 16 l.4 .. l2 0.18 0.17 016 0.15 0 14 0 13 0.12 Oil u 0.1 0 0.09 C 008 0.07 006 0.05 0.04 003 0.02 1 YEAR STORM U 1 2 3 4 b b I 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U i z a 4 5 b I b 9 10 11 12 13 14 15 16 17 18 19 20 21 22 _ Time (hrs) Page 35 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.56 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number ............................................... 66.05 Time of Concentration (days hh:mm:ss) ........................ 0000500 Page 36 1 YEAR STORM Subbasin : DA B3 POST Input Data Area(ac)....................................................................._. 0.44 Weighted Curve Number ............................................... 66.05 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.38 B 61.00 Paved parking & roofs 0.06 B 98.00 Composite Area & Weighted CN 0.44 66.05 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.56 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number ............................................... 66.05 Time of Concentration (days hh:mm:ss) ........................ 0000500 Page 36 M it No to go Subbasin : DA B3 POST 4. 4. 3. 3, 3. 3. 2. 2. t c 2. �a 2. c ry 1.'. Li 1. 1.: 0.l O.I Q. 0.: 1YEAR STORM Rainfall Intensity Graph U I e 3 4 5 b I 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph u I z 3 4 5 5 I 8 9 1U 11 1-L13 14 15 16 17 18 19 20 21 22 2. Time (hr,-) Page 37 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 2.80 Peak Runoff (cfs)........................................................... 0.48 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ......................- 0 00:05:00 Page 38 Ian 1 YEAR STORM 4 Subbasin : DA TO DI -1 GRATE Input Data Area(ac)................................................................ 0.12 Weighted Curve Number ............................................... 98.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.12 B 98.00 Composite Area & Weighted CN 0.12 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 2.80 Peak Runoff (cfs)........................................................... 0.48 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ......................- 0 00:05:00 Page 38 Ian 6w in No to i1w 1r m ow 60 1 YEAR STORM Subbasin : DA TO DI -1 GRATE 4.4 42 j 3 8 ........ . 3.6 34 - 3.2 .'.. 3 _. 2.8- 2.6 .8 2.6 24 m 2.2 >_ 2 _ ...._ . ,....... m D 1.8.... 16- 1 4 _ .... 12 1 0.8 ... 06 04 0 2 >. Rainfall Intensity Graph U t 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2. Time (hrs) Runoff Hydrograph Page 39 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 2.80 Peak Runoff (cfs)........................................................... 9.14 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 40 ( I YEAR STORM Subbasin : OFF SITE FROM ROADWAY (MAX) Input Data Area (ac) ............... 2.32 Weighted Curve Number ............_ ................................. 98.00 Rain Gage ID .........._.........._ — .................................... Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved roads with curbs & sewers 2.32 C 98.00 Composite Area & Weighted CN 2.32 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 2.80 Peak Runoff (cfs)........................................................... 9.14 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 40 dw aw 1r io to ■II i10 +rw NIP ow 10 go an as v 1 YEAR STORM Subbasin : OFF SITE FROM ROADWAY (MAX) 4.4 42 4 38 36 i 34 32 3 28 2.6 c 2.4 m 22 .F= 2 m 1.8 1.6 12 1 08 0.6 . 04 02 Rainfall Intensity Graph U 1 2 8 4 b 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2. Time (hrs) Runoff Hydrograph U 1 2 3 4 5 6 8 9 10 ii 12 13 14 15 16 17 18 19 20 21 22 23 Tinie (hrs) Page 41 Page 42 i 1 YEAR STORM Subbasin : ROOF DRAINS TO DI -1 Input Data Area(ac)........................................................................ 0.12 Weighted Curve Number ............................................... 98.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.12 C 98.00 Composite Area & Weighted CN 0.12 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 2.80 Peak Runoff (cfs)........................................................... 0.48 Weighted Curve Number .._ .........................................- 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 42 1i. Yid 10 it Im am ii IN iir to it ire as to i• io No 1 YEAR STORM Subbasin : ROOF DRAINS TO DI -1 4.4 42 q.` 3.8 36 3.4 '> 3.2. 3 28 26 t C 2,4- 2.2 c 2 0 18 1,6 14 12 1 0.8 06 0.4 02 Rainfall Intensity Graph U 1 t a 4 b 6 U 9 10 11 12 13 14 15 16 17 16 19 20 21 22 2 Time (hrs) Runoff Hydrograph Page 43 Sheet Flow Computations Manning's Roughness: Flow Length (fl) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type: Velocity (f lsec) Computed Flow Time (min) : Total TOC (min) ..................11.21 Subarea A Subarea Subarea B C .4 0.00 0.00 100 0.00 1 YEAR STORM Subbasin : SWALE #3 0.00 0.00 3.67 Input Data 0.00 0.16 0.00 Area (ac) ....................... Weighted Curve Number ............................................... 0.52 74.52 0.00 0.00 Rain Gage ID._......__.................................................... Rain Gage -01 Subarea A Composite Curve Number C 225 0.00 0.00 Area Soil Curve 0.00 Soil/Surface Description (acres) Group Number 5.52 Paved roads with curbs & sewers 0.19 B 98.00 0.00 > 75% grass cover, Good 0.33 B 61.00 Composite Area & Weighted CN 0.52 74.52 Time of Concentration Sheet Flow Computations Manning's Roughness: Flow Length (fl) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type: Velocity (f lsec) Computed Flow Time (min) : Total TOC (min) ..................11.21 Subarea A Subarea Subarea B C .4 0.00 0.00 100 0.00 0.00 10 0.00 0.00 3.67 0.00 0.00 0.16 0.00 0.00 10.53 0.00 0.00 Subarea Subarea Subarea A B C 225 0.00 0.00 11.7 0.00 0.00 Unpaved Unpaved Unpaved 5.52 0.00 0.00 0.68 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.96 PeakRunoff (cfs)........................................................... 0.65 Weighted Curve Number ............................................... 74.52 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 44 in so 1w (rll� bw M 1YEAR STORM Subbasin : SWALE #3 Rainfall Intensity Graph 0.7 0.65 06 0.55 0.5 0.45 0.4 U ztz 0 0.35 c 03 025 02 0 15 01 005 I z 3 4 5 In r3 a IU 11 12 13 14 15 16 17 18 19 20 21 22 2; Time (hrs) Runoff Hydrograph U i _ j 4 ., b / C 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2. Time (hrs) Page 45 Page 46 1 YEAR STORM Subbasin : SWALE#2 Input Data Area(ac)........................................................................ 1.22 Weighted Curve Number ............................................... 63.99 RainGage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 > 75% grass cover, Good 1.04 B 61.00 Paved parking & roofs 0.11 B 98.00 Composite Area & Weighted CN 1.22 63.99 Time of Concentration User -Defined TOC override (minutes): 13.03 Runoff Results Subbasin Total Rainfall (in)............................................................ 3.03 Total Runoff (in)............................................................. 0.48 Peak Runoff (cfs)........................................................... 0.61 Weighted Curve Number ............................................... 63.99 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 Page 46 Subbasin : SWALE#2 4.4 4,2 a 38 36 3.4 12 3', 2.8- 26 L 24 22 @ C 2- (h 1.8 1.6 1.4 1 2 1 j _...... _... 08 0.6 D4 02 Rainfall Intensity Graph 1 YEAR STORM U 1 2 3 4 b b 1 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 062 0.6 0.58.. _. .. , 056 ... 054 . _ _. 0.52 0.48 046 . 0.44..... 0.42. 04 0.38 0.36...... _.... ...__. __. __. 0.34 ..... .. .. ... „032 .. E 0.3- 028 026' 024. _. _ .i.._. __..... _. _.. 0.22. 02 018 0.16 0.14. - 012. 008 rl 06 0 IN D rr_ C112345678910111213141516171t;l920212223 Time (hrs) Page 47 Junction Input 1 YEAR STORM SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (fl) (ft) (ft) (ft) (ft) ytq (ft') (in) 1 Roof Drains combined 423.90 426.00 2.10 0.00 -423.90 0.00 -426.00 0.00 0.00 Page 48 w I YEAR STORM Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh mm) (days hh mm) (ac -in) (min) of 1 Roof Drains combined 0.48 0.48 424.16 0.26 0.00 1.84 423.94 0.04 0 12:00 0 00:00 0.00 0.00 to to to C� IIIIIIIIIIII YIM Page 49 M L, Page 50 E 1 YEAR STORM Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs) 1 15 IN RCP 110.00 423.00 0.00 422.45 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 2 8 I ROOF LEADER 40.00 423.90 0.00 423.10 0.10 0.80 2.0000 CIRCULAR 8.040 8.040 0.0150 0.5000 0.5000 0.0000 0.00 No L, Page 50 r. No. of Barrels Iw im 17 Ur on aw Is Page 51 1 YEAR STORM I YEAR STORM Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (ds) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 15 IN RCP 0.94 0 12:00 3.96 0.24 2.74 0.67 0.41 0.33 0.00 Calculated 2 8 IN ROOF LEADER 0.47 0 1200 1.48 0.32 3.78 0.18 0.26 0.39 0.00 Calculated F NTI Page 52 r. Inlet Input on SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging Number Elevation Elevation Depth Factor (ft) (ft) (fl) (ft) (ft) (ft') ( h) 1 DI -1 NEENAH FOUNDRY R -1792 -AG On Sag 1 423.00 425.50 2.50 0.00 0.00 10.00 0.00 aw go up 1w Page 53 am 1 YEAR STORM 1YEAR STORM Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time ID Flow Lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow (cfs) (cfs) (cfs) (cfs) N (ft) (ft) (ft) (days hh:mm) (ac -in) (min) 1 DI -1 0.48 0.48 N/A N/A N/A 0.00 425.74 0.24 012:00 0.00 0.00 Page 54 r i1M 4W to ilr No Page 1 2 YEAR STORM Project Description File Name ......................................................... Pantops Fire Station.SPF Project Options Flow Units ........................................................ CFS Elevation Type ................................................. Elevation Hydrology Method ............................................ SCS TR -55 Time of Concentration (TOC) Method ............. SCS TR -55 Link Routing Method ........................................ Kinematic Wave Enable Overflow Ponding at Nodes ................. YES Skip Steady Slate Analysis Time Periods ........ NO Number of Elements Oty RainGages ...................................................... 1 Subbasins......................................................... 21 Nodes................................................................ 22 Junctions................................................ 1 Outfalls ......................... -_....................... 20 Flow Diversions ...................... ...... _...... 0 Inlets............................ _ . ................... 1 Storage Nodes.. .................................. 0 Links.................................................................. 2 Channels_ ............................................... 0 Pipes......._._ ........................... 2 Pumps.. _...................................... _.... 0 Orifices.. ...................................... _ _ . _ 0 Weirs....................— .... _._............ 0 Outlets..................................................... 0 Pollutants......................................................... 0 LandUses ........................................................ 0 lfld Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution (years) (inches) 1 Rain Gage -01 Time Series 2 Year Cumulative inches Virginia Albemarle 2 3.67 SCS Type II 24 -hr i1M 4W to ilr No Page 1 2 YEAR STORM 2 YEAR STORM Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac -in) (cfs) (days hh:mm ss) 1 DA A POST 1.89 75.88 3.67 1.48 2.80 3.76 0 00:11:12 2 DA A POST FORESTED 1.89 55.00 3.67 0.41 0.77 0.52 0 00:17:57 3 DA A PRE 1.35 63.84 3.67 0.79 1.06 1.14 0 00:15:17 4 DA A+C POST 5.37 66.57 3.67 0.92 4.96 5.99 0 00:13:01 5 DA A+C POST FORESTED 5.37 55.00 3.67 0.41 2.17 1.15 0 00:25:55 6 DA A+C PRE 4.99 61.96 3.67 0.70 3.47 3.29 0 00:18:00 7 DA B POST 0.71 69.86 3.67 1.11 0.79 1.17 0 00:05:23 8 DA B POST FORESTED 0.71 55.00 3.67 0.41 0.29 0.27 0 00:09:52 9 DA B PRE 125 67.20 3.67 0.96 1.20 1.47 0 00:12:42 10 DA 131 + D POST 1.56 58.39 3.67 0.54 0.84 0.73 0 00:16:28 11 DA 61 POST 0.22 72.77 3.67 1.28 0.28 0.39 0 00:08:29 12 DAB1 PRE 0.16 73.37 3.67 1.32 0.21 0.30 0 00:07:38 13 DA 131 +D POST FORESTED 1.56 55.00 3.67 0.41 0.63 0.34 0 00:25:22 14 DA 61+D PRE 1.30 58.18 3.67 0.53 0.69 0.54 0 00:19:07 15 DA B2 POST 0.05 90.60 3.67 2.64 0.13 0.21 0 00:05:00 16 DA B3 POST 0.44 66.05 3.67 0.90 0.39 0.57 0 00:05:00 17 DA TO DI -1 GRATE 0.12 98.00 3.67 3.43 0.41 0.58 0 00:05:00 18 OFF SITE FROM ROADWAY (MAX) 2.32 98.00 3.67 3.44 7.97 11.12 0 00:05:00 19 ROOF DRAINS TO DI -1 0.12 98.00 3.67 3.43 0.41 0.58 0 00:05:00 20 SWALE #3 0.52 74.52 3.67 1.39 0.72 0.97 0 00:11:12 21 SWALE#2 1.22 63.99 3.67 0.79 0.97 1.12 0 00:13:01 Ell Page 2 2 YEAR STORM Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition Node Elevation Elevation Ratio Total Depth Ratio (4) lft) (4) (%) (i n) (is) (Cfs) (Msec) (4) (min) 1 15IN RCP Pipe DI -1 DI -I OUTFALL 110.00 423.00 422.45 0.5000 15.000 0.0150 1.15 3.96 0.29 2.84 0.46 0.31 0.00 Calculated 2 8 I ROOF LEADER Pipe Roof Drains combined DI -1 40.00 423.90 423.10 2.0000 8.000 0.0150 0.58 1.48 0.39 3.99 0.29 0.43 0.00 Calculated am ws an om on am w Page 3 an 2 YEAR STORM Inlet Summary SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter ID Manufacturer Part Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Effidency Spread Spread Water Elev. Number Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow (ft) (4) (ft) (fl A) (cfs) Ids) N) (ft) (ft) (ft) 1 DI -1 NEENAH FOUNDRY R -1792 -AG On Sag 1 423.00 425.50 0.00 10.00 0.58 WA WA WA 7.00 5.75 425.86 N. Page 4 go Subbasin Hydrology +rr Subbasin : DA A POST Input Data �Ilr Area (ac)........................................................................ 1.89 Weighted Curve Number ............................................... 75.88 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Will Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 1.13 B 61.00 Paved parking & roofs 0.76 B 98.00 Composite Area & Weighted CN 1.89 75.88 Time of Concentration TOC Method: SCS TR -55 Sheet Flow Equation : Tc = (0.007 ' ((n ' 1-010.8)) / ((P10.5) ` (Sf10.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf =Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 ' (SfA0.5) (unpaved surface) V = 20.3282 ' (SfA0.5) (paved surface) V = 15.0' (Sf^0.5) (grassed waterway surface) V = 10.0' (SfA0.5) (nearly bare & unfilled surface) V = 9.0 ' (SfA0.5) (cultivated straight rows surface) V = 7.0 ` (SfA0.5) (short grass pasture surface) V = 5.0(SfA0.5) (woodland surface) bw V = 2.5' (SfA0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) an Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (fttft) Channel Flow Equation: oft V = (1.49' (R"(2/3))' (SfA0.5)) / n R =Aq/Wp Tc = (Lf / V) / (3600 sec/hr) tr Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft') t a Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness to L= Page 5 2 YEAR STORM Total Runoff (in)............................................................. 1.48 Peak Runoff (cfs)........................................................... 3.76 Weighted Curve Number ............................................... 75.88 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 6 2 YEAR STORM Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : .4 0.00 0.00 Flow Length (ft) : 100 0.00 0.00 Slope (%), 10 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.16 0.00 0.00 Computed Flow Time (min) : 10.53 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 225 0.00 0.00 Slope (%) : 11.7 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 5.52 0.00 0.00 Computed Flow Time (min) : 0.68 0.00 0.00 Total TOC (min) ..................11.21 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 1.48 Peak Runoff (cfs)........................................................... 3.76 Weighted Curve Number ............................................... 75.88 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 6 r. to an as M• as Ma Subbasin : DA A POST 5.2 4, 4. 4 4. 3. 3, 3. 3. c 2. 2. (O c 2. 2. 1. i.i 1. L 0.' 0J 0. 0.. 2YEAR STORM Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph Page 7 Subbasin : DA A POST FORESTED Subarea Subarea A Input Data C .55 Area(ac)........................................................................ 1.89 100 Weighted Curve Number ............................................... 55.00 10 Rain Gage ID................................................................. Rain Gage -01 3.67 Composite Curve Number 0.00 0.12 0.00 Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 1.13 B 55.00 Woods, Good 0.76 B 55.00 Composite Area & Weighted CN 1.89 55.00 Time of Concentration 0.00 Forest Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) : Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................17.95 Subarea Subarea Subarea A B C .55 0.00 0.00 100 0.00 0.00 10 0.00 0.00 3.67 0.00 0.00 0.12 0.00 0.00 13.59 0.00 0.00 Subarea Subarea Subarea A B C 225 0.00 0.00 11.7 0.00 0.00 Forest Unpaved Unpaved 0.86 0.00 0.00 4.36 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.41 Peak Runoff (cfs)........................................................... 0.52 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:17:57 Page 8 2 YEAR STORM wr IN to ar M No so 2 YEAR STORM Subbasin : DA A POST FORESTED 5.4 5.2.!. 48 4.6 44 4,2- 4 38 36 3A 32 3-- __ C 2.8 .. 2.4............... ........ 2.2.. ......... 2 16 14 1 2 0.8 _.. 0.6 -- — 04 02 Rainfall Intensity Graph 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 16 17 8 19 20 21 22 23 Time (hrs) Page 9 aw 2 YEAR STORM Subbasin : DA A PRE Subarea Subarea A B C Input Data 0.00 0.00 150 0.00 Area(ac)........................................................................ 1.35 0.00 0.00 3.67 Weighted Curve Number... ............................................ 63.84 0.18 0.00 do Rain Gage ID ............................. ............................... .... Rain Gage -01 0.00 Subarea Subarea Composite Curve Number A B C Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 1.20 B 61.00 Paved parking & roofs 0.11 B 98.00 Woods, Good 0.04 B 55.00 Composite Area & Weighted CN 1.35 63.84 Time of Concentration Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................15.29 Subarea Subarea Subarea A B C .4 0.00 0.00 150 0.00 0.00 11 0.00 0.00 3.67 0.00 0.00 0.18 0.00 0.00 14.02 0.00 0.00 Subarea Subarea Subarea A B C 275 0.00 0.00 5 0.00 0.00 Unpaved Unpaved Unpaved 3.61 0.00 0.00 1.27 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.79 Peak Runoff (cfs)........................................................... 1.14 Weighted Curve Number ............................................... 63.84 Time of Concentration (days hh:mm:ss) ........................ 000 15 17 Page 10 0 n M Subbasin : DA A PRE am Rainfall Intensity Graph M No 2 YEAR STORM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Page 11 Subbasin : DA A+C POST Input Data Area(ac)........................................................................ 5.37 Total Runoff (in)............................................................. 0.92 Weighted Curve Number ............................................... 66.57 Weighted Curve Number ............................................... 66.57 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 > 75% grass cover, Good 4.48 B 61.00 Paved parking & roofs 0.82 B 98.00 Composite Area & Weighted CN 5.37 66.57 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 7.22 0.00 0.00 Computed Flow Time (min) : 0.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness : .03 0.00 0.00 Flow Length (ft) : 170 0.00 0.00 Channel Slope (%) : 3 0.00 0.00 Cross Section Area (ft2) : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 8.01 0.00 0.00 Computed Flow Time (min) : 0.35 0.00 0.00 Total TOC (min) ..................13.03 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.92 Peak Runoff (cfs)........................................................... 5.99 Weighted Curve Number ............................................... 66.57 Time of Concentration (days hh:mm:ss) ........................ 000 13-02 Page 12 2 YEAR STORM No N= dl r Subbasin : DA A+C POST 5.4 52 5.'.. 48 46 4.4 42 4....... 3.6 3.6 3.4 32 3 2.8 @ 2.6-1 2.4 2.2.. 2- 1.6 1 6 ;.. 1.2 1 0.8 . ... 0.6 - -- 0.4 0.2. 6.2 6 5.8 5.6 5.4 5.2 5 4.8 4.6 4.4 4.2 4 3.8 3.6 3.4 0 3 c � 28 26 2.4 22 2 1.8 16 1.4 12 1 0.8 0.6 0.4 2YEAR STORM Rainfall Intensity Graph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 .2 3 4 S 6 7 _ 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hr-,) Page 13 Subbasin : DA A+C POST FORESTED Input Data Area(ac)........................................................................ 5.37 Total Runoff (in)............................................................. 0.41 Weighted Curve Number ............................................... 55.00 Weighted Curve Number ............................................... 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 Woods, Good 4.48 B 55.00 Woods, Good 0.82 B 55.00 Composite Area & Weighted CN 5.37 55.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : .55 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.16 0.00 0.00 Computed Flow Time (min) : 15.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 1.12 0.00 0.00 Computed Flow Time (min) : 3.87 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness : .55 0.00 0.00 Flow Length (ft) : 170 0.00 0.00 Channel Slope (%a) : 3 0.00 0.00 Cross Section Area (ft2) : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 0.44 0.00 0.00 Computed Flow Time (min) : 6.48 0.00 0.00 Total TOC (min) ..................25.93 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.41 Peak Runoff (cfs)........................................................... 1.15 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:25:56 Page 14 2 YEAR STORM iM to ow Subbasin : DA A+C POST FORESTED 5.4 5.2 5 48 4.6 . 4.4 '.. 4,2- 4 38 3,6 _.. . 3.4 . !. 32 3 C_ 28 2.6- 2.4 .6 24 0 2.2 _...... 2' L8 .. L6 . 12- 1 DB 0.6 i 04 0.2 1 2 YEAR STORM Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph 1 2 4 b L. 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Tir ne (hrs) Page 15 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.70 Peak Runoff (cfs)........................................................... 3.29 Weighted Curve Number ............................................... 61.96 Time of Concentration (days hh:mm:ss) ........................ 0 00:18:00 2 YEAR STORM Subbasin : DA A+C PRE Input Data Area(ac)........................................................................ Weighted Curve Number ............................................... 4.99 61.96 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.25 B 55.00 > 75% grass cover, Good 4.57 B 61.00 Paved parking & roofs 0.17 B 98.00 Composite Area & Weighted CN 4.99 61.96 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 135 120 Slope (%) : 20 .67 12 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 1.12 1.32 5.59 Computed Flow Time (min) : 3.87 1.70 0.36 Total TOC (min) ..................18.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.70 Peak Runoff (cfs)........................................................... 3.29 Weighted Curve Number ............................................... 61.96 Time of Concentration (days hh:mm:ss) ........................ 0 00:18:00 Page 16 F - am Subbasin : DA A+C PRE 5" 5 4, 4, 4, 4. 3. 3. 3. 3. 'c 2. C 2 tV 2. 1. 1 1. t. 0. OJ 0. 0 2YEAR STORM Rainfall Intensity Graph 3.6 3.4 3.2 3 2.8 2.6 2.4 2.2 2 U v 1 8 O G 16 14 12 1 08 0.6 0.4 n? U 1 2 j 4 b 6 I 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 - _ a r, b b 9 1U 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hrs) Page 17 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 1.11 Peak Runoff (cfs)........................................................... 1.17 Weighted Curve Number ............................................... 69.86 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:23 Page 18 2 YEAR STORM Subbasin : DA B POST Input Data Area(ac)........................................................................ Weighted Curve Number ........................... I................... 0.71 69.86 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.54 B 61.00 Paved parking & roofs 0.17 B 98.00 Woods, Good 0.00 B 55.00 Composite Area & Weighted CN 0.71 69.86 Time of Concentration Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .3 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.99 0.00 0.00 Velocity (ft/sec) : 0.65 0.00 0.00 Computed Flow Time (min) : 5.39 0.00 0.00 Total TOC (min) ..................5.39 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 1.11 Peak Runoff (cfs)........................................................... 1.17 Weighted Curve Number ............................................... 69.86 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:23 Page 18 M Subbasin : DA B POST go 5.4 52 an 5 4.8 46 44 go 4,2- 4 38 j 36 34- 32 4 32 c 3 _.. 28 2.6 r m 24 Ch 2.2..I 2 18 1.6 1A !. _ 1.2 1 08 06 0A 02 L __ rrr 2 YEAR STORM Rainfall Intensity Graph u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 2`. Time (hrs) Runoff Hydrograph Page 19 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.41 Peak Runoff (cfs)........................................................... 0.27 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:09:52 Page 20 F F 2 YEAR STORM Subbasin : DA B POST FORESTED Input Data Area(ac)........................................................................ 0.71 Weighted Curve Number ............................................... 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.54 B 55.00 Woods, Good 0.17 B 55.00 Woods, Good 0.00 B 55.00 Composite Area & Weighted CN 0.71 55.00 Time of Concentration Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (°k) : 2 0.00 0.00 Cross Section Area (W) : 8 0.00 0.00 Wetted Perimeter (ft) : 8.99 0.00 0.00 Velocity (ft/sec) : 0.35 0.00 0.00 Computed Flow Time (min) : 9.87 0.00 0.00 Total TOC (min) ..................9.87 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.41 Peak Runoff (cfs)........................................................... 0.27 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:09:52 Page 20 F F im to Subbasin : DA B POST FORESTED 5.4 5.2 5 4.8 4.6 4.4 42 4 36 3.6 3.4 3.2 3 C 28 @ 2.6 2.4 2.2 2 1.8 1.6 1.4 12 1 0.8 0.6 04 02 2YEAR STORM Rainfall Intensity Graph U 1 2 6 4 5 b I 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Flydrograph 2 3 4 b I b �j 1U 11 12 13 14 15 16 17 18 19 20 21 22 2: Tin ie (1-irs) Page 21 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.96 Peak Runoff (cfs)........................................................... 1.47 Weighted Curve Number ............................................... 67.20 Time of Concentration (days hh:mm:ss) ........................ 0 00:12:43 Page 22 tll 2 YEAR STORM Subbasin : DA B PRE Input Data Area(ac)........................................................................ 1.25 Weighted Curve Number ............................................... 67.20 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 025 B 98.00 Woods, Good 0.25 B 55.00 > 75% grass cover, Good 0.75 B 61.00 Composite Area & Weighted CN 1.25 67.20 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 120 0.00 0.00 Slope (%) : 9 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.16 0.00 0.00 Computed Flow Time (min) : 12.71 0.00 0.00 Total TOC (min) ..................12.71 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.96 Peak Runoff (cfs)........................................................... 1.47 Weighted Curve Number ............................................... 67.20 Time of Concentration (days hh:mm:ss) ........................ 0 00:12:43 Page 22 tll w Subbasin : DA B PRE 5.' 5, 4, 4. 4, 4. 3. 3. 3. 3 c 2 2. c 2 2. L'. 1J L 1.. 0.� O1 0. 0: 2YEAR STORM Rainfall Intensity Graph 1.45 1.4 1 35 1.3 1.25 1.2 1.15 1.1 1.05 u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 0.95 09 0.85 08- .... .........._ _.__.. , 0.75 0 0.7 - c 0.65.. 06 0.55.._ ... .... _...._. __. 0.5.. 0.45- 0.4 0.35 03 0.25 02 0.15 01. 0.05. 0 1 2 3 4 5 6 7 8 9 1fl 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Page 23 2 YEAR STORM Subbasin : DA B1 + D POST 3.67 Total Runoff (in)............................................................. 0.54 Input Data 0.73 Weighted Curve Number ............................................... 58.39 Area(ac)........................................................................ 1.56 Weighted Curve Number ............................................... 58.39 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.07 B 98.00 Woods, Good 1.11 B 55.00 > 75% grass cover, Good 0.38 B 61.00 Composite Area & Weighted CN 1.56 58.39 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 1.12 0.00 0.00 Computed Flow Time (min) : 3.87 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .03 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (f') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 6.54 0.00 0.00 Computed Flow Time (min) : 0.54 0.00 0.00 Total TOC (min) ..................16.48 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.54 Peak Runoff (cfs)........................................................... 0.73 Weighted Curve Number ............................................... 58.39 Time of Concentration (days hh:mm:ss) ........................ 0 00:16:29 Page 24 Subbasin : DA 131 + D POST 5.' 5. 4 4. 4. 4. 3. 3. 3. 3 L C 2 2. l0 2. 2 1.' t.i 1. 1 .. 0; 0.1 0. 0. Rainfall Intensity Graph 0.8 0.75 0.7 0.65 0.6 0.55 0.5 N 0.45 0 0.4 c 0.35 03 0.25 0.2 015 0.1 n nr 1 2 :i 4 5 8 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 21 Time (hrs) Runoff Hydrograph u i z 3 4 ., b i d 9 lu 11 12 13 14 15 16 17 18 19 220 21 22 2 Time (hrs) Page 25 2YEAR STORM Page 26 2 YEAR STORM Subbasin : DA B1 POST Input Data Area(ac)........................................................................ 0.22 Weighted Curve Number............................................... 72.77 RainGage ID................................................................. Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.15 B 61.00 Paved parking & roofs 0.07 B 98.00 Composite Area & Weighted CN 0.22 72.77 Time of Concentration Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 250 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (ftp : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 0.49 0.00 0.00 Computed Flow Time (min) : 8.49 0.00 0.00 Total TOC (min) ..................8.49 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)........................ ................................. ... 1.28 Peak Runoff (cfs)........................................................... 0.39 Weighted Curve Number............................................... 72.77 Time of Concentration (days hh:mm:ss) ........................ 0 00:08:29 Page 26 rir irr bw rri 1AW am M im WA to w to am M am 1r/ im 2YEAR STORM Subbasin : DA 131 POST Rainfall Intensity Graph U 1 2 s a b b 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Flydrograph U 1 2 s 4 b b o y 1U 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) Page 27 2 YEAR STORM Subbasin : DA B1 PRE Input Data Area(ac)........................................................................ 0.16 Weighted Curve Number... ............................... ..... 73.37 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.06 B 61.00 Paved parking & roofs 0.06 B 98.00 Woods, Good 0.04 B 55.00 Composite Area & Weighted CN 0.16 73.37 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 12 0.00 0.00 Slope (%) : 2 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.05 0.00 0.00 Computed Flow Time (min) : 3.68 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 50 0.00 0.00 Slope (%) : 12 0.00 0.00 Surface Type : Grass pasture Unpaved Unpaved Velocity (ft/sec) : 2.42 0.00 0.00 Computed Flow Time (min) : 0.34 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .22 0.00 0.00 Flow Length (ft) : 80 0.00 0.00 Channel Slope (%) : 1.9 0.00 0.00 Cross Section Area (fl') : .78 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 0.37 0.00 0.00 Computed Flow Time (min) : 3.61 0.00 0.00 Total TOC (min) ..................7.64 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 1.32 Peak Runoff (cfs)........................................................... 0.30 Weighted Curve Number... ............................ -- ............ 73.37 Time of Concentration (days hh:mm:ss) ........................ 0 00:07:38 Page 28 so ift to in to YD 2 YEAR STORM Subbasin : DA 811 PRE Rainfall Intensity Graph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff hlydrograph 0.31 0.3 0.29... 0.28 _ 0.27 0.26 0.25 0.24 0.23 0.22 _ 0.21 0.2 . 0.19 0.18.. - 0.17 ... _._. 0.16- 0.14. 0.13.... 0.12.. 0.11....- 0-1 0.09 _ 0.09 0.07 - 0.06 005 0.04 . 003 _ &02 0.01 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 =11 22 23 Time (hrs) Page 29 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 TotalRunoff (in)............................................................. 0.41 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:25:23 Page 30 2 YEAR STORM Subbasin : DA B1+D POST FORESTED Input Data Area(ac)......................_................................................ 1.56 Weighted Curve Number ............................................... 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 Woods, Good 1.11 B 55.00 Woods, Good 0.38 B 55.00 Composite Area & Weighted CN 1.56 55.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.16 0.00 0.00 Computed Flow Time (min) : 15.58 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness : .55 0.00 0.00 Flow Length (ft) : Channel Slope (%) : 210 2 0.00 0.00 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 0.36 0.00 0.00 Computed Flow Time (min) : 9.81 0.00 0.00 Total TOC (min) ..................25.38 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 TotalRunoff (in)............................................................. 0.41 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:25:23 Page 30 r Subbasin : DA 131+D POST FORESTED 5.4 5.2 .} 1� 5 48 4.6 4.4 In 4.2 4 3.6 3.4 - 32 c 3 _ '... 2.8 26 - 24 22 2- 1.6 IN 16 14 12 1 0,8 '. 0.6 0.4 02 0.3 03 0.3 0. 0.2 0.2 0.2 02 0. u 0 01 c 01 01 01 0 0.0 00 00 00 2YEAR STORM Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2, Time (hrs) Runoff Hydrograph 1 2 -1 4 S 6 7 5 9 10 11 12 13 14 15 16 17 18 19 20 21 Time (hrs) Page 31 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.53 Peak Runoff (cfs)........................................................... 0.54 Weighted Curve Number ............................................... 58.18 Time of Concentration (days hh:mm:ss) ........................ 0 00:1908 Page 32 2 YEAR STORM Subbasin : DA B1+D PRE Input Data Area(ac)........................................................................ 1.30 Weighted Curve Number ............................................... 58.18 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.98 B 55.00 > 75% grass cover, Good 0.26 B 61.00 Paved parking & roofs 0.06 B 98.00 Composite Area & Weighted CN 1.30 58.18 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : Surface Type: 28 Forest 0.00 0.00 Unpaved Unpaved Velocity (ft/sec) : 1.32 0.00 0.00 Computed Flow Time (min) : 3.28 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .22 .1 0.00 Flow Length (ft) : 80 50 0.00 Channel Slope (%) : 1.9 12 0.00 Cross Section Area (ft') : .78 10 0.00 Wetted Perimeter (ft) : 3.14 10 0.00 Velocity (ft/sec) : 0.37 5.16 0.00 Computed Flow Time (min) : 3.61 0.16 0.00 Total TOC (min) ..................19.13 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.53 Peak Runoff (cfs)........................................................... 0.54 Weighted Curve Number ............................................... 58.18 Time of Concentration (days hh:mm:ss) ........................ 0 00:1908 Page 32 1r AN Subbasin : DA B1+D PRE 5.4 52 5 48 4.6 4.4 4.2 4 3.8 3.6 3.4 32 r 3 `c 28 26 2.4 2.2 2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 2YEAR STORM Rainfall Intensity Graph u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 « 23 Time (hrs) Page 33 Page 34 2 YEAR STORM Subbasin : DA B2 POST Input Data Area(ac)........................................................................ Weighted Curve Number............................................... 0.05 90.60 Rain Gage ID................................................................. Rain Gage-01 Composite Curve Number Soil/Surface Description Area (acres) Soil Curve Group Number Paved parking & roofs 0.04 B 98.00 > 75% grass cover, Good 0.01 8 61.00 Composite Area & Weighted CN 0.05 90.60 Time of Concentration User-Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)...................................... 3.67 Total Runoff (in)............................................................. 2.64 Peak Runoff (cfs)........................................................... 0.21 Weighted Curve Number............................................... 90.60 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 34 r.1 Subbasin : DA B2 POST on 5.4 5,2 _.._ . 5 4,8 4.6 4A w 42 a 3.8 36 34 32' 3 ... c 28 2.6- 60 @ 24 22 2 j 1.6 14 12 08 06 04 02' am M 1r 1r Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph 0.2 0.2 0.2 0. 0.1 0.1 0.1 0.1 0.1 0.1 n 0.1 U 01 (h 0 0.0 0.0 0.0 00 00, 0.0 0A: 0.0: 00 2 YEAR STORM i 2 4 b b 8 9 Iii 11 12 13 14 15 1F. 17 1819 20 21 22 2 Time (hrs) Page 35 i11r Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.90 Peak Runoff (cfs)........................................................... 0.57 Weighted Curve Number ............................................... 66.05 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 36 2 YEAR STORM Subbasin : DA B3 POST Input Data Area(ac)........................................................................ 0.44 Weighted Curve Number ............................................... 66.05 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.38 B 61.00 Paved parking & roofs 0.06 B 98.00 Composite Area & Weighted CN 0.44 66.05 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.90 Peak Runoff (cfs)........................................................... 0.57 Weighted Curve Number ............................................... 66.05 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 36 101 to tae an so iir am so Subbasin : DA B3 POST 5.4 5.2 .. 48 4.6 ... 4.4 ._ 4.2 q 3.8 3.6 3.4 32 3 28 26 - — m 2.4... G 2.2.._ 2- t8 8 _. t6 1.4 ... 1.2 0.8 0.6 ------------ 0,4 6- 04 02 Rainfall Intensity Graph 2 YEAR STORM 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph Page 37 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 3.43 PeakRunoff (cfs)........................................................... 0.58 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 00005,00 Page 38 C 2 YEAR STORM Subbasin : DA TO DI -1 GRATE Input Data Area(ac)....................................................................... 0.12 Weighted Curve Number ............................................... 98.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.12 B 98.00 Composite Area & Weighted CN 0.12 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 3.43 PeakRunoff (cfs)........................................................... 0.58 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 00005,00 Page 38 C to 2 YEAR STORM Subbasin : DA TO DI -1 GRATE 5.4 5.2 5 48 4.6 4.4 . .. 42 _ 4 3.8. .. _ . 36 _. 3.4 '.. 32 ti 3 C_ 2.6 - -------- 2.4 - 24 2.2..!. 2- 1.8 1.6 .. 1.6 .-__... . .... 1.4 !.. ........ 1.2 0.8 ... 0.6- 0.4 . 0,2 ........... Rainfall Intensity Graph U 1 1 e 4 5 b B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Z Time (hrs) Runoff Hydrograph Page 39 2 YEAR STORM Subbasin : OFF SITE FROM ROADWAY (MAX) Input Data Area(ac)........................................................................ 2.32 Weighted Curve Number ............................................... 98.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved roads with curbs & sewers 2.32 C 98.00 Composite Area & Weighted CN 2.32 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 3.44 Peak Runoff (cfs)........................................................... 11.12 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 40 it im ow io so r am an 60 ilow No no Subbasin : OFF SITE FROM ROADWAY (MAX) 5.4 5.2 '_ 5 4.8 46 4.4 ... 4.2 4 3.8... 3.6 ................. 3.4 32 3 2.6 2.4 >. 2.2. i_ 2- 1B 16 1.2 0.8 0.6 0.4 0 21: Rainfall Intensity Graph 2 YEAR STORM U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 2 3 4 ,, F. 76' 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrsJ Page 41 Page 42 2 YEAR STORM Subbasin : ROOF DRAINS TO DI-1 Input Data Area(ac)........................................................................ 0.12 Weighted Curve Number............................................... 98.00 Rain Gage ID...................... ........................ -................. Rain Gage-01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.12 C 98.00 Composite Area & Weighted CN 0.12 98.00 Time of Concentration User-Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)._.................................._..................... 3.67 TotalRunoff (in).......................... .................................. 3.43 Peak Runoff (cfs)........................................................... 0.58 Weighted Curve Number............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 42 itr Subbasin : ROOF DRAINS TO DI -1 MIN it err ow 5. 5. 4 4. 4, 4. 3 3. 3. 3. L C 2 @ 2. 2. 2. 1.' 1J 1. 1.: 0J Qi 0. 0: Rainfall Intensity Graph t 4 b b b y 10 11 12 13 14 15 16 17 18 19 20 21 22 2£ Time (hrs) Runoff Hydrograph 2YEAR STORM Page 43 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 1.39 PeakRunoff (cfs)........................................................... 0.97 Weighted Curve Number ............................................... 74.52 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 44 n 2 YEAR STORM Subbasin : SWALE #3 Input Data Area(ac)........................................................................ 0.52 Weighted Curve Number ............................................... 74.52 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved roads with curbs & sewers 0.19 B 98.00 > 75% grass cover, Good 0.33 B 61.00 Composite Area & Weighted CN 0.52 74.52 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 100 0.00 0.00 Slope (%) : 10 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.16 0.00 0.00 Computed Flow Time (min) : 10.53 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 225 0.00 0.00 Slope (%) : 11.7 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 5.52 0.00 0.00 Computed Flow Time (min) : 0.68 0.00 0.00 Total TOC (min) ..................11.21 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 1.39 PeakRunoff (cfs)........................................................... 0.97 Weighted Curve Number ............................................... 74.52 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 44 n on lin to 10 go go im Subbasin : SWALE #3 5.4 52 5` 48 4.6 . 4.4 . i. 42 4 3.8 3,13 3.4 32 c 3 28 _m 26 F, F, 24 Cl' 22, 2- 1.8 16 1.4.';. 1.2 1 i.. 08 0.6 i 04 02 Rainfall Intensity Graph 2 YEAR STORM U 1 2 3 4 b b 8 9 1U 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 2 j 4 t 5 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2. Time (hrs) Page 45 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.79 Peak Runoff (cfs)........................................................... 1.12 Weighted Curve Number ............................................... 63.99 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 Page 46 2 YEAR STORM Subbasin : SWALE#2 Input Data Area(ac)........................................................................ 1.22 Weighted Curve Number .._ ........................................... 63.99 RainGage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 > 75% grass cover, Good 1.04 B 61.00 Paved parking & roofs 0.11 B 98.00 Composite Area & Weighted CN 1.22 63.99 Time of Concentration User -Defined TOC override (minutes): 13.03 Subbasin Runoff Results Total Rainfall (in)............................................................ 3.67 Total Runoff (in)............................................................. 0.79 Peak Runoff (cfs)........................................................... 1.12 Weighted Curve Number ............................................... 63.99 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 Page 46 w Subbasin : SWALE#2 5.4 52 5: 48 46 44 42!. 4 38 3.6 34 -- 3.2 3L, 28 @ 2.6- F, 24 o✓ 2.2 g 2- 1,8 1 8 16 1 4 __... 1.2 0.8 L 06 04 02 Rainfall Intensity Graph ll�l u 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 2i Time (hrs) ill Runoff Hydrograph M go M 2 YEAR STORM Page 47 Page 48 2 YEAR STORM Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (111) (in) 1 Roof Drains combined 423.90 426.00 2.10 0.00 -423.90 0.00 -426.00 0.00 0.00 Page 48 i. 2 YEAR STORM Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh mm) (days hh mm) (ac -in) (min) 1 Roof Drains combined 0.58 0.58 424.19 0.29 0.00 1.81 423.94 0.04 0 12:00 0 00:00 0.00 0.00 1W Page 49 im 2 YEAR STORM Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) (h) (in) (in) (cfs) 1 151N RCP 110.00 423.00 0.00 422.45 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 2 8 IN ROOF LEADER 40.00 423.90 0.00 423.10 0.10 0.80 2.0000 CIRCULAR 8.040 8.040 0.0150 0.5000 0.5000 0.0000 0.00 No Page 50 im No. of Barrels rul Page 51 2 YEAR STORM L t 1 Page 52 2 YEAR STORM Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 15 IN RCP 1.15 0 12:00 3.96 0.29 2.84 0.65 0.46 0.37 0.00 Calculated 2 8 IN ROOF LEADER 0.58 0 1200 1.48 0.39 3.99 0.17 0.29 0.43 0.00 Calculated L t 1 Page 52 in Inlet Input ka SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging Number Elevation Elevation Depth Factor (ft) (ft) (ft) (ft) (ft) (ft') N 1 DI -1 NEENAH FOUNDRY R -1792 -AG On Sag 1 423.00 425.50 2.50 0.00 0.00 10.00 0.00 M M M Page 53 No 2 YEAR STORM Inlet Results k Y 2 YEAR STORM SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time ID Flow lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow (cfs) (cfs) (cfs) (cfs) N (ft) (ft) (ft) (days hh:mm) (ac -in) (min) 1 DI -1 0.58 0.58 N/A N/A N/A 5.75 425.86 0.36 012:00 0.00 0.00 Page 54 ON an In Page 1 10 YEAR STORM Project Description File Name ......................................................... Pantops Fire Station.SPF Project Options Flow Units ........................................................ CFS Elevation Type ................................................. Elevation Hydrology Method ............................................ SCS TR -55 Time of Concentration (TOC) Method ............. SCS TR -55 Link Routing Method ........................................ Kinematic Wave Enable Overflow Ponding at Nodes ................. YES Skip Steady State Analysis Time Periods ........ NO Number of Elements Qty RainGages ...................................................... 1 Subbasins......................................................... 21 Nodes................................................................ 22 Junctions ................................................. 1 Outfalls . ._._ ...... ........ 20 Flow Diversions ...................................... 0 Inlets....................................................... 1 Storage Nodes .................... ..... ........_.. 0 Links.................................................................. 2 Channels....... _.......... _..................... _..... 0 Pipes........................................................ 2 Pumps.................................................... 0 ■IA Orifices .................................................... 0 Weirs............................ ........... .- .... .._..._. 0 Outlets.. _......... __............................. 0 Pollutants......................................................... 0 LandUses ........................................................ 0 be Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall ID Source ID Type Units Period Depth Distribution 60 (years) (inches) t Rain Gage -01 Time Series 10 -year Cumulative inches Virginia Albemarle 10 5.54 SCS Type II 24 -hr ON an In Page 1 10 YEAR STORM Subbasin Summary 10 YEAR STORM SN Subbasin Area Weighted Total Total Total Peak Time of ID Curve Rainfall Runoff Runoff Runoff Concentration Number Volume (ac) (in) (in) (ac -in) (cfs) (days hh:mm:ss) 1 DA A POST 1.89 75.88 5.54 2.98 5.62 7.60 0 00:11:12 2 DA A POST FORESTED 1.89 55.00 5.54 1.26 2.38 2.43 0 00:17:57 3 DAA PRE 1.35 63.84 5.54 1.93 2.60 3.13 0 00:15:17 4 DAA+C POST 5.37 66.57 5.54 2.15 11.56 14.87 0 00:13:01 5 DA A+C POST FORESTED 5.37 55.00 5.54 1.26 6.77 5.54 0 00:25:55 6 DA A+C PRE 4.99 61.96 5.54 1.78 8.88 9.83 0 00:16:00 7 DA B POST 0.71 69.86 5.54 2.43 1.73 2.70 0 00:05:23 8 DA B POST FORESTED 0.71 55.00 5.54 1.26 0.90 1.15 0 00:09:52 9 DA B PRE 1.25 67.20 5.54 2.21 2.76 3.58 0 00:12:42 10 DA B1 + D POST 1.56 58.39 5.54 1.51 2.35 2.63 0 00:16:28 11 DA B1 POST 0.22 72.77 5.54 2.69 0.59 0.84 0 OO:OB:29 12 DA B1 PRE 0.16 73.37 5.54 2.74 0.44 0.64 0 00:07:38 13 DA B1+D POST FORESTED 1.56 55.00 5.54 1.26 1.97 1.63 0 00:25:22 14 DA B1+D PRE 1.30 58.18 5.54 1.49 1.94 2.00 0 00:19:07 15 DA B2 POST 0.05 90.60 5.54 4.45 0.22 0.34 0 00:05:00 16 DA B3 POST 0.44 66.05 5.54 2.11 0.93 1.46 0 00:05:00 17 DA TO DI -1 GRATE 0.12 98.00 5.54 5.30 0.64 0.88 0 00:05:00 18 OFF SITE FROM ROADWAY (MAX) 2.32 98.00 5.54 5.30 12.30 16.89 0 00:05:00 19 ROOF DRAINS TO DI -1 0.12 98.00 5.54 5.30 0.64 0.88 0 00:05:00 20 SWALE #3 0.52 74.52 5.54 2.85 1.48 2.00 0 00:11:12 21 SWALE#2 1.22 63.99 5.54 1.94 2.37 3.02 0 00:13:01 Page 2 im 10 YEAR STORM Link Summary SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Howl Peak Flow Peak Flow Peak Flow Total Time Reported ID Type onlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depthl Surcharged Conditon Node Elevation Elevation Ratio Total Depth Ratio (11) (11) 111) N (i n) A) A) (fVsec) (ft) (min) 115 IN RCP Pipe DI -1 DI -1 OUTFALL 1102 423.00 422.45 0.5000 15.000 0.0150 1.74 3.96 0.4 3.14 0.58 0.46 0.00 Calculated 2 8 IN ROOF LEADER Pipe Roof Drains combined DI -1 40.00 423.90 423.10 2.0000 8.000 0,0150 0.88 1.48 0.59 4.43 0.37 0.56 0.00 Calculated go so W71 so so Page 3 No 1 10 YEAR STORM Page 4 Inlet Summary SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Initial Ponded Peak Peak Flow Peak Flow Inlet Allowable Max Gutter Max Gutter ID Manufacturer Part Location Inlets Invert Elevation Water Area Flow Intercepted Bypassing Eflidency Spread Spread Water Elev. Number Elevation Elevation by Inlet during Peak during Peak during Peak Inlet Flow Flow Flow (ft) (ft) (ft) 011 A A) (cfs) (%) (ft) (ft) (ft) 7.00 29.58 426.31 1 DI -1 NEENAH FOUNDRY R -1792 -AG On Sag 1 423.00 425.50 0.00 10.00 0.88 WA WA WA Page 4 IN Subbasin Hydrology 11m it Page 5 so 10 YEAR STORM Subbasin : DA A POST Input Data 111011 Area (ac)........................................................................ 1.89 Weighted Curve Number ............................................... 75.88 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number No Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 1.13 B 61.00 Paved parking & roofs 0.76 B 98.00 Composite Area & Weighted CN 1.89 75.88 60 Time of Concentration TOC Method : SCS TR -55 Sheet Flow Equation : im Tc = (0.007 ` ((n' Lf)^0.8)) / ((P^0.5) ' (Sf^0.4)) Where: 11110 Tc = Time of Concentration (hr) n = Manning's roughness Lf =Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf =Slope (ft/ft) on Shallow Concentrated Flow Equation V = 16.1345 ` (Sf^0.5) (unpaved surface) V = 20.3282 ' (Sf^0.5) (paved surface) V = 15.0 ' (Sf^0.5) (grassed waterway surface) do V = 10.0 ' (Sf^0.5) (nearly bare & untilled surface) V = 9.0(Sf^0.5) (cultivated straight rows surface) V = 7.0' (Sf^0.5) (short grass pasture surface) V = 5.0' (Sf^0.5) (woodland surface) V = 2.5 ' (Sf^0.5) (forest w/heavy litter surface) an Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) to Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation itlm V = (1.49 ' (R^(2/3)) ' (Sf^0.5)) / n R =Aq/Wp Tc = (Lf / V) / (3600 sec/hr) Where W Tc = Time of Concentration (hr) Lf = Flow Length (ft) R =Hydraulic Radius (ft) Aq = Flow Area (ft') am Wp = Wetted Perimeter (fl) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness 11m it Page 5 so 10 YEAR STORM Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) : Total TOC (min) ..................11.21 Subarea Subarea Subarea A B C 4 0.00 0.00 100 0.00 0.00 10 0.00 0.00 3.67 0.00 0.00 0.16 0.00 0.00 10.53 0.00 0.00 Subarea Subarea Subarea A B C 225 0.00 0.00 11.7 0.00 0.00 Unpaved Unpaved Unpaved 5.52 0.00 0.00 0.68 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.98 Peak Runoff (cfs)........................................................... 7.60 Weighted Curve Number ............................................... 75.88 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 6 10 YEAR STORM r. M No Subbasin : DA A POST 8 7.s 7 6.5.... 6 5' L 4.5 C 4 _. 1V C m 35 _. . 3 __ !_. 25 2 U O C Ch 0.5 10 YEAR STORM Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Page 7 Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) : Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................17.95 Subarea A Subarea Subarea B C .55 i 0.00 100 0.00 10 YEAR STORM Subbasin : DA A POST FORESTED 0.00 0.00 3.67 Input Data 0.00 0.12 0.00 Area(ac) .......... ................ .........._................................. 1.89 0.00 0.00 Weighted Curve Number ............................................... 55.00 Subarea A Rain Gage ID................................................................. Rain Gage -01 225 0.00 Composite Curve Number 11.7 0.00 0.00 Forest Area Soil Curve 0.86 Soil/Surface Description (acres) Group Number 0.00 Woods, Good 1.13 B 55.00 Woods, Good 0.76 B 55.00 Composite Area & Weighted CN 1.89 55.00 Time of Concentration Sheet Flow Computations Manning's Roughness Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) : Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................17.95 Subarea A Subarea Subarea B C .55 0.00 0.00 100 0.00 0.00 10 0.00 0.00 3.67 0.00 0.00 0.12 0.00 0.00 13.59 0.00 0.00 Subarea Subarea Subarea A B C 225 0.00 0.00 11.7 0.00 0.00 Forest Unpaved Unpaved 0.86 0.00 0.00 4.36 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.26 Peak Runoff (cfs)........................................................... 2.43 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:17:57 Page 8 Subbasin : DA A POST FORESTED 8.5 8 j 75 7 65 6 45 c 4' m 35 3, 2.6 .: _ ........ 2 1.5 __. ............ 05 10 YEAR STORM Rainfall Intensity Graph 0 1 2 8 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U I - :j 4 b b I d 9 1U 11 12 13 14 15 16 17 U. 19 20 21 22 2 Tirrle (firs) Page 9 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.93 Peak Runoff (cfs)........................................................... 3.13 Weighted Curve Number ............................................... 63.84 Time of Concentration (days hh:mm:ss) ........................ 0 00:15:17 Page 10 �I i L 6 I 10 YEAR STORM Subbasin : DA A PRE Input Data Area(ac)........................................................................ 1.35 Weighted Curve Number ............................................... 63.84 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 1.20 B 61.00 Paved parking & roofs 0.11 B 98.00 Woods, Good 0.04 B 55.00 Composite Area & Weighted CN 1.35 63.84 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 11 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.18 0.00 0.00 Computed Flow Time (min) : 14.02 Subarea 0.00 0.00 Subarea Subarea Shallow Concentrated Flow Computations A 8 C Flow Length (ft) : 275 0.00 0.00 Slope (%) : 5 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 3.61 0.00 0.00 Computed Flow Time (min) : 1.27 0.00 0.00 Total TOC (min) ..................15.29 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.93 Peak Runoff (cfs)........................................................... 3.13 Weighted Curve Number ............................................... 63.84 Time of Concentration (days hh:mm:ss) ........................ 0 00:15:17 Page 10 �I i L Subbasin : DA A PRE Rainfall Intensity Graph 10 YEAR STORM R 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) Runoff Hydrograph 3.4 3.2 to 8.5 8 2.8 7.5 INN 7 6.5 6 rrr l 55 �I 5 � 16 4.5 c 4 12 Ch 3.5 3 2.5 so 06 2 1.5 wo 1 0.5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) Runoff Hydrograph 3.4 3.2 to 3 2.8 2.6 INN 24 2.2 rrr l 2 1.8 � 16 1.4 12 1 0.8 06 0.4 0.2 0 1 2 3 4 5 6 7 8 9 10 11 12 1 14 15 16 17 8 19 20 21 Tin -ie (hr�.) its Page 11 Subbasin : DA A+C POST Input Data Area(ac)........................................................................ 5.37 Weighted Curve Number ............................................... 66.57 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Time of Concentration Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 > 75% grass cover, Good 4.48 B 61.00 Paved parking & roofs 0.82 B 98.00 Composite Area & Weighted CN 5.37 66.57 Time of Concentration Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.15 Peak Runoff (cfs)........................................................... 14.87 Weighted Curve Number ............................................... 66.57 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 Page 12 10 YEAR STORM Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness : .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 7.22 0.00 0.00 Computed Flow Time (min) : 0.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .03 0.00 0.00 Flow Length (ft) : 170 0.00 0.00 Channel Slope (%) : 3 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 8.01 0.00 0.00 Computed Flow Time (min) : 0.35 0.00 0.00 Total TOC (min) ..................13.03 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.15 Peak Runoff (cfs)........................................................... 14.87 Weighted Curve Number ............................................... 66.57 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 Page 12 10 YEAR STORM i 1110 ow 1✓ ilr ow *111111 61111111 Illy in No on so ow Subbasin : DA A+C POST 8.5 8 75. 7 6.5 '. _ __ ... 6 t 45 m C_ 4 3.5 ............ . 3 . j... 2.5 . 2 .... 1.5 '... 0.5 Rainfall Intensity Graph 10 YEAR STORM U 1 2 3 4 5 6 / 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2. Time (hrs) Runoff Hydrograph 15.5 14.5..._ 14...... 13.5 13 .... _._._ 12.5 12 10.5. 10 9- 8.5- 13- 75- 7 g 7 65 . 6.._ 5-5 5 45 4. 3.5- 3 2.5 2 15._ 05._ 2 a 4 b b i 8 6f 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hr ) Page 13 Subbasin : DA A+C POST FORESTED Input Data k 10 YEAR STORM Area(ac)........................................................................ 5.37 Weighted Curve Number ............................................... 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 Woods, Good 4.48 B 55.00 Woods, Good 0.82 B 55.00 Composite Area & Weighted CN 5.37 55.00 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.16 0.00 0.00 Computed Flow Time (min) : 15.58 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 1.12 0.00 0.00 Computed Flow Time (min) : 3.87 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .55 0.00 0.00 Flow Length (ft) : 170 0.00 0.00 Channel Slope (%) : 3 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 0.44 0.00 0.00 Computed Flow Time (min) : 6.48 0.00 0.00 Total TOC (min) ..................25.93 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.26 Peak Runoff (cfs)........................................................... 5.54 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:25:56 Page 14 10 YEAR STORM Subbasin : DA A+C POST FORESTED Rainfall Intensity Graph 6.2 6 5.6 5.6 5.4 5.2 5 4.8 4.6 4.4 4.2 4 3.8 3.6 3.4 3.2 0 3 c � 2.8 2.6 2.4 2.2 2 1.8 1.6 1.4 12 1 0.8 06 0.4 U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph u - 3 4 b I _ A 1U 11 12 13 14 15 16 17 18 19 20 21 22 Time (firs) Page 15 Subbasin : DA A+C PRE Input Data Area(ac)........................................................................ 4.99 A B Weighted Curve Number ............................................... 61.96 0.00 0.00 RainGage ID................................................................. Rain Gage -01 0.00 16 Composite Curve Number 0.00 3.67 0.00 0.00 Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.25 B 55.00 > 75% grass cover, Good 4.57 B 61.00 Paved parking & roofs 0.17 B 98.00 Composite Area & Weighted CN 4.99 1.12 61.96 Time of Concentration 3.87 1.70 0.36 Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type Velocity (ft/sec) Computed Flow Time (min) Total TOC (min) ..................18.00 Subbasin Runoff Results Subarea Subarea Subarea A B C .4 0.00 0.00 150 0.00 0.00 16 0.00 0.00 3.67 0.00 0.00 0.21 0.00 0.00 12.07 0.00 0.00 Subarea Subarea Subarea A B C 260 135 120 20 .67 12 Forest Unpaved Unpaved 1.12 1.32 5.59 3.87 1.70 0.36 Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.78 Peak Runoff (cfs)........................................................... 9.83 Weighted Curve Number ............................................... 61.96 Time of Concentration (days hh:mm:ss) ........................ 0 00:18:00 Page 16 10 YEAR STORM IN air 10 YEAR STORM Subbasin : DA A+C PRE Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 27 Time (hrs) Runoff Hydrograph 10.r 1 9. B. 7 6 5. 0 c 0_ 4 3. 2' 1� 4 t, b a y 1U 11 12 13 14 15 16 17 16 19 20 21 22 2: Time (1-rs) Page 17 Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) Cross Section Area (ft2) Wetted Perimeter (ft) Velocity (ft/sec) : Computed Flow Time (min) Total TOC (min) ..................5.39 Subarea A Subarea Subarea B C .3 0.00 R 210 0.00 0.00 2 10 YEAR STORM Subbasin : DA B POST 8 0.00 0.00 8.99 Input Data 0.00 0.65 0.00 0.00 Area(ac)........................................................................ 0.71 0.00 Weighted Curve Number ............................................... 69.86 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.54 B 61.00 Paved parking & roofs 0.17 B 98.00 Woods, Good 0.00 B 55.00 Composite Area & Weighted CN 0.71 69.86 Time of Concentration Channel Flow Computations Manning's Roughness Flow Length (ft) Channel Slope (%) Cross Section Area (ft2) Wetted Perimeter (ft) Velocity (ft/sec) : Computed Flow Time (min) Total TOC (min) ..................5.39 Subarea A Subarea Subarea B C .3 0.00 0.00 210 0.00 0.00 2 0.00 0.00 8 0.00 0.00 8.99 0.00 0.00 0.65 0.00 0.00 5.39 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.43 Peak Runoff (cfs)........................................................... 2.70 Weighted Curve Number ............................................... 69.86 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:23 Page 18 Subbasin : DA B POST 8.5 8 75 7 &5 8 55 5 L 45 6 4 0_ 3 5 3', 2 5 .' 2 15 05 L C S rr 10 YEAR STORM Rainfall Intensity Graph u 1 1 3 4 S 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 2 4 b 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hrs) Page 19 Channel Flow Computations Manning's Roughness: Flow Length (fl) Channel Slope (%) Cross Section Area (ft') Wetted Perimeter (ft) Velocity (ft/sec) : Computed Flow Time (min) Total TOC (min) ..................9.87 Subarea A Subarea Subarea B C .55 0.00 a 210 0.00 0.00 2 0.00 0.00 8 0.00 0.00 10 YEAR STORM Subbasin : DA B POST FORESTED 0.00 0.35 0.00 0.00 Input Data 0.00 0.00 Area(ac)........................................................................ 0.71 Weighted Curve Number ............................................... 55.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.54 B 55.00 Woods, Good 0.17 B 55.00 Woods, Good 0.00 8 55.00 Composite Area & Weighted CN 0.71 55.00 Time of Concentration Channel Flow Computations Manning's Roughness: Flow Length (fl) Channel Slope (%) Cross Section Area (ft') Wetted Perimeter (ft) Velocity (ft/sec) : Computed Flow Time (min) Total TOC (min) ..................9.87 Subarea A Subarea Subarea B C .55 0.00 0.00 210 0.00 0.00 2 0.00 0.00 8 0.00 0.00 8.99 0.00 0.00 0.35 0.00 0.00 9.87 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.26 Peak Runoff (cfs)........................................................... 1.15 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:09:52 Page 20 No Subbasin : DA B POST FORESTED an 8.5 � 8 75 7 IN 65 6 Y 45 m 4 m 3' ■11 25 2 15 1 0 0 0 I N t 0 o 0 � I 0 0 0 I 0 I 0.5 10 YEAR STORM Rainfall Intensity Graph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph I z 3 4 o b / b 9 1U 11 12 13 14 15 16 17 18 19 20 21 22 2' Tirne (hrs) Page 21 Sheet Flow Computations Manning's Roughness: Flow Length (fl) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Total TOC (min) ..................12.71 Subarea A Subarea Subarea B C .4 0.00 0.00 120 0.00 0.00 9 10 YEAR STORM Subbasin : DA B PRE 3.67 0.00 0.00 IN Input Data 0.00 12.71 0.00 0.00 Area(ac)........................................................................ 1.25 Weighted Curve Number ............................................... 67.20 Rain Gage ID....._.......................................................... Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.25 B 98.00 Woods, Good 0.25 B 55.00 > 75% grass cover, Good 0.75 B 61.00 Composite Area & Weighted CN 1.25 67.20 Time of Concentration Sheet Flow Computations Manning's Roughness: Flow Length (fl) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Total TOC (min) ..................12.71 Subarea A Subarea Subarea B C .4 0.00 0.00 120 0.00 0.00 9 0.00 0.00 3.67 0.00 0.00 0.16 0.00 0.00 12.71 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.21 Peak Runoff (cfs)........................................................... 3.58 Weighted Curve Number ............................................... 67.20 Time of Concentration (days hh:mm:ss) ........................ 0 00:12:43 Page 22 Subbasin : DA B PRE 8.5 8 7.5 7 6.5 .: 6 55 5 45 4 m O 35 _. 3 . 25 2 15 _. 05 Rainfall Intensity Graph 10 YEAR STORM U 1 2 3 4 5 b 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hrs) Runoff Hydrograph 3. 3. 3 3. 2. 2. 2, 2. V 0 1 C 1. 1 0i 01 r. n: I z 3 4 ,, b J b �j 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (Ins) Page 23 Subbasin : DA B1 + D POST Input Data Area(ac)........................................................................ 1.56 Weighted Curve Number ............................................... 58.39 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Time of Concentration Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.07 B 98.00 Woods, Good 1.11 B 55.00 > 75% grass cover, Good 0.38 B 61.00 Composite Area & Weighted CN 1.56 12.07 58.39 Time of Concentration Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.51 Peak Runoff cfs . 2.63 Weighted Curve Number ............................................... 58.39 Time of Concentration (days hh:mm:ss) ........................ 0 00:16:29 Page 24 10 YEAR STORM Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 20 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 1.12 0.00 0.00 Computed Flow Time (min) : 3.87 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .03 0.00 0.00 Flow Length (ft) : 210 0.00 0.00 Channel Slope (%) : 2 0.00 0.00 Cross Section Area (ft') : 8 0.00 0.00 Wetted Perimeter (ft) : 8.9 0.00 0.00 Velocity (ft/sec) : 6.54 0.00 0.00 Computed Flow Time (min) : 0.54 0.00 0.00 Total TOC (min) ..................16.48 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.51 Peak Runoff cfs . 2.63 Weighted Curve Number ............................................... 58.39 Time of Concentration (days hh:mm:ss) ........................ 0 00:16:29 Page 24 10 YEAR STORM an No as in rlw r irll Subbasin : DA B1 + D POST 8.5 75 7 6.5 . g. 45 0 4 16 OC 3.5 g 2.5 . . 2. 1.5 .'.. 0.5 2 2 2 2 2 2 2 1 1 1 1 0 3 1 � 1 1 0 0 0 0 0 0 0 0 10 YEAR STORM Rainfall Intensity Graph U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph 2 4 b 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hrs) Page 25 Channel Flow Computations Manning's Roughness: Flow Length (ft) Channel Slope (%) Cross Section Area (ft') Wetted Perimeter (ft) Velocity (ft/sec) : Computed Flow Time (min) : Total TOC (min) ..................8.49 Subarea A Subarea Subarea B C .4 0.00 0.00 250 0.00 10 YEAR STORM Subbasin : DA B1 POST 0.00 0.00 8 Input Data 0.00 8.9 0.00 Area(ac)........................................................................ 0.22 0.00 0.00 Weighted Curve Number ............................................... 72.77 0.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.15 B 61.00 Paved parking & roofs 0.07 B 98.00 Composite Area & Weighted CN 0.22 72.77 Time of Concentration Channel Flow Computations Manning's Roughness: Flow Length (ft) Channel Slope (%) Cross Section Area (ft') Wetted Perimeter (ft) Velocity (ft/sec) : Computed Flow Time (min) : Total TOC (min) ..................8.49 Subarea A Subarea Subarea B C .4 0.00 0.00 250 0.00 0.00 2 0.00 0.00 8 0.00 0.00 8.9 0.00 0.00 0.49 0.00 0.00 8.49 0.00 0.00 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.69 Peak Runoff (cfs)........................................................... 0.84 Weighted Curve Number ............................................... 72.77 Time of Concentration (days hh:mm:ss) ........................ 0 00:08:29 Page 26 10 YEAR STORM Subbasin : DA B1 POST Rainfall Intensity Graph 0.9 0.85 0.8 0.75 0.7 0.65 06 0.55 z 0.5 v 0.45 0 C 0.4 035 03 0.25 0.2 0 15 01 U 1 2 3 4 5 b ! 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U i [ 4 5 L. g 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2 Time (hrs) Page 27 Subbasin : DA B1 PRE Input Data Area(ac)........................................................................ 0.16 Weighted Curve Number ............................................... 73.37 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Time of Concentration Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.06 B 61.00 Paved parking & roofs 0.06 B 98.00 Woods, Good 0.04 B 55.00 Composite Area & Weighted CN 0.16 0.00 73.37 Time of Concentration Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.74 Peak Runoff (cfs)........................................................... 0.64 Weighted Curve Number ............................................... 73.37 Time of Concentration (days hh:mm:ss) ........................ 0 00:07:38 Page 28 10 YEAR STORM Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 12 0.00 0.00 Slope (%) : 2 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.05 0.00 0.00 Computed Flow Time (min) : 3.68 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 50 0.00 0.00 Slope (%) : 12 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (ft/sec) : 2.42 0.00 0.00 Computed Flow Time (min) : 0.34 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .22 0.00 0.00 Flow Length (ft) : 80 0.00 0.00 Channel Slope (%) : 1.9 0.00 0.00 Cross Section Area (ft') : .78 0.00 0.00 Wetted Perimeter (ft) : 3.14 0.00 0.00 Velocity (ft/sec) : 0.37 0.00 0.00 Computed Flow Time (min) : 3.61 0.00 0.00 Total TOC (min) ..................7.64 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.74 Peak Runoff (cfs)........................................................... 0.64 Weighted Curve Number ............................................... 73.37 Time of Concentration (days hh:mm:ss) ........................ 0 00:07:38 Page 28 10 YEAR STORM r srr ILII r 1w so im M w 1rr r Subbasin : DA B7 PRE 8.' 7 s. s L 4. l6 C 3. 2. 1. 0' 10 YEAR STORM Rainfall Intensity Graph 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U 1 2 j 4 S 8 „ 9 1011 12 13 14 15 1617 18 19 20 21 222 Time (hrs) Page 29 Subbasin : DA B1+D POST FORESTED Input Data Area(ac)........................................................................ 1.56 A B Weighted Curve Number ............................................... 55.00 0.00 0.00 Rain Gage ID................................................................. Rain Gage -01 0.00 16 Composite Curve Number 0.00 3.67 0.00 0.00 Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 Woods, Good 1.11 B 55.00 Woods, Good 0.38 B 55.00 Composite Area & Weighted CN 1.56 8 55.00 Time of Concentration 8.9 0.00 0.00 Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) : Channel Flow Computations Manning's Roughness: Flow Length (ft) Channel Slope (%) : Cross Section Area (ft') Wetted Perimeter (ft) Velocity (ft/sec) : Computed Flow Time (min) Total TOC (min) ..................25.38 Subbasin Runoff Results Subarea Subarea Subarea A B C .55 0.00 0.00 150 0.00 0.00 16 0.00 0.00 3.67 0.00 0.00 0.16 0.00 0.00 15.58 0.00 0.00 Subarea Subarea Subarea A B C .55 0.00 0.00 210 0.00 0.00 2 0.00 0.00 8 0.00 0.00 8.9 0.00 0.00 0.36 0.00 0.00 9.81 0.00 0.00 Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.26 Peak Runoff (ds)........................................................... 1.63 Weighted Curve Number ............................................... 55.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:25:23 Page 30 10 YEAR STORM 0 Subbasin : DA B1+D POST FORESTED 8.5 . 75 i 7 65 6 55 5 4.5 4. 3 2.5. 2 05 Rainfall Intensity Graph 10 YEAR STORM 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 Time (hrs) Runoff Hydrograph 1 1 2. 4 b 5 , 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 _ Time (hrs) Page 31 Subbasin : DA B1+D PRE Input Data Area(ac)........................................................................ 1.30 Weighted Curve Number ............................................... 58.18 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.98 B 55.00 > 75% grass cover, Good 0.26 B 61.00 Paved parking & roofs 0.06 B 98.00 Composite Area & Weighted CN 1.30 58.18 Time of Concentration Subarea Subarea Subarea Sheet Flow Computations A B C Manning's Roughness: .4 0.00 0.00 Flow Length (ft) : 150 0.00 0.00 Slope (%) : 16 0.00 0.00 2 yr, 24 hr Rainfall (in) : 3.67 0.00 0.00 Velocity (ft/sec) : 0.21 0.00 0.00 Computed Flow Time (min) : 12.07 0.00 0.00 Subarea Subarea Subarea Shallow Concentrated Flow Computations A B C Flow Length (ft) : 260 0.00 0.00 Slope (%) : 28 0.00 0.00 Surface Type: Forest Unpaved Unpaved Velocity (ft/sec) : 1.32 0.00 0.00 Computed Flow Time (min) : 3.28 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness: .22 .1 0.00 Flow Length (ft) : 80 50 0.00 Channel Slope 1.9 12 0.00 Cross Section Area (ft') : .78 10 0.00 Wetted Perimeter (ft) : 3.14 10 0.00 Velocity (ft/sec) : 0.37 5.16 0.00 Computed Flow Time (min) : 3.61 0.16 0.00 Total TOC (min) ..................19.13 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.49 Peak Runoff (cfs)........................................................... 2.00 Weighted Curve Number ............................................... 58.18 Time of Concentration (days hh:mm:ss) ........................ 0 00:19:08 Page 32 10 YEAR STORM 10 YEAR STORM Subbasin : DA B1+D PRE Rainfall Intensity Graph 2 i. 1 1 1. 1. 1 0 0' 0. 0 0 O.i 0 0 0.: 0: 0. ift as iw 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph I 1 3 4 t 5 8 9 10 11 12 13 14 15 16 17 18 19 _ii 21 Z Time (hrs) Page 33 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 4.45 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number ............................................... 90.60 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 34 10 YEAR STORM Subbasin : DA B2 POST Input Data Area(ac)........................................................................ 0.05 Weighted Curve Number ....................................... 90.60 Rain Gage ID .................................... Rain Gage -01 Composite Curve Number t Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.04 B 98.00 > 75% grass cover, Good 0.01 B 61.00 Composite Area & Weighted CN 0.05 90.60 t Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 4.45 Peak Runoff (cfs)........................................................... 0.34 Weighted Curve Number ............................................... 90.60 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 34 im go r r ow M ow go ■111 wo Ylir kv Ir~ go im ftv 1A! 10 YEAR STORM Subbasin : DA B2 POST Rainfall Intensity Graph 038 0.36 034 0.32 0.3 0.28 026 0.24 0.22 0.2 0 18 ch 0.16 0 14 0.12 01 008 006 004 U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph U i z ., 4 ,, b l b 9 10 11 12 13 14 15 16 17 18 19 20 1 « 2 Time (hrs) Page 35 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.11 Peak Runoff (cfs)........................................................... 1.46 Weighted Curve Number ............................................... 66.05 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 36 10 YEAR STORM Subbasin : DA B3 POST Input Data Area(ac)........................................................................ 0.44 Weighted Curve Number......._ ...................................... 66.05 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number > 75% grass cover, Good 0.38 B 61.00 Paved parking & roofs 0.06 B 98.00 Composite Area & Weighted CN 0.44 66.05 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.11 Peak Runoff (cfs)........................................................... 1.46 Weighted Curve Number ............................................... 66.05 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 36 IN ow w Subbasin : DA B3 POST 8.5 8 7.5 7 6.5 6 5.5 5 L_ 45 O 4 3.5 3 2.5 2 1.5 0.5 10 YEAR STORM Rainfall Intensity Graph u l 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph Page 37 M Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 5.30 Peak Runoff (cfs)...................... --................................. 0.88 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ....................... 0 00:05:00 Page 38 10 YEAR STORM Subbasin : DA TO DI -1 GRATE Input Data Area(ac) ... ............................... -.................................... 0.12 Weighted Curve Number .................. 98.00 RainGage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.12 B 98.00 Composite Area & Weighted CN 0.12 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 5.30 Peak Runoff (cfs)...................... --................................. 0.88 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ....................... 0 00:05:00 Page 38 10 YEAR STORM Subbasin : DA TO DI -1 GRATE Rainfall Intensity Graph 7.5 7 5.5 .'. 6 55 5 4. 3.5.. __ U 1 2 6 n b b d 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Time (hrs) Runoff Hydrograph Page 39 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 TotalRunoff (in)............................................................. 5.30 Peak Runoff (cfs)........................................................... 16.89 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 40 i 10 YEAR STORM Subbasin : OFF SITE FROM ROADWAY (MAX) Input Data Area(ac)........................................................... 2.32 Weighted Curve Number ............................................... 98.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved roads with curbs & sewers 2.32 C 98.00 Composite Area & Weighted CN 2.32 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 TotalRunoff (in)............................................................. 5.30 Peak Runoff (cfs)........................................................... 16.89 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 40 iho Subbasin : OFF SITE FROM ROADWAY (MAX) 8.5 g I 75 7.- 65 S q5 m 4 0' 3.5.._. _ ..... __ 3 .......... , 2.5 .......... 2 1.5 ...... , 05 Rainfall Intensity Graph 10 YEAR STORM U 1 t a 4 5 6 / 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph i s 4 ,, r. rt Sf 10 11 12 13 14 15 16 17 18 19 20 21 22 Z Time (1-irs) Page 41 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 5.30 Peak Runoff (cfs)........................................................... 0.88 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 42 MA 10 YEAR STORM t Subbasin : ROOF DRAINS TO DI -1 Input Data Area(ac) ................... ........................... ......_................. 0.12 `r Weighted Curve Number ............. ........................ 98.00 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved parking & roofs 0.12 C 98.00 Composite Area & Weighted CN 0.12 98.00 Time of Concentration User -Defined TOC override (minutes): 5 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 5.30 Peak Runoff (cfs)........................................................... 0.88 Weighted Curve Number ............................................... 98.00 Time of Concentration (days hh:mm:ss) ........................ 0 00:05:00 Page 42 EVI go we Im im iw Subbasin : ROOF DRAINS TO DI -1 8.5 8 75- 7 65 6' 55 ` 5 45 E 4' 3.5.. i. 3 2.5 . 2 1.54 0.5 Rainfall Intensity Graph 10 YEAR STORM U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2; Time (hrs) Runoff Hydrograph c c c 0 0 00 ryry 0 0 0 0 _ 1 4 ti b o u lU 11 12 13 14 15 16 17 18 19 20 21 22, 2: Tirne (hrs) Page 43 Subbasin : SWALE #3 Input Data Area(ac)........................................................................ 0.52 Weighted Curve Number ............................................... 74.52 RainGage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Paved roads with curbs & sewers 0.19 B 98.00 > 75% grass cover, Good 0.33 B 61.00 Composite Area & Weighted CN 0.52 74.52 Time of Concentration Sheet Flow Computations Manning's Roughness: Flow Length (ft) Slope (%) : 2 yr, 24 hr Rainfall (in) Velocity (ft/sec) : Computed Flow Time (min) Shallow Concentrated Flow Computations Flow Length (ft) Slope (%) : Surface Type: Velocity (fUsec) Computed Flow Time (min) Total TOC (min) ..................11.21 Subbasin Runoff Results Subarea Subarea Subarea A B C .4 0.00 0.00 100 0.00 0.00 10 0.00 0.00 3.67 0.00 0.00 0.16 0.00 0.00 10.53 0.00 0.00 Subarea Subarea Subarea A B C 225 0.00 0.00 11.7 0.00 0.00 Unpaved Unpaved Unpaved 5.52 0.00 0.00 0.68 0.00 0.00 Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 2.85 Peak Runoff (cfs)........................................................... 2.00 Weighted Curve Number ............................................... 74.52 Time of Concentration (days hh:mm:ss) ........................ 0 00:11:13 Page 44 10 YEAR STORM No am 10 YEAR STORM Subbasin : SWALE #3 Rainfall Intensity Graph 1 2 a 4 b 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2: Time (hrs) Runoff Hydrograph 4 o b d y TU 11 12 13 14 15 16 17 18 19 20 21 22 Time (hrs) Page 45 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.94 Peak Runoff (cfs)........................................................... 3.02 Weighted Curve Number ............................................... 63.99 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 Page 46 10 YEAR STORM Subbasin : SWALE#2 Input Data Area(ac)........................................................................ 1.22 Weighted Curve Number ............................................... 63.99 Rain Gage ID................................................................. Rain Gage -01 Composite Curve Number Area Soil Curve Soil/Surface Description (acres) Group Number Woods, Good 0.07 B 55.00 > 75% grass cover, Good 1.04 B 61.00 Paved parking & roofs 0.11 B 98.00 Composite Area & Weighted CN 1.22 63.99 Time of Concentration User -Defined TOC override (minutes): 13.03 Subbasin Runoff Results Total Rainfall (in)............................................................ 5.54 Total Runoff (in)............................................................. 1.94 Peak Runoff (cfs)........................................................... 3.02 Weighted Curve Number ............................................... 63.99 Time of Concentration (days hh:mm:ss) ........................ 0 00:13:02 Page 46 Subbasin : SWALE#2 8.5 s 75 7 65 _ 6'; 55 5 4.5 m 4 c 35 _ 3. 25 _ 2 15 0.5 Rainfall Intensity Graph 10 YEAR STORM u 1 1 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2. Time (hrs) Runoff Hydrograph 3' 2 2 2 2 2 2 2 1 v i 0 1 � 1 � 1 1 1 0 0 0 0 0 0 0 0 0 0 ti 1u 11 11 13 14 15 16 17 18 19 20 21 22 2. Time (his) Page 47 Junction Input 10 YEAR STORM SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Elevation Offset Elevation Depth Cover (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in) 1 Roof Drains combined 423.90 426.00 2.10 0.00 -423.90 0.00 -426.00 0.00 0.00 Page 48 im Junction Results 10 YEAR STORM SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume Attained Occurrence (cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh mm) (days hh mm) (ac -in) (min) 1 Roof Drains combined 0.88 0.88 424.27 0.37 0.00 1.73 423.95 0.05 0 12:00 0 00:00 0.00 0.00 1` OD or Page 49 of C �J r; L Page 50 F 10 YEAR STORM Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Elevation Offset Elevation Offset Height (ft) (ft) (ft) (ft) (ft) (ft) ( % ) (in) (in) (cfs) 1 151N RCP 110.00 423.00 0.00 422.45 0.00 0.55 0.5000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 2 8 IN ROOF LEADER 40.00 423.90 0.00 423.10 0.10 0.80 2.0000 CIRCULAR 8.040 8.040 0.0150 0.5000 0.5000 0.0000 0.00 No C �J r; L Page 50 No. of Barrels 1 1 1r ift imm Page 51 60 10 YEAR STORM L Itil - ,I Ll C C' C �l Page 52 10 YEAR STORM v Pipe Results SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition Occurrence Ratio Total Depth Ratio (cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min) 1 15 IN RCP 1.74 0 12:00 3.96 0.44 3.14 0.58 0.58 0.46 0.00 Calculated 2 8 IN ROOF LEADER 0.88 0 12:00 1.48 0.59 4.43 0.15 0.37 0.56 0.00 Calculated L Itil - ,I Ll C C' C �l Page 52 Ir. Inlet Input SN Element Inlet Manufacturer Inlet Number of Catchbasin Max (Rim) Inlet Initial Initial Ponded Grate ID Manufacturer Part Location Inlets Invert Elevation Depth Water Water Area Clogging Number Elevation Elevation Depth Factor (ft) (ft) (ft) (ft) (ft) (ft') N 1 DI -1 NEENAH FOUNDRY R -1792 -AG On Sag 1 423.00 425.50 2.50 0.00 0.00 10.00 0.00 60 ON 11111101 am we am V s Page 53 ■w 10 YEAR STORM Page 54 10 YEAR STORM Inlet Results SN Element Peak Peak Peak Flow Peak Flow Inlet Max Gutter Max Gutter Max Gutter Time of Total Total Time ID Flow lateral Intercepted Bypassing Efficiency Spread Water Elev. Water Depth Max Depth Flooded Flooded Inflow by Inlet during Peak during Peak during Peak during Peak Occurrence Volume Inlet Flow Flow Flow Flow (cfs) (cfs) (cfs) (cfs) N (ft) (ft) (ft) (days hh:mm) (ac -in) (min) 1 DI -1 0.88 0.88 N/A N/A N/A 29.58 426.31 0.81 012:00 0.00 0.00 Page 54 (Compliance Calculations - Drainage Area A+C Proj. No. 2140411 1 Albemarle County - Pantops Fire Station Data: 9/20/201.8 9VAC25-870-66 ®Calculated Data User Enter Data Channel Protection (B)(1)(b) m, (B)(3)(a) Discharge to natural stormwater conveyance system: The maximum peak flow rate from the one-year 24-hour storm following the LDA shall be calculated using the energy balance equation (EBE): QDeveloped < [LF. X (QPre-Developed X RVPre-Developed)] I RVDeveloped QDeveloped Allowable peak flow rate of runoff from the developed site RVDeveloped Volume of runoff from the site in the developed condition QPre-Developed Peak flow rate of runoff from the site in the pre -developed condition RVPre-Developed Volume of runoff from the site in pre -developed condition QForest Peak flow rate of runoff from the site in the forested condition RVForest Volume of runoff from the site in a forested condition I.F. Improvement factor (I.F. = 0.8 for sites > 1 Acres or 0.9 for sites <_ 1 Acres) Under no condition can the post -development peak flow rates be greater than pre -development peake flow rates Under no condition can the post -development peak flow rates be required to be less than the peak flow rate of the site in a forested condition [(Q Forest X RV Forest)] / RVDeveloped Wdeveloped Using EBE 3.49 cfs CfS Qdeveloped Using Forested Condition Detention Pond Storage CfS RVDeveloped 11362 cf QPre-Developed 1.61 cfs RVPre-Developed 7405 cf QForest 0.34 cfs RVForest 1 3957 lcf • F• 0.8 1 0.8 for sites > 1 Ac. Or 0.9 for sites <_ 1 Ac 1 Year Q (Before Detention)= 3.49 cfs Proposed Detention Reductions: Detention Pond Storage DA A+C -3.33 cfs Subtotal: -3.33 1 Year Q (After Detention)= 0.16 cfs Protection (C)(2)(b) Concentrated stormwater flow to stormwater conveyance systems that currently does not experience localized flooding during the 10 -year 24 -house storm event, the point of discharge must The point of discharge releases stormwater into a stormwater conveyance system that, following the land -disturbing activity, confines the postdevelopment peak flow rate from the 10 -year 24-hour storm event within the stormwater conveyance system. Detention of stormwater or downstream improvements may be incorporated into the approved land -disturbing activity to meet this criterion, at the discretion of the VSMP authority. l.2Pre-Development 1 1 9.83 QPost-Development Before Detention 1 14.87 IQReductions: I 1 -14.12 iTo Detention Pond WPost-Development After Detention 1 0 75 lFlood Protection Criteria Met Note: Because the detention pond was designed over an existing depression, the facility is naturally oversized. Therefore, Bioretention facilities are not needed to confirm required reductions and volumes were not routed through the bioretention in the hydrograph. II G Compliance Calculations - Drainage Area 131+13 Proj. No. 2140411 1 Albemarle County - Pantops Fire Station Date: 9/20/2016 Water Quantity Calculations 9VAC25-870-66 ""User Calculated Data Enter Data Channel Protection (8)(1)(6) P (8)(3)(a) to natural stormwater conveyance system: The maximum peak flow rate from the one-year 24-hour storm following the LDA shall be calculated using the energy balance equation (EBE) : QDeveloped < [I. F. X (QPre-Developed X RVPre-Develooedlll / RVDevelooed QDeveloped Allowable peak flow rate of runoff from the developed site RVDeveloped Volume of runoff from the site in the developed condition QPre-Developed Peak flow rate of runoff from the site in the pre -developed condition RVPre-Developed Volume of runoff from the site in pre -developed condition QForest Peak flow rate of runoff from the site in the forested condition RVForest Ivolume of runoff from the site in a forested condition �.F. Improvement factor (I.F. = 0.8 for sites > 1 Acres or 0.9 for sites <_ 1 Acres) Under no condition can the post -development peak flow rates be greater than pre -development peake flow rates Under no condition can the post -development peak flow rates be required to be less than the peak flow rate of the site in a forested condition [(Q Forest X RV Forest)] / RV Developed EBE Forested Condition rw Developed 1670 jcf QPre-Developed 0.21 1 cfs RVPre-Developed 1379 cf QForest 0.10 cfs RVForest 1162 cf I.F. 0.8 0.8 for sites > 1 Ac. Or 0.9 for sites 5 1 Ac. develo ed- 0.14 cfs 1 Year Q (Before Detention)= 0.29 cfs Proposed Detention Reductions: Depression Swale #1 -0.29 cfs Subtotal: -0,29 1 Year Q (After Detention)= 0.00 cfs (assuming clogged underdrain) Protection (C)(2)(b) Concentrated stormwater flow to stormwater conveyance systems that currently does not experience localized flooding during the 10 -year 24 -house storm event, the point of discharge must The point of discharge releases stormwater into a storm water conveyance system that, following the land -disturbing activity, confines the postdevelopment peak flow rate from the 10 -year 24-hour storm event within the stormwater conveyance system. Detention of stormwater or downstream improvements may be incorporated into the approved land -disturbing activity to meet this criterion, at the discretion of the VSMP authority. *There is no existing storage facility at this location. Currently, the conveyance system is a 12" CPP discharging unrestrained into an existing "Swale" which turns to sheet flow off site and to Hickmans Branch Stream. Hydrographs have been provided to demonstrate performance with a QPre-Development 2.00 functioning underdrain and a clogged underdrain. Flood protection QPost-Development Before Detention 2.63 reduction shown reflects a clogged underdrain. With a functioning underdrain, the reduction is 1.42 CFS and Q Post Development after Q Reductions detention is 1.21 CFS as discharge through the underdrain only Swale #1 Detention 0.73 (storm will not top the weir). After Detention 1 1 9 (Flood Protection Criteria Met* w Hydraflow Table of Contents pantops detention pond.gpw �r Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 / 2016 Hydrograph Return Period Recap............................................................................. 1 1 -Year `. Summary Report ......................................................................................................................... 2 HydrographReports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Drainage Area A+C............................................................... 3 Hydrograph No. 2, Reservoir, Detention Pond 1...................................................................... 5 .. Pond Report - Detention Pond 1........................................................................................ 12 a. 2 - Year SummaryReport ....................................................................................................................... 15 HydrographReports................................................................................................................. 16 ON Hydrograph No. 1, SCS Runoff, Drainage Area A+C............................................................. 16 Hydrograph No. 2, Reservoir, Detention Pond 1.................................................................... 18 o 10 -Year SummaryReport ....................................................................................................................... 27 HydrographReports................................................................................................................. 28 6. Hydrograph No. 1, SCS Runoff, Drainage Area A+C............................................................. 28 Hydrograph No. 2, Reservoir, Detention Pond 1.................................................................... 30 OFReport.................................................................................................................. 39 0 Ow M Hydrograph Return Period Rep y ra ow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) Hydrograph Description 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 2 SCS Runoff Reservoir ------ 1 3.757 0.156 6.518 0.187 ------- ------- ------- ------ 16.17 0.748 ------- ------- ------- ------- 38.00 27.47 Drainage Area A+C Detention Pond 1 Proj. file: pantops detention pond.gpw TWednesday, 09 / 21 / 2016 71 OW Ow am irr rr M as as Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 SCS Runoff 3.757 1 722 11,195 ---- ------ ------ Drainage Area A+C 2 Reservoir 0.156 1 996 10,735 1 417.79 5,749 Detention Pond 1 pantops detention pond.gpw Return Period: 1 Year Wednesday, 09 / 21 / 2016 Hydrograph Report Table 3 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 / 2016 t Hyd. No. 1 Drainage Area A+C Hydrograph type = SCS Runoff Peak discharge = 3.757 cfs Storm frequency = 1 yrs Time to peak = 12.03 hrs Time -- Outflow Time interval = 1 min Hyd. volume = 11,195 cuft cfs) Drainage area = 5.370 ac Curve number = 66.600 (hrs Basin Slope = 0.0% Hydraulic length = 0 ft 14.75 Tc method = User Time of conc. (Tc) = 13.0 min 0.097 Total precip. = 3.03 in Distribution = Type II 0.214 Storm duration = 24 hrs Shape factor = 484 Hydrograph Discharge Table (Printed values >= 1.00% of Qp. Print interval= 10) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.75 0.047 14.75 0.220 17.75 0.139 20.75 0.097 11.92 1.614 14.92 0.214 17.92 0.136 20.92 0.097 12.08 3.488 15.08 0.207 18.08 0.134 21.08 0.096 12.25 1.139 15.25 0.201 18.25 0.131 21.25 0.096 12.42 0.763 15.42 0.194 18.42 0.128 21.42 0.096 12.58 0.584 15.58 0.187 18.58 0.126 21.58 0.095 15.75 0.180 18.75 0.123 21.75 0.095 12.75 0.478 12.92 0.434 15.92 0.172 18.92 0.120 21.92 22.08 0.094 0.094 13.08 0.391 16.08 0.165 19.08 0.117 13.25 0.358 16.25 0.161 19.25 0.115 22.25 0.093 13.42 0.334 16.42 0.158 19.42 0.112 22.42 0.093 13.58 0.309 16.58 0.156 19.58 0.109 22.58 0.092 13.75 0.287 16.75 0.154 19.75 0.106 22.75 0.092 13.92 0.269 16.92 0.151 19.92 0.103 22.92 0.091 14.08 0.250 17.08 0.149 20.08 0.100 23.08 0.091 14.25 0.238 17.25 0.147 20.25 0.099 23.25 0.090 14.42 0.232 17.42 0.144 20.42 0.098 23.42 0.090 14.58 0.226 17.58 0.142 20.58 0.098 23.58 0.089 Continues on next page... Drainage Area A+C Hydrograph Discharge Table i" Time -- Outflow (hrs cfs) as 23.75 0.089 23.92 0.088 am 24.08 0.072 .End no w M 4 5 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 31318) 2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 / 2016 Hyd. No. 2 Detention Pond 1 Hydrograph type = Reservoir Peak discharge = 0.156 cfs Storm frequency = 1 yrs Time to peak = 16.60 hrs Time interval = 1 min Hyd. volume = 10,735 cuft r' Inflow hyd. No. = 1 - Drainage Area A+(Reservoir name = Detention Pond 1 Max. Elevation = 417.79 ft Max. Storage = 5,749 cuft Storage Indication method used. Hydrograph Discharge Table (Pr nted values >=1.00% of QP. Print interval 10) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.00 3.431 416.00 0.068 0.067 ----- ---- ----- ----- ----- ----- ----- 0.067 12.17 2.185 416.89 0.121 0.120 ----- ---- ---- ----- ----- ----- ----- 0.120 12.33 0.845 417.14 0.143 0.131 ----- ----- ----- ----- ----- ---- ----- 0.131 12.50 0.674 417.26 0.143 0.136 ----- ----- ----- ----- ---- ----- ---- 0.136 12.67 0.517 417.34 0.143 0.139 ----- ----- ----- ----- ----- ----- ----- 0.139 12.83 0.455 417.41 0.144 0.142 ----- ----- ----- ----- ----- ----- ----- 0.142 13.00 0.412 417.46 0.145 0.144 ----- ----- ----- ----- ----- ----- ----- 0.144 13.17 0.372 417.51 0.146 0.146 ----- ----- ---- ----- ----- ----- ----- 0.146 13.33 0.346 417.55 0.147 0.147 ----- ----- ----- ----- ----- ----- ----- 0.147 13.50 0.321 417.58 0.149 0.148 ----- ----- ----- ----- ----- ----- ----- 0.148 13.67 0.297 417.61 0.152 0.150 ----- ----- ----- ----- ----- ----- ---- 0.150 13.83 0.278 417.64 0.157 0.151 ----- ----- ----- ----- ----- ----- ----- 0.151 s 14.00 0.259 417.66 0.161 0.151 ----- ----- ----- ----- ----- ----- ----- 0.151 14.17 0.243 417.68 0.165 0.152 ----- ---- ----- ----- ----- ----- ---- 0.152 14.33 0.235 417.69 0.169 0.153 ----- ---- ----- ----- ----- ----- ----- 0.153 14.50 0.229 417.71 0.170 0.153 ----- ----- ----- ----- ----- ----- ---- 0.153 14.67 0.223 417.72 0.170 0.154 ----- ----- ----- ----- ----- ----- ----- 0.154 14.83 0.217 417.74 0.170 0.154 ----- ----- ----- ----- ----- ----- ----- 0.154 15.00 0.211 417.75 0.170 0.154 ----- ----- ----- ----- ----- ---- ----- 0.154 15.17 0.204 417.76 0.170 0.155 ----- ----- ----- ----- ----- ----- ----- 0.155 Continues on next page... M 6 Detention Pond 1 r. Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.33 0.197 417.76 0.170 0.155 ---- ---- ----- ----- ----- ----- ----- 0.155 15.50 0.190 417.77 0.170 0.155 ----- ----- ----- ----- ---- ----- ----- 0.155 15.67 0.183 417.78 0.170 0.156 ----- ----- ---- ----- ----- ----- ---- 0.156 r. 15.83 0.176 417.78 0.170 0.156 ----- ---- ---- ----- ---- ----- ----- 0.156 16.00 0.169 417.79 0.170 0.156 ---- ---- ---- ----- ----- ----- ----- 0.156 r* 16.17 0.163 417.79 0.170 0.156 ----- ---- ---- ---- ---- ----- ----- 0.156 16.33 0.160 417.79 0.170 0.156 ---- ----- ---- ----- ---- ----- ----- 0.156 16.50 0.157 417.79 0.170 0.156 ---- ----- ----- ----- ----- ----- ----- 0.156 16.67 0.155 417.79 0.170 0.156 ----- ----- ---- ---- ---- ----- ----- 0.156 16.83 0.153 417.79 0.170 0.156 ---- ----- ---- ----- ---- ----- --- 0.156 17.00 0.150 417.79 0.170 0.156 ----- ----- ----- ---- ---- ---- ---- 0.156 17.17 0.148 417.79 0.170 0.156 ---- ----- ----- ----- ----- ---- ---- 0.156 17.33 0.145 417.78 0.170 0.156 ----- ----- ----- ----- ----- ----- ----- 0.156 17.50 0.143 417.78 0.170 0.156 ----- ----- --- ----- ----- ----- --- 0.156 17.67 0.140 417.78 0.170 0.156 ---- ----- --- ----- ----- ----- ----- 0.156 17.83 0.138 417.78 0.170 0.156 ----- ----- ---- --- ----- ---- --- 0.156 s 18.00 0.135 417.77 0.170 0.155 ---- ----- ---- ---- ----- ----- ---- 0.155 18.17 0.132 417.77 0.170 0.155 ---- ----- ----- ----- ----- ----- ----- 0.155 +w 18.33 0.130 417.76 0.170 0.155 ----- ----- ---- ----- ----- ----- ----- 0.155 18.50 0.127 417.76 0.170 0.155 ----- --- --- ----- ----- ----- ---- 0.155 18.67 0.124 417.75 0.170 0.155 ---- --- ----- ----- ----- ----- ----- 0.155 18.83 0.122 417.75 0.170 0.155 ----- ----- ---- ----- ----- ---- ----- 0.155 19.00 0.119 417.74 0.170 0.154 ----- ----- ----- ----- ----- ---- ---- 0.154 19.17 0.116 417.73 0.170 0.154 ----- ----- ----- ----- ----- ----- ----- 0.154 19.33 0.113 417.73 0.170 0.154 ----- ----- ----- ----- ----- ----- ----- 0.154 19.50 0.110 417.72 0.170 0.154 ----- ----- ---- ---- _____ ____ ____ 0.154 19.67 0.107 417.71 0.170 0.153 ----- ----- ----- ----- ----- ----- ----- 0.153 19.83 0.105 417.70 0.170 0.153 ----- ---- ---- ----- ----- ----- ----- 0.153 ON Continues on next page... 7 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.00 0.102 417.69 0.168 0.153 ---- ----- ----- ----- ----- ----- ----- 0.153 20.17 0.099 417.68 0.166 0.152 ----- ----- ----- ----- ----- ---- ----- 0.152 20.33 0.098 417.67 0.164 0.152 ----- ----- ----- ----- ---- ----- ----- 0.152 20.50 0.098 417.66 0.162 0.151 ----- ----- ----- ----- ----- ---- ----- 0.151 20.67 0.098 417.65 0.160 0.151 ----- ----- ----- ----- ---- ----- ----- 0.151 20.83 0.097 417.64 0.158 0.151 ----- ----- ----- ----- ----- ----- ----- 0.151 21.00 0.097 417.63 0.156 0.150 ----- ----- ---- ----- ----- 0.150 ----- ----- 21.17 0.096 417.62 0.154 0.150 ----- ----- ----- ----- ----- ----- ----- 0.150 0.150 21.33 0.096 417.61 0.152 0.150 ----- ---- ----- ----- ----- ----- ----- 21.50 0.095 417.60 0.150 0.149 ----- ----- ---- ----- ----- ----- ----- 0.149 21.67 0.095 417.59 0.149 0.149 ----- ----- ----- ----- ----- ---- ----- 0.149 21.83 0.094 417.58 0.149 0.149 ----- ----- ----- ---- ----- ----- ----- 0.149 22.00 0.094 417.57 0.148 0.148 ----- ----- ---- ----- ----- ----- ----- 0.148 22.17 0.093 417.56 0.148 0.148 ----- ----- ----- ----- ----- ----- ---- 0.148 22.33 0.093 417.55 0.147 0.147 ----- ----- ---- ----- ----- ----- ----- 0.147 22.50 0.093 417.54 0.147 0.147 ----- ---- ----- ----- ----- ----- ---- 0.147 22.67 0.092 417.53 0.147 0.147 ----- ----- ----- ----- ----- ----- ----- 0.147 22.83 0.092 417.52 0.146 0.146 ----- ----- ----- --- ----- ----- ----- 0.146 23.00 0.091 417.51 0.146 0.146 ----- ----- ----- ----- ----- ----- ---- 0.146 ----- ----- 0.145 23.17 0.091 417.50 0.146 0.145 ----- ----- ----- ----- ----- 23.33 0.090 417.49 0.145 0.145 ----- ----- ----- ----- ----- ----- ----- 0.145 23.50 0.090 417.48 0.145 0.145 ----- ----- ----- ----- ----- ----- ----- 0.145 23.67 0.089 417.47 0.145 0.144 ----- ----- ----- ----- ----- ----- ----- 0.144 IN 23.83 0.089 417.46 0.145 0.144 ---- ----- ----- ----- ----- ----- ----- 0.144 24.00 0.088 417.45 0.144 0.143 ----- ----- ----- ----- ---- ----- ----- 0.143 24.17 0.035 417.44 0.144 0.143 ----- ----- ----- ----- ----- ----- ----- 0.143 24.33 0.000 417.41 0.144 0.142 ----- ----- ----- ----- ----- ----- ----- 0.142 24.50 0.000 417.38 0.143 0.141 ----- ----- ----- ----- ----- ----- ----- 0.141 Continues on next page... an EM on r w rr rir M on on 8 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 24.67 0.000 417.36 0.143 0.140 ----- ----- ---- ---- --- ---- ----- 0.140 24.83 0.000 417.33 0.143 0.139 ----- ----- ----- ----- ----- ----- ----- 0.139 25.00 0.000 417.31 0.143 0.138 ---- ----- ----- ----- ----- ----- ----- 0.138 25.17 0.000 417.28 0.143 0.137 ---- ---- ----- ---- ---- ----- ----- 0.137 25.33 0.000 417.25 0.143 0.136 ---- ----- ---- ----- --- --- ---- 0.136 25.50 0.000 417.23 0.143 0.135 ----- ----- ---- --- ---- --- ---- 0.135 25.67 0.000 417.20 0.143 0.134 ----- ----- ----- ----- ____ ___ _____ 0.134 25.83 0.000 417.18 0.143 0.133 ---- ----- ----- ---- ---- ----- ----- 0.133 26.00 0.000 417.15 0.143 0.132 ---- ----- ----- ---- ----- --- ----- 0.132 26.17 0.000 417.13 0.143 0.131 --- ----- ----- ----- ---- ---- ----- 0.131 26.33 0.000 417.11 0.143 0.130 ----- ----- ---- ---- ---- ---- ---- 0.130 26.50 0.000 417.08 0.140 0.129 ----- ----- ----- ----- ----- ----- ---- 0.129 26.67 0.000 417.06 0.136 0.127 ---- ----- ----- ----- ----- ----- ----- 0.127 26.83 0.000 417.03 0.131 0.126 ---- ----- ----- ----- --- ---- ----- 0.126 27.00 0.000 417.01 0.127 0.125 ----- ----- ----- ---- --- ---- ---- 0.125 27.17 0.000 416.98 0.124 0.124 ----- ---- ----- ---- ---- ---- ---- 0.124 27.33 0.000 416.94 0.123 0.123 ---- ----- --- ----- ---- ----- ----- 0.123 27.50 0.000 416.91 0.121 0.121 --- ----- ----- ---- ----- ----- ----- 0.121 27.67 0.000 416.88 0.120 0.119 ----- ----- ----- ---- --- ----- ---- 0.119 27.83 0.000 416.84 0.120 0.118 ----- ----- ---- ----- ----- ----- ----- 0.118 28.00 0.000 416.81 0.120 0.116 ----- ----- ----- ----- ----- ----- ----- 0.116 28.17 0.000 416.78 0.120 0.115 ---- ----- ----- ---- ----- ----- ---- 0.115 28.33 0.000 416.75 0.120 0.113 ---- ----- ----- ----- ----- ----- --- 0.113 28.50 0.000 416.71 0.120 0.112 ----- ----- ----- ----- ----- ----- ----- 0.112 28.67 0.000 416.68 0.120 0.110 ---- ----- ---- ----- ----- ---- ----- 0.110 28.83 0.000 416.65 0.120 0.109 ---- ----- ----- ----- ----- ----- ---- 0.109 29.00 0.000 416.62 0.120 0.107 ----- ----- ----- ----- ----- ---- ----- 0.107 29.17 0.000 416.59 0.119 0.105 ----- ----- ----- -_-- _____ ____ ____ 0.105 Continues on next page... 9 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 29.33 0.000 416.56 0.113 0.104 ----- ----- ----- ----- ----- ----- ----- 0.104 29.50 0.000 416.53 0.107 0.102 ----- ----- ----- ----- ----- ----- ----- 0.102 29.67 0.000 416.50 0.101 0.101 ----- ----- ----- ----- ----- ----- ----- 0.101 29.83 0.000 416.48 0.100 0.099 ----- ----- ----- ----- ----- ----- ---- 0.099 30.00 0.000 416.45 0.100 0.098 ----- ----- ----- ----- ----- ----- ----- 0.098 30.17 0.000 416.42 0.100 0.096 ----- ----- ---- ----- ----- ----- ----- 0.096 30.33 0.000 416.39 0.100 0.095 ----- ----- ----- ----- ----- --- ---- 0.095 30.50 0.000 416.37 0.100 0.093 ----- ----- ----- ----- ----- ----- ----- 0.093 30.67 0.000 416.34 0.100 0.091 ----- ----- ----- ----- ----- ----- --- 0.091 30.83 0.000 416.32 0.100 0.090 ----- ----- ----- ----- ----- ----- ----- 0.090 31.00 0.000 416.29 0.098 0.088 ----- ----- ----- ----- ----- ---- ---- 0.088 31.17 0.000 416.27 0.094 0.087 ----- ----- ----- ----- ----- ----- ----- 0.087 31.33 0.000 416.24 0.090 0.085 ----- ----- ----- ----- ----- ---- ---- 0.085 31.50 0.000 416.22 0.086 0.084 ----- ---- ---- ----- ----- ----- ----- 0.084 31.67 0.000 416.20 0.082 0.082 ----- ----- ----- ----- ----- ----- ----- 0.082 31.83 0.000 416.17 0.082 0.081 ----- ----- ----- ----- ----- ----- ----- 0.081 32.00 0.000 416.15 0.082 0.079 ----- ----- ----- ----- ----- ---- ----- 0.079 32.17 0.000 416.13 0.082 0.077 ----- ---- ----- ----- ----- ----- ----- 0.077 32.33 0.000 416.11 0.082 0.076 ----- ----- ----- ----- ----- ----- ----- 0.076 32.50 0.000 416.08 0.080 0.074 ----- ----- ----- ----- ----- ----- ----- 0.074 32.67 0.000 416.06 0.077 0.073 ----- ----- ---- ----- ----- ----- ----- 0.073 32.83 0.000 416.04 0.074 0.071 ---- ----- ----- ----- ----- ----- ----- 0.071 33.00 0.000 416.02 0.071 0.070 ----- ----- ----- ----- ----- ----- ----- 0.070 33.17 0.000 416.00 0.069 0.068 ----- ---- ----- ----- ----- ----- ----- 0.068 33.33 0.000 415.98 0.067 0.066 ----- ----- ----- ----- ----- ----- ---- 0.066 33.50 0.000 415.95 0.067 0.063 ----- ----- ----- ----- ----- ----- ----- 0.063 33.67 0.000 415.92 0.067 0.061 ----- ----- ----- ----- ----- ----- ----- 0.061 33.83 0.000 415.89 0.065 0.058 ----- ----- ----- ----- ----- ----- ----- 0.058 Continues on next page... r. a* OW .. M 10 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs ds cfs cfs ds 34.00 0.000 415.86 0.058 0.056 ---- ----- ----- ----- ---- ----- ---- 0.056 34.17 0.000 415.84 0.054 0.053 ----- ---- ----- ----- ----- ----- ---- 0.053 34.33 0.000 415.82 0.054 0.051 ----- ---- ---- ----- ----- ----- ---- 0.051 34.50 0.000 415.79 0.052 0.048 ----- ---- ----- --- ----- ----- ---- 0.048 34.67 0.000 415.77 0.048 0.045 ----- ----- ----- ---- ---- ---- ----- 0.045 34.83 0.000 415.75 0.043 0.043 ---- ---- --- ----- ----- ----- ---- 0.043 35.00 0.000 415.73 0.043 0.040 ---- ___ ____ _____ _____ _____ _____ 0.040 35.17 0.000 415.71 0.043 0.038 ----- ---- ----- ---- ----- ----- ---- 0.038 35.33 0.000 415.70 0.042 0.035 ----- --- ----- ----- ----- ____ ___ 0.035 35.50 0.000 415.68 0.037 0.033 --- ---- ---- ----- ----- ----- ---- 0.033 35.67 0.000 415.67 0.032 0.030 ---- ----- ----- ----- ---- --- ----- 0.030 35.83 0.000 415.65 0.028 0.028 ----- ---- ---- ----- ----- ---- ----- 0.028 36.00 0.000 415.64 0.025 0.025 ---- ----- ----- ----- ----- ---- ----- 0.025 36.17 0.000 415.63 0.022 0.022 ---- ----- --- ----- ----- ---- ---- 0.022 36.33 0.000 415.62 0.020 0.020 ---- ---- ---- ----- ----- ---- ----- 0.020 36.50 0.000 415.61 0.018 0.018 ----- ----- ---- ----- ----- ----- ----- 0.018 36.67 0.000 415.60 0.016 0.016 ----- ---- ----- ----- ----- ----- ----- 0.016 36.83 0.000 415.60 0.014 0.014 ----- --- ----- ---- ----- ---- ----- 0.014 37.00 0.000 415.59 0.013 0.013 ---- ----- ---- ----- ----- ----- ---- 0.013 37.17 0.000 415.59 0.012 0.012 ---- ---- ---- ---- ---- ---- ----- 0.012 37.33 0.000 415.58 0.011 0.011 ----- ----- ----- ----- _____ ____ _____ 0.011 37.50 0.000 415.58 0.010 0.010 ----- ----- ---- ----- ---- ---- ----- 0.010 37.67 0.000 415.57 0.009 0.009 ---- ----- ----- ----- ----- ----- ---- 0.009 37.83 0.000 415.57 0.008 0.008 ----- ----- ---- ----- ----- ----- ----- 0.008 38.00 0.000 415.56 0.008 0.007 ----- ----- --- ----- _____ ____ ____ 0.007 38.17 0.000 415.56 0.007 0.006 ---- ----- ----- ----- ----- ----- ----- 0.006 38.33 0.000 415.56 0.007 0.006 ----- ---- ----- ----- ----- ---- ----- 0.006 38.50 0.000 415.56 0.006 0.005 ---- ---- ----- ----- ----- ----- ----- 0.005 Continues on next page... Detention Pond 1 Hydrograph Discharge Table Time 'f 11 Civ A Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 38.67 0.000 415.55 0.006 0.005 ----- ----- ----- ----- ----- ----- ----- 0.005 38.83 0.000 415.55 0.005 0.004 ----- ----- ----- ----- ----- ---- ---- 0.004 39.00 0.000 415.55 0.005 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004 39.17 0.000 415.55 0.005 0.004 ----- ----- ----- ----- ---- ----- ----- 0.004 39.33 0.000 415.55 0.004 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004 39.50 0.000 415.54 0.004 0.004 ----- ----- ---- ---- ----- ----- ----- 0.004 39.67 0.000 415.54 0.004 0.004 ---- ----- ----- ----- ---- ----- ----- 0.004 39.83 0.000 415.54 0.004 0.003 ----- ----- ----- ---- ----- ----- ----- 0.003 40.00 0.000 415.54 0.004 0.003 ----- ----- ---- ----- ----- ----- ----- 0.003 40.17 0.000 415.54 0.004 0.003 ----- ----- ---- ---- ----- ----- ----- 0.003 40.33 0.000 415.54 0.004 0.003 ----- ---_ ____ _____ _____ _____ _____ 0.003 40.50 0.000 415.53 0.003 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003 40.67 0.000 415.53 0.003 0.003 ----- ----- ----- ----- ----- ----- ----- 0.003 40.83 0.000 415.53 0.003 0.003 ----- ---- ---- ----- ----- ----- ----- 0.003 41.00 0.000 415.53 0.003 0.003 ----- ----- ----- ---- ----- ----- ----- 0.003 41.17 0.000 415.53 0.003 0.002 ----- ----- ---- ----- ----- ----- ----- 0.002 41.33 0.000 415.53 0.003 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002 41.50 0.000 415.53 0.003 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002 41.67 0.000 415.53 0.003 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002 41.83 0.000 415.53 0.002 0.002 ----- ----- ----- ---- ----- ----- ----- 0.002 42.00 0.000 415.52 0.002 0.002 ----- ----- ---- ---- ----- ----- ----- 0.002 42.17 0.000 415.52 0.002 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002 42.33 0.000 415.52 0.002 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002 42.50 0.000 415.52 0.002 0.002 ---- ----- ----- ----- ----- ----- ----- 0.002 42.67 0.000 415.52 0.002 0.002 ----- ----- ----- ----- ----- ----- ----- 0.002 42.83 0.000 415.52 0.002 0.002 ----- ----- ----- ----- ----- ---- ----- 0.002 43.00 0.000 415.52 0.002 0.002 ----- ----- ---- ----- ----- ----- ----- 0.002 .End a. Pond Report 12 Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 1 2016 i. Pond No. 1 - Detention Pond 1 Pond Data Pond storage is based on user -defined values. lift Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft) 0.00 415.00 n/a 0 0 ■r 0.50 415.50 n/a 445 445 1.00 416.00 n/a 650 1,095 2.00 417.00 n/a 2,130 3,225 3.00 418.00 n/a 3,200 6,425 4.00 419.00 n/a 5,560 11,985 5.00 420.00 n/a 8,170 20,155 5.50 420.50 n/a 4,600 24,755 5.75 420.75 n/a 2,550 27,305 6.00 421.00 n/a 275 27,580 rr 7.00 422.00 n/a 16,720 44,300 8.00 423.00 n/a 20,380 64,680 9.00 424.00 n/a 25,800 90,480 9.50 424.50 n/a 13,410 103,890 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 48.00 2.00 Inactive Inactive Crest Len (ft) = 12.00 15.00 Inactive Inactive Span (in) = 48.00 2.00 24.00 0.00 Crest EI. (ft) = 420.50 423.50 0.00 0.00 No. Barrels = 1 1 3 0 Weir Coeff. = 3.33 3.33 3.33 3.33 +�a Invert El. (ft) = 415.40 415.50 420.75 0.00 Weir Type = Rect Ciplti Ciplti --- Length (ft) = 150.00 0.00 65.00 0.00 Multi -Stage = Yes No No No Slope (%) = 1.15 0.00 2.69 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 Civ A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs rr 0.00 0 415.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.05 45 415.05 0.00 0.00 0.00 --- 0.00 0.00 --- 0.000 0.10 89 415.10 0.00 0.00 0.00 --- 0.00 0.00 -- -- --- -- 0.000 0.15 134 415.15 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.20 178 415.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 irr 0.25 223 415.25 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- 0.000 0.30 267 415.30 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- 0.000 0.35 312 415.35 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.40 356 415.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 0.45 401 415.45 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000 rw 0.50 445 415.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000 0.55 510 415.55 0.00 is 0.00 is 0.00 --- 0.00 0.00 --- --- --- --- 0.004 0.60 575 415.60 0.01 is 0.01 is 0.00 --- 0.00 0.00 --- -- --- --- 0.015 0.65 640 415.65 0.03 is 0.03 is 0.00 --- 0.00 0.00 --- --- --- --- 0.027 rr 0.70 705 415.70 0.04 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- -- 0.036 0.75 770 415.75 0.04 is 0.04 is 0.00 --- 0.00 0.00 --- --- --- --- 0.043 0.80 835 415.80 0.05 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.049 0.85 900 415.85 0.05 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.054 0.90 965 415.90 0.07 is 0.06 is 0.00 --- 0.00 0.00 --- --- --- -- 0.059 w 0.95 1,030 415.95 0.07 is 0.06 is 0.00 --- 0.00 0.00 --- --- --- -- 0.064 1.00 1,095 416.00 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- -- --- --- 0.068 1.10 1,308 416.10 0.08 is 0.08 is 0.00 --- 0.00 0.00 --- --- --- --- 0.075 1.20 1,521 416.20 0.08 is 0.08 is 0.00 --- 0.00 0.00 --- --- --- --- 0.082 1.30 1,734 416.30 0.10 is 0.09 is 0.00 --- 0.00 0.00 --- --- --- --- 0.089 1.40 1,947 416.40 0.10 is 0.09 is 0.00 --- 0.00 0.00 --- --- 0.095 1.50 2,160 416.50 0.10 is 0.10 is 0.00 --- 0.00 0.00 --- --- --- - 0.101 1.60 2,373 416.60 0.12 is 0.11 is 0.00 --- 0.00 0.00 --- --- --- --- 0.106 1.70 2,586 416.70 0.12 is 0.11 is 0.00 --- 0.00 0.00 --- --- --- --- 0.111 r 1.80 2,799 416.80 0.12 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- --- 0.116 1.90 3,012 416.90 0.12 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- --- 0.121 Continues on next page... 0 13 Detention Pond 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 2.00 3,225 417.00 0.13 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- --- 0.125 2.10 3,545 417.10 0.14 is 0.13 is 0.00 --- 0.00 0.00 --- --- --- -- 0.129 2.20 3,865 417.20 0.14 is 0.13 is 0.00 --- 0.00 0.00 --- --- -- --- 0.134 2.30 4,185 417.30 0.14 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- -- 0.138 2.40 4,505 417.40 0.14 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- --- 0.142 2.50 4,825 417.50 0.15 is 0.15 is 0.00 --- 0.00 0.00 --- --- --- -- 0.145 2.60 5,145 417.60 0.15 is 0.15 is 0.00 --- 0.00 0.00 --- --- --- --- 0.149 2.70 5,465 417.70 0.17 is 0.15 is 0.00 --- 0.00 0.00 --- --- --- --- 0.153 2.80 5,785 417.80 0.17 is 0.16 is 0.00 --- 0.00 0.00 --- --- --- --- 0.156 2.90 6,105 417.90 0.17 is 0.16 is 0.00 --- 0.00 0.00 --- --- --- -- 0.160 3.00 6,425 418.00 0.17 is 0.16 is 0.00 --- 0.00 0.00 --- -- --- --- 0.163 3.10 6,981 418.10 0.17 is 0.17 is 0.00 --- 0.00 0.00 --- --- --- --- 0.167 3.20 7,537 418.20 0.17 is 0.17 is 0.00 --- 0.00 0.00 --- --- --- -- 0.170 3.30 8,093 418.30 0.17 is 0.17 is 0.00 --- 0.00 0.00 --- -- --- --- 0.173 3.40 8,649 418.40 0.18 is 0.18 is 0.00 --- 0.00 0.00 --- --- --- --- 0.176 3.50 9,205 418.50 0.20 is 0.18 is 0.00 --- 0.00 0.00 --- --- - --- 0.179 3.60 9,761 418.60 0.20 is 0.18 is 0.00 -- 0.00 0.00 --- --- - --- 0.182 3.70 10,317 418.70 0.20 is 0.19 is 0.00 --- 0.00 0.00 - - - --- 0.185 3.80 10,873 418.80 0.20 is 0.19 is 0.00 --- 0.00 0.00 --- --- --- --- 0.188 3.90 11,429 418.90 0.20 is 0.19 is 0.00 --- 0.00 0.00 --- --- --- --- 0.191 4.00 11,985 419.00 0.20 is 0.19 is 0.00 --- 0.00 0.00 --- --- --- --- 0.194 4.10 12,802 419.10 0.20 is 0.20 is 0.00 --- 0.00 0.00 --- --- --- --- 0.197 4.20 13,619 419.20 0.20 is 0.20 is 0.00 --- 0.00 0.00 --- --- --- -- 0.200 4.30 14,436 419.30 0.20 is 0.20 is 0.00 -- 0.00 0.00 --- --- --- --- 0.202 4.40 15,253 419.40 0.21 is 0.21 is 0.00 --- 0.00 0.00 --- --- --- --- 0.205 4.50 16,070 419.50 0.21 is 0.21 is 0.00 --- 0.00 0.00 -- --- --- --- 0.208 4.60 16,887 419.60 0.23 is 0.21 is 0.00 -- 0.00 0.00 - --- --- --- 0.211 4.70 17,704 419.70 0.23 is 0.21 is 0.00 --- 0.00 0.00 --- --- --- -- 0.213 4.80 18,521 419.80 0.23 is 0.22 is 0.00 --- 0.00 0.00 --- --- --- --- 0.216 4.90 19,338 419.90 0.23 is 0.22 is 0.00 --- 0.00 0.00 --- --- --- --- 0.218 5.00 20,155 420.00 0.23 is 0.22 is 0.00 - 0.00 0.00 --- --- --- --- 0.221 5.05 20,615 420.05 0.23 is 0.22 is 0.00 - 0.00 0.00 --- --- --- --- 0.222 5.10 21,075 420.10 0.23 is 0.22 is 0.00 --- 0.00 0.00 --- --- --- --- 0.223 5.15 21,535 420.15 0.23 is 0.22 is 0.00 --- 0.00 0.00 --- --- --- --- 0.224 5.20 21,995 420.20 0.23 is 0.23 is 0.00 --- 0.00 0.00 --- --- --- --- 0.226 5.25 22,455 420.25 0.23 is 0.23 is 0.00 -- 0.00 0.00 --- --- --- --- 0.227 5.30 22,915 420.30 0.23 is 0.23 is 0.00 --- 0.00 0.00 --- --- --- --- 0.228 5.35 23,375 420.35 0.23 is 0.23 is 0.00 --- 0.00 0.00 - --- --- --- 0.229 5.40 23,835 420.40 0.23 is 0.23 is 0.00 --- 0.00 0.00 - --- --- -- 0.231 5.45 24,295 420.45 0.23 is 0.23 is 0.00 --- 0.00 0.00 --- --- --- --- 0.232 5.50 24,755 420.50 0.23 is 0.23 is 0.00 --- 0.00 0.00 --- --- --- --- 0.233 5.53 25,010 420.52 0.41 is 0.23 is 0.00 --- 0.16 0.00 --- --- --- --- 0.391 5.55 25,265 420.55 0.68 is 0.23 is 0.00 --- 0.45 0.00 --- --- --- 0.679 5.57 25,520 420.58 1.05 is 0.23 is 0.00 --- 0.82 0.00 --- -- --- --- 1.052 5.60 25,775 420.60 1.51 is 0.23 is 0.00 --- 1.26 0.00 --- --- --- -- 1.494 5.63 26,030 420.63 2.00 is 0.23 is 0.00 --- 1.77 0.00 --- --- --- --- 1.995 5.65 26,285 420.65 2.55 is 0.23 is 0.00 --- 2.32 0.00 --- --- --- --- 2.549 5.68 26,540 420.67 3.15 is 0.23 is 0.00 --- 2.93 0.00 --- --- --- --- 3.152 5.70 26,795 420.70 3.88 is 0.23 is 0.00 -- 3.57 0.00 --- --- --- --- 3.801 5.73 27,050 420.72 4.49 is 0.23 is 0.00 --- 4.26 0.00 --- --- --- -- 4.488 5.75 27,305 420.75 5.35 is 0.22 is 0.00 --- 4.99 0.00 --- --- --- --- 5.220 5.78 27,333 420.77 6.03 is 0.22 is 0.00 --- 5.76 0.00 -- --- --- --- 5.987 5.80 27,360 420.80 6.79 is 0.22 is 0.00 --- 6.57 0.00 --- --- --- --- 6.789 5.82 27,388 420.83 7.63 is 0.22 is 0.00 --- 7.40 0.00 --- --- --- --- 7.626 5.85 27,415 420.85 8.50 is 0.22 is 0.00 --- 8.27 0.00 --- --- --- --- 8.496 5.88 27,443 420.88 9.40 is 0.22 is 0.00 --- 9.18 0.00 --- --- - -- 9.397 5.90 27,470 420.90 10.33 is 0.22 is 0.00 -- 10.11 0.00 --- --- -- --- 10.33 5.93 27,498 420.92 11.29 is 0.22 is 0.00 --- 11.07 0.00 --- --- --- -- 11.29 5.95 27,525 420.95 12.33 is 0.22 is 0.00 --- 12.06 0.00 --- --- --- --- 1228 5.98 27,553 420.97 13.46 is 0.22 is 0.00 --- 13.08 0.00 --- --- --- --- 13.30 6.00 27,580 421.00 14.64 is 0.22 is 0.00 --- 14.13 0.00 --- --- --- --- 14.35 6.10 29,252 421.10 19.19 is 0.21 is 0.00 --- 18.57 0.00 --- --- --- --- 18.79 6.20 30,924 421.20 23.62 is 0.21 is 0.00 --- 23.40 0.00 --- --- --- --- 23.62 6.30 32,596 421.30 29.18 is 0.21 is 0.00 --- 28.59 0.00 --- --- --- --- 28.80 6.40 34,268 421.40 34.33 is 0.21 is 0.00 --- 34.12 0.00 --- --- --- --- 34.32 6.50 35,940 421.50 40.52 is 0.20 is 0.00 --- 39.96 0.00 --- --- -- --- 40.16 6.60 37,612 421.60 46.84 is 0.20 is 0.00 --- 46.10 0.00 --- --- --- --- 46.30 6.70 39,284 421.70 53.08 is 0.20 is 0.00 --- 52.53 0.00 --- --- --- --- 52.73 6.80 40,956 421.80 59.90 is 0.19 is 0.00 --- 59.23 0.00 --- --- --- --- 59.42 6.90 42,628 421.90 66.39 is 0.19 is 0.00 --- 66.20 0.00 --- --- --- --- 66.39 7.00 44,300 422.00 73.60 is 0.19 is 0.00 --- 73.41 0.00 --- --- --- --- 73.60 7.10 46,338 422.10 81.05 is 0.18 is 0.00 --- 80.87 0.00 --- --- --- --- 81.05 Continues on next page... r. 14 err No am w I= an Detention Pond 1 Stage / Storage / Discharge Table rw Stage Storage Elevation Clv A Clv B CIV C PrfRsr Wr A Wr B Wr C Wrl) Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 7.20 48,376 422.20 88.75 is 0.17 is 0.00 --- 88.57 0.00 --- -- --- --- 88.74 a• 7.30 50,414 422.30 96.66 is 0.16 is 0.00 --- 96.50 0.00 --- --- --- --- 96.66 7.40 52,452 422.40 104.80 is 0.15 is 0.00 --- 104.65 0.00 --- --- --- --- 104.80 7.50 54,490 422.50 111.01 is 0.14 is 0.00 --- 110.87s 0.00 - --- --- --- 111.01 7.60 56,528 422.60 115.40 is 0.13 is 0.00 --- 115.27s 0.00 - --- --- -- 115.40 7.70 58,566 422.70 119.16 is 0.13 is 0.00 --- 119.03s 0.00 --- --- --- --- 119.16 7.80 60,604 422.80 122.50 is 0.12 is 0.00 --- 122.38s 0.00 --- --- --- -- 122.50 7.90 62,642 422.90 125.54 is 0.11 is 0.00 --- 125.42s 0.00 --- --- -- --- 125.54 8.00 64,680 423.00 128.32 is 0.11 is 0.00 --- 128.20s 0.00 --- --- -- -- 128.31 8.10 67,260 423.10 130.90 is 0.11 is 0.00 --- 130.79s 0.00 --- --- --- --- 130.89 8.20 69,840 423.20 133.31 is 0.10 is 0.00 --- 133.20s 0.00 --- --- -- --- 133.30 8.30 72,420 423.30 135.57 is 0.10 is 0.00 --- 135.47s 0.00 --- --- --- --- 135.57 8.40 75,000 423.40 137.71 is 0.10 is 0.00 --- 137.61 s 0.00 --- --- --- --- 137.70 8.50 77,580 423.50 139.74 is 0.09 is 0.00 --- 139.64s 0.00 --- -- -- - 139.74 8.60 80,160 423.60 141.68 is 0.09 is 0.00 --- 141.59s 1.58 --- --- --- --- 143.26 No 8.70 82,740 423.70 143.53 is 0.09 is 0.00 --- 143.44s 4.47 --- --- --- --- 148.00 8.80 85,320 423.80 145.31 is 0.08 is 0.00 -- 145.23s 8.21 --- --- --- --- 153.52 8.90 87,900 423.90 147.03 is 0.08 is 0.00 --- 146.95s 12.64 --- --- -- - 159.67 9.00 90,480 424.00 148.69 is 0.08 is 0.00 --- 148.61 s 17.66 --- --- --- -- 166.35 9.05 91,821 424.05 149.50 is 0.08 is 0.00 --- 149.41 s 20.37 -- --- --- --- 169.87 9.10 93,162 424.10 150.29 is 0.08 is 0.00 --- 150.21 s 23.22 --- --- -- -- 173.50 9.15 94,503 424.15 151.08 is 0.08 is 0.00 --- 150.99s 26.18 --- -- --- --- 177.25 9.20 95,844 424.20 151.85 is 0.07 is 0.00 --- 151.77s 29.25 --- --- --- --- 181.10 9.25 97,185 424.25 152.61 is 0.07 is 0.00 --- 152.53s 32.44 --- --- --- --- 185.04 m 9.30 98,526 424.30 153.37 is 0.07 is 0.00 --- 153.29s 35.73 --- --- --- --- 189.09 9.35 99,867 424.35 154.11 is 0.07 is 0.00 --- 154.04s 39.14 --- -- --- --- 193.25 9.40 101,208 424.40 154.84 is 0.07 is 0.00 --- 154.76s 42.64 --- --- -- --- 197.47 9.45 102,549 424.45 155.57 is 0.07 is 0.00 --- 155.50s 46.24 --- --- --- -- 201.81 9.50 103,890 424.50 156.29 is 0.07 is 0.00 --- 156.21 s 49.95 --- --- --- -- 206.23 go ...End err No am w I= an i 15 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 6.518 1 722 17,767 ------ -- ------ Drainage Area A+C 2 Reservoir 0.187 1 1097 17,265 1 418.76 10,630 Detention Pond 1 pantops detention pond.gpw Return Period: 2 Year Wednesday, 09 / 21 / 2016 Continues on next page... .. Hydrograph Report 16 M Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 / 2016 Hyd. No. 1 M Drainage Area A+C Hydrograph type = SCS Runoff Peak discharge = 6.518 cfs M Storm frequency = 2 yrs Time to peak = 12.03 hrs Time interval = 1 min Hyd. volume = 17,767 cuft Drainage area = 5.370 ac Curve number = 66.600 Basin Slope = 0.0 % Hydraulic length = 0 ft M Tc method = User Time of conc. (Tc) = 13.0 min Total precip. = 3.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 nr Hydrograph Discharge Table � (Printed values >= 1.00% of Qp. Print interval = 10) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 11.63 0.068 14.63 0.328 17.63 0.202 20.63 0.139 11.80 0.890 14.80 0.319 17.80 0.198 20.80 0.138 11.97 5.233 14.97 0.309 17.97 0.194 20.97 0.137 rm 12.13 4.454 15.13 0.299 18.13 0.190 21.13 0.137 12.30 1.383 15.30 0.289 18.30 0.187 21.30 0.136 r. 12.47 1.083 15.47 0.278 18.47 0.183 21.47 0.135 12.63 0.817 15.63 0.268 18.63 0.179 21.63 0.135 r�. 12.80 0.697 15.80 0.257 18.80 0.175 21.80 0.134 r. 12.97 0.630 15.97 0.246 18.97 0.171 21.97 0.133 13.13 0.565 16.13 0.236 19.13 0.166 22.13 0.133 .. 13.30 0.521 16.30 0.231 19.30 0.162 22.30 0.132 13.47 0.483 16.47 0.228 19.47 0.158 22.47 0.131 13.63 0.446 16.63 0.224 19.63 0.154 22.63 0.130 13.80 0.415 16.80 0.221 19.80 0.150 22.80 0.130 rr 13.97 0.387 16.97 0.217 19.97 0.146 22.97 0.129 14.13 0.360 17.13 0.213 20.13 0.142 23.13 0.128 14.30 0.347 17.30 0.210 20.30 0.140 23.30 0.127 i�. 14.47 0.338 17.47 0.206 20.47 0.140 23.47 0.127 Continues on next page... .. 17 Drainage Area A+C Hydrograph Discharge Table Time -- Outflow (hrs cfs) 23.63 0.126 23.80 0.125 23.97 0.124 24.13 0.071 .End C ra, � r�, Continues on next page... r Hydrograph Report 18 M Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 / 2016 Hyd. No. 2 M Detention Pond 1 Hydrograph type = Reservoir Peak discharge = 0.187 cfs „ Storm frequency = 2 yrs Time to peak = 18.28 hrs Time interval = 1 min Hyd. volume = 17,265 cuft Inflow hyd. No. = 1 - Drainage Area A+(Reservoir name = Detention Pond 1 M Max. Elevation = 418.76 ft Max. Storage = 10,630 cuft Storage Indication method used. w Hydrograph Discharge Table (Printed values -1.00%ofQp. Print interval =10) Time Inflow Elevation Civ A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil outflow r,. (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.00 6.156 416.64 0.120 0.108 ----- ----- ---- ---- ---- ----- ---- 0.108 +r 12.17 3.518 417.77 0.170 0.155 ----- ----- ----- ---- ----- ---- ----- 0.155 12.33 1.298 418.07 0.170 0.165 ----- ---- ----- ----- ----- ----- ---- 0.165 rr 12.50 1.025 418.17 0.170 0.169 ---- ----- ----- ----- --- ----- ----- 0.169 12.67 0.781 418.25 0.172 0.172 ----- ---- ----- ----- ---- ----- --- 0.172 12.83 0.683 418.31 0.174 0.173 ----- ----- ----- ----- ----- ---- ----- 0.173 13.00 0.617 418.36 0.175 0.175 ---- ----- ----- --- ----- ----- ----- 0.175 r 13.17 0.555 418.41 0.178 0.176 ----- ----- ----- ----- ---- ---- --- 0.176 13.33 0.513 418.45 0.187 0.178 ----- ---- ----- ----- ----- ----- ---- 0.178 w 13.50 0.476 418.48 0.195 0.179 ----- ----- --- ----- ----- ---- ----- 0.179 .r 13.67 0.439 418.51 0.200 0.180 ----- ---- ----- ----- ----- ----- ----- 0.180 13.83 0.410 418.54 0.200 0.180 ----- ----- ----- ----- ---- ----- ----- 0.180 +.. 14.00 0.381 418.56 0.200 0.181 ----- ----- ----- ---- ----- ---- ---- 0.181 14.17 0.357 418.58 0.200 0.182 ----- ----- ----- ---- ---- ----- ---- 0.182 14.33 0.345 418.60 0.200 0.182 ----- ----- ----- ----- ----- ----- ----- 0.182 14.50 0.336 418.61 0.200 0.183 ---- ----- ----- ----- ----- ----- ----- 0.183 14.67 0.326 418.63 0.200 0.183 ----- ----- ----- ----- ---- ----- ----- 0.183 14.83 0.317 418.64 0.200 0.184 ----- ----- ----- ----- ----- ----- ----- 0.184 ro 15.00 0.307 418.66 0.200 0.184 ----- ----- ----- ----- ----- ----- ----- 0.184 15.17 0.297 418.67 0.200 0.185 ----- ----- ----- ----- ----- ----- ----- 0.185 Continues on next page... r 19 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs ds cfs cfs cfs cfs cfs cfs 15.33 0.287 418.68 0.200 0.185 ---- ----- ----- ----- ----- ----- ----- 0.185 15.50 0.276 418.69 0.200 0.185 ----- ----- ----- ----- ----- ----- ----- 0.185 15.67 0.266 418.70 0.200 0.185 ----- ----- ----- ----- ----- ----- ----- 0.185 15.83 0.255 418.71 0.200 0.186 ----- ----- ----- ----- ----- ----- ----- 0.186 16.00 0.244 418.72 0.200 0.186 ----- ----- ----- ----- ----- ----- ----- 0.186 16.17 0.235 418.72 0.200 0.186 ----- ----- ---- ----- ----- ---- ---- 0.186 ----- 0.186 16.33 0.230 418.73 0.200 0.186 ----- ----- ----- ----- ----- ----- 16.50 0.227 418.73 0.200 0.186 ----- ---- ----- ----- ----- ----- ----- 0.186 16.67 0.223 418.74 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 16.83 0.220 418.74 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 17.00 0.216 418.74 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 17.17 0.213 418.75 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 17.33 0.209 418.75 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 17.50 0.205 418.75 0.200 0.187 ----- ----- ---- ----- ----- ----- ----- 0.187 17.67 0.201 418.75 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 17.83 0.197 418.75 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 18.00 0.194 418.76 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 18.17 0.190 418.76 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 18.33 0.186 418.76 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 18.50 0.182 418.76 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 18.67 0.178 418.76 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 18.83 0.174 418.75 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 19.00 0.170 418.75 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 19.17 0.166 418.75 0.200 0.187 ----- ----- ----- ---- ----- ---- ---- 0.187 19.33 0.161 418.75 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 19.50 0.157 418.74 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 19.67 0.153 418.74 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 19.83 0.149 418.74 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 Continues on next page... "` Continues on next page... 20 Detention Pond 1 OM Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.00 0.145 418.73 0.200 0.186 ---- ----- ----- ---- ----- ----- ----- 0.186 20.17 0.141 418.73 0.200 0.186 ----- ---- ----- ----- ----- ----- ----- 0.186 20.33 0.140 418.72 0.200 0.186 ----- ----- ---- ---- ----- ----- --- 0.186 20.50 0.139 418.72 0.200 0.186 ----- ----- ----- ----- ----- ----- ----- 0.186 20.67 0.139 418.71 0.200 0.186 ---- ---- ----- ---- ---- ---- ----- 0.186 r. 20.83 0.138 418.71 0.200 0.186 ----- ----- --- ---- --- ---- --- 0.186 21.00 0.137 418.70 0.200 0.186 ----- ----- ----- ----- ----- ----- ----- 0.186 21.17 0.137 418.70 0.200 0.185 --- ---- ----- --- ----- ---- ---- 0.185 r. 21.33 0.136 418.69 0.200 0.185 ----- ---- ----- ----- ----- ----- ----- 0.185 21.50 0.135 418.69 0.200 0.185 ----- ---- --- ---- ----- ----- ----- 0.185 irr 21.67 0.135 418.68 0.200 0.185 ----- ----- ---- ----- ----- ----- ----- 0.185 21.83 0.134 418.68 0.200 0.185 ----- ---- --- ----- ---- ----- ---- 0.185 22.00 0.133 418.67 0.200 0.185 ----- ----- --- ----- ----- ----- ----- 0.185 22.17 0.132 418.67 0.200 0.184 ----- ----- ---- ----- ----- ----- ---- 0.184 22.33 0.132 418.66 0.200 0.184 ---- ----- ----- ----- ----- ---- ----- 0.184 22.50 0.131 418.65 0.200 0.184 ----- ---- ----- ---- ----- ---- ----- 0.184 w 22.67 0.130 418.65 0.200 0.184 ----- ---- ----- ---- ----- ----- ----- 0.184 22.83 0.129 418.64 0.200 0.184 ---- ----- ----- --- ----- ----- ----- 0.184 r 23.00 0.129 418.64 0.200 0.184 ----- ----- ----- ----- ---- ----- ----- 0.184 23.17 0.128 418.63 0.200 0.183 ----- ---- ----- ----- ----- ---- ----- 0.183 23.33 0.127 418.62 0.200 0.183 ----- ---- ----- ---- ----- ----- ---- 0.183 ,,. 23.50 0.126 418.62 0.200 0.183 ----- ----- ----- ---- ----- ----- ----- 0.183 23.67 0.126 418.61 0.200 0.183 ----- ----- ---- ---- ---- ----- ---- 0.183 23.83 0.125 418.61 0.200 0.183 ----- ----- ----- ---- ----- ---- ----- 0.183 24.00 0.124 418.60 0.200 0.182 ---- ---- ---- ---- ----- ----- ----- 0.182 " 24.17 0.050 418.59 0.200 0.182 ----- ----- ----- ---- ----- ----- ----- 0.182 24.33 0.000 418.57 0.200 0.182 ----- ----- ----- ----- ----- ---- ----- 0.182 24.50 0.000 418.55 0.200 0.181 ----- ----- ----- ----- ---- ---- ---- 0.181 "` Continues on next page... 21 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 24.67 0.000 418.53 0.200 0.180 ----- ----- ----- ----- ----- ----- ----- 0.180 24.83 0.000 418.51 0.200 0.180 ----- ----- ----- ----- ----- ----- ----- 0.180 25.00 0.000 418.50 0.199 0.179 ----- ----- ---- ----- ---- ----- ----- 0.179 25.17 0.000 418.48 0.194 0.179 ----- ----- ----- ----- ----- ----- ----- 0.179 25.33 0.000 418.46 0.190 0.178 ----- ----- ----- ----- ----- ----- ----- 0.178 25.50 0.000 418.44 0.185 0.177 ----- ----- ---- ----- ----- ----- ----- 0.177 25.67 0.000 418.42 0.181 0.177 ----- ----- ----- ----- ----- ----- ----- 0.177 25.83 0.000 418.40 0.176 0.176 ----- ----- ----- ---- ----- ----- ----- 0.176 26.00 0.000 418.38 0.176 0.176 ----- ----- ----- ----- ----- ----- ---- 0.176 26.17 0.000 418.36 0.175 0.175 ----- ----- ----- ----- ----- ---- ----- 0.175 26.33 0.000 418.34 0.175 0.174 ----- ----- ----- ----- ----- ----- ----- 0.174 26.50 0.000 418.32 0.174 0.174 ----- ----- ----- ----- ----- ----- ----- 0.174 26.67 0.000 418.30 0.173 0.173 ----- ----- ----- ----- ----- ----- ----- 0.173 26.83 0.000 418.29 0.173 0.173 ----- ----- ----- ----- ----- ----- ---- 0.173 27.00 0.000 418.27 0.172 0.172 ----- ----- ----- ----- ----- ----- ----- 0.172 27.17 0.000 418.25 0.172 0.171 ----- ----- ----- ----- ----- ----- ----- 0.171 27.33 0.000 418.23 0.171 0.171 ----- ----- ---- ---- ----- ----- ----- 0.171 27.50 0.000 418.21 0.170 0.170 ----- ----- ----- ----- ----- ----- ---- 0.170 27.67 0.000 418.19 0.170 0.170 ----- ----- ----- ----- ----- ----- ----- 0.170 27.83 0.000 418.18 0.170 0.169 ----- ----- ----- ----- ----- ----- ----- 0.169 28.00 0.000 418.16 0.170 0.169 ----- ----- ----- ----- ----- ----- ----- 0.169 28.17 0.000 418.14 0.170 0.168 ----- ----- ----- ----- ----- ----- ---- 0.168 28.33 0.000 418.12 0.170 0.167 ----- ----- ----- ----- ----- ----- ----- 0.167 28.50 0.000 418.10 0.170 0.167 ----- ----- ----- ----- ----- ----- ----- 0.167 28.67 0.000 418.09 0.170 0.166 ----- ----- ----- ----- ----- ----- ----- 0.166 28.83 0.000 418.07 0.170 0.166 ----- ----- ----- ----- ----- ----- ----- 0.166 29.00 0.000 418.05 0.170 0.165 ----- ----- ----- ----- ----- ----- ----- 0.165 29.17 0.000 418.03 0.170 0.164 ----- ----- ----- ----- ---- ----- ----- 0.164 Continues on next page... rr 22 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs ds ds 29.33 0.000 418.01 0.170 0.164 ----- ----- ----- ----- ----- ----- --- 0.164 29.50 0.000 417.99 0.170 0.163 ----- ----- ----- ----- ----- ----- ---- 0.163 29.67 0.000 417.96 0.170 0.162 ----- ----- ----- ----- ----- ---- ----- 0.162 r. 29.83 0.000 417.93 0.170 0.161 ---- ----- ----- ---- ----- --- ---- 0.161 30.00 0.000 417.90 0.170 0.160 ----- ----- ----- ---- ---- ----- --- 0.160 r. 30.17 0.000 417.87 0.170 0.159 ----- ----- ---- ---- -___ ____ ____ 0.159 30.33 0.000 417.84 0.170 0.158 ---- ---- ----- ----- ----- ---- --- 0.158 Yr. 30.50 0.000 417.81 0.170 0.157 ---- ----- ----- ---- --- --- --- 0.157 30.67 0.000 417.78 0.170 0.156 ---- ----- ----- ---- ---- ---- ---- 0.156 30.83 0.000 417.76 0.170 0.155 ----- ----- ----- ----- ---- ----- ---- 0.155 +r. 31.00 0.000 417.73 0.170 0.154 ---- ----- ----- ----- ----- ----- ---- 0.154 31.17 0.000 417.70 0.169 0.153 ---- ----- ----- ----- ____ ___ ____ 0.153 31.33 0.000 417.67 0.164 0.152 ----- ----- ----- ---- ---- ----- ---- 0.152 31.50 0.000 417.64 0.158 0.151 ----- ----- ----- ----- ----- ----- ----- 0.151 31.67 0.000 417.61 0.152 0.150 ----- ----- ----- ---- ----- ----- ----- 0.150 31.83 0.000 417.58 0.149 0.149 ---- ----- ----- ---- ---- ---- ---- 0.149 rr 32.00 0.000 417.56 0.148 0.148 ----- ----- ----- ----- ---- ---- --- 0.148 32.17 0.000 417.53 0.147 0.147 ----- ----- ---- ----- ---- ----- ---- 0.147 32.33 0.000 417.50 0.146 0.145 ----- ---- ----- ----- ____ ____ _____ 0.145 w 32.50 0.000 417.47 0.145 0.144 --- ----- ----- ----- ---- ----- --- 0.144 32.67 0.000 417.45 0.144 0.143 ----- ----- ---- ---- ---- ----- ----- 0.143 32.83 0.000 417.42 0.144 0.142 ----- ----- ---- ----- ----- ----- ----- 0.142 33.00 0.000 417.39 0.143 0.141 ----- ----- ----- ---- ----- ---- ---- 0.141 +� 33.17 0.000 417.37 0.143 0.140 ----- ----- ----- ----- ---- ----- ----- 0.140 33.33 0.000 417.34 0.143 0.139 ----- ----- ----- ----- ----- ----- ----- 0.139 33.50 0.000 417.32 0.143 0.138 ----- ----- ----- ----- ----- ----- ----- 0.138 33.67 0.000 417.29 0.143 0.137 ----- ----- ----- ----- ----- --- ----- 0.137 r. 33.83 0.000 417.26 0.143 0.136 ----- ----- ----- ----- ----- ----- --- 0.136 "" Continues on next page... Detention Pond 1 Hydrograph Discharge Table Time 3 Elevation Civ A 23 Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) ds ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 34.00 0.000 417.24 0.143 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135 34.17 0.000 417.21 0.143 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134 34.33 0.000 417.19 0.143 0.133 ----- ----- ----- ----- ----- ----- ---- 0.133 34.50 0.000 417.16 0.143 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132 34.67 0.000 417.14 0.143 0.131 ----- ----- ----- ----- ----- ----- ---- 0.131 34.83 0.000 417.11 0.143 0.130 ----- ----- ----- ----- ----- ---- ----- 0.130 35.00 0.000 417.09 0.142 0.129 ----- ---- ----- ----- ----- ----- ----- 0.129 35.17 0.000 417.07 0.137 0.128 ----- ----- ----- ----- ----- ----- ---- 0.128 35.33 0.000 417.04 0.133 0.127 ----- ----- ---- ----- ----- ----- ---- 0.127 35.50 0.000 417.02 0.128 0.126 ---- ----- ----- ----- ----- ----- ----- 0.126 35.67 0.000 416.99 0.125 0.125 ----- ----- ----- ----- ----- ----- ----- 0.125 35.83 0.000 416.96 0.123 0.123 ----- ----- ----- ----- ----- ----- ----- 0.123 36.00 0.000 416.92 0.122 0.122 ---- ---- ----- ----- ----- ----- ----- 0.122 36.17 0.000 416.89 0.121 0.120 ----- ----- ----- ----- ---- ----- ----- 0.120 36.33 0.000 416.86 0.120 0.118 ----- ----- ----- ----- ----- ----- ---- 0.118 36.50 0.000 416.82 0.120 0.117 ----- ----- ---- ----- ----- ----- ---- 0.117 36.67 0.000 416.79 0.120 0.115 ----- ----- ----- ----- ----- ----- ----- 0.115 36.83 0.000 416.76 0.120 0.114 ----- ----- ----- ----- ----- ----- ---- 0.114 37.00 0.000 416.73 0.120 0.112 ----- ----- ----- ----- ----- ----- ----- 0.112 37.17 0.000 416.69 0.120 0.111 ----- ----- ----- ----- ----- ----- ----- 0.111 37.33 0.000 416.66 0.120 0.109 ----- ----- ---- ----- ----- ----- ---- 0.109 37.50 0.000 416.63 0.120 0.108 ----- ----- ----- ----- ----- ----- ----- 0.108 37.67 0.000 416.60 0.120 0.106 ----- ----- ----- ----- ----- ----- ----- 0.106 37.83 0.000 416.57 0.115 0.104 ----- ----- ----- ----- ----- ----- ----- 0.104 38.00 0.000 416.54 0.109 0.103 ----- ----- ----- ----- ----- ----- ----- 0.103 38.17 0.000 416.52 0.104 0.101 ----- ---- ----- ----- ----- ----- ----- 0.101 38.33 0.000 416.49 0.100 0.100 ---- ----- ----- ----- ----- ----- ----- 0.100 38.50 0.000 416.46 0.100 0.098 ----- ----- ----- ----- ----- ----- ----- 0.098 Continues on next page... in 24 Detention Pond 1 am Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 38.67 0.000 416.43 0.100 0.097 ---- ----- ----- ----- ----- ----- ----- 0.097 ` 38.83 0.000 416.40 0.100 0.095 ----- ----- ----- --- ---- ----- ----- 0.095 39.00 0.000 416.38 0.100 0.094 ----- ----- ---- ---- ----- ----- ----- 0.094 rrr 39.17 0.000 416.35 0.100 0.092 ----- ----- ----- ----- ----- ----- ----- 0.092 39.33 0.000 416.33 0.100 0.090 ----- ----- ---- ----- ----- ----- ----- 0.090 39.50 0.000 416.30 0.100 0.089 ---- ---- ---- ---- ----- ---- ----- 0.089 39.67 0.000 416.28 0.096 0.087 ----- ---- ---- ---- ---- ----- ----- 0.087 r 39.83 0.000 416.25 0.091 0.086 ----- ----- ----- ----- --- ----- ----- 0.086 r. 40.00 0.000 416.23 0.087 0.084 ----- ----- ----- ---- ----- ----- ----- 0.084 40.17 0.000 416.20 0.083 0.083 ----- ---- ----- ----- ----- ----- ----- 0.083 err 40.33 0.000 416.18 0.082 0.081 ----- ----- ----- ----- ----- ---- ----- 0.081 40.50 0.000 416.16 0.082 0.080 ----- ----- ----- ---- ----- ---- ----- 0.080 40.67 0.000 416.14 0.082 0.078 ----- ----- --- ---- ----- ----- ----- 0.078 40.83 0.000 416.11 0.082 0.077 ----- ----- --- ----- ----- ----- ---- 0.077 ` 41.00 0.000 416.09 0.081 0.075 ----- ----- ----- ----- ----- ----- --- 0.075 41.17 0.000 416.07 0.078 0.073 ----- ----- ----- ----- ----- ---- ----- 0.073 41.33 0.000 416.05 0.075 0.072 ---- ----- --- ---- ----- ----- ----- 0.072 41.50 0.000 416.03 0.072 0.070 ----- ----- ---- ---- ----- ----- ---- 0.070 .rr 41.67 0.000 416.01 0.070 0.069 ----- ----- ---- ----- ----- ----- ----- 0.069 41.83 0.000 415.99 0.068 0.067 ---- ----- ---- ----- ----- ----- ---- 0.067 r 42.00 0.000 415.96 0.067 0.064 ----- ----- --- ----- ----- ----- ----- 0.064 42.17 0.000 415.93 0.067 0.062 ----- ---- ----- ----- ----- --- ----- 0.062 42.33 0.000 415.90 0.067 0.059 ----- ----- ----- ----- ----- ----- ----- 0.059 42.50 0.000 415.87 0.060 0.057 ----- ----- ---- ---- ----- ---- ----- 0.057 42.67 0.000 415.85 0.054 0.054 ----- ----- ----- ----- ----- ----- ----- 0.054 ` 42.83 0.000 415.82 0.054 0.052 ----- --- ----- ----- ----- ----- ----- 0.052 43.00 0.000 415.80 0.054 0.049 ----- ----- ----- ---- ----- ---- ----- 0.049 43.17 0.000 415.78 0.049 0.046 ----- --- ----- ----- ----- ----- ----- 0.046 M Continues on next page... 25 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 43.33 0.000 415.76 0.045 0.044 ----- ----- ----- ----- ----- ----- ----- 0.044 43.50 0.000 415.74 0.043 0.041 ----- ----- ----- ----- ----- ----- ----- 0.041 43.67 0.000 415.72 0.043 0.039 ----- ----- ----- ----- ----- ----- ----- 0.039 43.83 0.000 415.70 0.043 0.036 ----- ----- ----- ----- ----- ----- ----- 0.036 44.00 0.000 415.69 0.039 0.034 ----- ----- ----- ----- ----- ----- ----- 0.034 44.17 0.000 415.67 0.034 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 44.33 0.000 415.66 0.030 0.029 ----- ----- ----- ----- ----- ----- ----- 0.029 44.50 0.000 415.65 0.026 0.026 ----- ----- ----- ----- ----- ----- ----- 0.026 44.67 0.000 415.63 0.023 0.023 ----- ----- ----- ----- ----- ----- ----- 0.023 44.83 0.000 415.62 0.021 0.021 ----- ----- ----- ----- ----- ---- ----- 0.021 45.00 0.000 415.61 0.019 0.018 ----- ----- ----- ----- ----- ---- ----- 0.018 45.17 0.000 415.61 0.016 0.016 ----- ----- ----- ----- ----- ----- ----- 0.016 45.33 0.000 415.60 0.015 0.015 ----- ----- ----- ----- ----- ----- ----- 0.015 45.50 0.000 415.59 0.013 0.013 ----- ----- ----- ----- ----- ---- ----- 0.013 45.67 0.000 415.59 0.012 0.012 ----- ----- ----- ----- ---- ----- ---- 0.012 45.83 0.000 415.58 0.011 0.011 ----- ----- ----- ----- ----- ----- ----- 0.011 46.00 0.000 415.58 0.010 0.010 ----- ----- ----- ----- ----- ----- ----- 0.010 46.17 0.000 415.57 0.009 0.009 ----- ----- ----- ----- ----- ----- ----- 0.009 46.33 0.000 415.57 0.009 0.008 ----- ----- ----- ----- ----- ----- ----- 0.008 46.50 0.000 415.57 0.008 0.007 ----- ----- ----- ----- ----- ---- ----- 0.007 46.67 0.000 415.56 0.007 0.007 ----- ----- ----- ----- ----- ---- ----- 0.007 46.83 0.000 415.56 0.007 0.006 ----- ----- ----- ----- ----- ----- ----- 0.006 47.00 0.000 415.56 0.006 0.006 ----- ----- ----- ----- ----- ----- ----- 0.006 47.17 0.000 415.55 0.006 0.005 ----- ----- ----- ----- ----- ----- ----- 0.005 47.33 0.000 415.55 0.005 0.005 ----- ----- ----- ----- ----- ----- ---- 0.005 47.50 0.000 415.55 0.005 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004 47.67 0.000 415.55 0.005 0.004 ----- ----- ----- ----- ----- ----- ---- 0.004 47.83 0.000 415.55 0.005 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004 Continues on next page... 26 Detention Pond 1 ` Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow +r (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 48.00 0.000 415.54 0.004 0.004 ----- ----- ----- ----- ----- ----- ----- 0.004 .End IM M M M IM rr r. Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DB 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) 27 Hyd. volume (cuft) Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DB 2016 by Autodesk, Inc. v10.5 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 (cult) Hydrograph Description 1 SCS Runoff 16.17 1 721 41,351 ------ ------ ------ Drainage Area A+C 2 Reservoir 0.748 1 844 34,105 1 420.55 25,312 Detention Pond 1 pantops detention pond.gpw Return Period: 10 Year Wednesday, 09 / 21 / 2016 on Hydrograph Report 28 an Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 / 2016 Hyd. No. 1 +m Drainage Area A+C Hydrograph type = SCS Runoff Peak discharge = 16.17 cfs lilm Storm frequency = 10 yrs Time to peak = 12.02 hrs Time interval = 1 min Hyd. volume = 41,351 cuft Drainage area = 5.370 ac Curve number = 66.600 Basin Slope = 0.0 % Hydraulic length = 0 ft so Tc method = User Time of conc. (Tc) = 13.0 min Total precip. = 5.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Discharge Table � (Printed values >= 1.00% d pp. Print interval = 10) Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs) 10.97 0.164 13.97 0.785 16.97 0.426 19.97 0.281 11.13 0.230 14.13 0.729 17.13 0.419 20.13 0.274 11.30 0.335 14.30 0.700 17.30 0.411 20.30 0.271 l� 11.47 0.480 14.47 0.680 17.47 0.403 20.47 0.269 11.63 0.965 14.63 0.659 17.63 0.395 20.63 0.268 r 11.80 3.943 14.80 0.639 17.80 0.387 20.80 0.266 11.97 14.04 14.97 0.618 17.97 0.379 20.97 0.265 12.13 10.37 15.13 0.597 18.13 0.372 21.13 0.263 12.30 2.990 15.30 0.575 18.30 0.364 21.30 0.262 12.47 2.306 15.47 0.554 18.47 0.355 21.47 0.260 rr 12.63 1.721 15.63 0.532 18.63 0.347 21.63 0.259 12.80 1.457 15.80 0.510 18.80 0.339 21.80 0.257 12.97 1.310 15.97 0.488 18.97 0.331 21.97 0.256 13.13 1.169 16.13 0.467 19.13 0.323 22.13 0.254 r. 13.30 1.072 16.30 0.456 19.30 0.315 22.30 0.253 13.47 0.990 16.47 0.449 19.47 0.306 22.47 0.251 .l. 13.63 0.910 16.63 0.441 19.63 0.298 22.63 0.250 13.80 0.845 16.80 0.434 19.80 0.290 22.80 0.248 Continues on next page... �U Drainage Area A+C Hydrograph Discharge Table Time -- Outflow (hrs cfs) 22.97 0.246 23.13 0.245 23.30 0.243 23.47 0.242 23.63 0.240 23.80 0.239 23.97 0.237 .End ` Hydrograph Report 30 Ir Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. v10.5 Wednesday, 09 / 21 / 2016 Hyd. No. 2 Detention Pond 1 Hydrograph type = Reservoir Peak discharge = 0.748 cfs Storm frequency = 10 yrs Time to peak = 14.07 hrs Time interval = 1 min Hyd. volume = 34,105 cuft Inflow hyd. No. = 1 - Drainage Area A+(Reservoir name = Detention Pond 1 Max. Elevation = 420.55 ft Max. Storage = 25,312 cuft Storage Indication method used. iV Hydrograph Discharge Table ( Printed values - 1.00% of Op. Print interval = 10) Time Inflow Elevation Civ A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow r (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.50 0.513 415.75 0.043 0.042 ----- ----- ----- ----- ----- ----- ----- 0.042 11.67 1.290 416.04 0.074 0.071 ----- ----- ----- ---- ----- ----- ---- 0.071 11.83 5.151 416.82 0.120 0.117 --- ----- ----- 0.117 12.00 15.78 418.45 0.189 0.178 ----- ----- ----- ----- ---- ----- ----- 0.178 12.17 8.034 419.59 0.231 0.210 ----- ----- ----- ----- ---- ----- ----- 0.210 .Ir 12.33 2.797 419.90 0.233 0.218 ----- ----- ----- ---- ----- ----- ---- 0.218 12.50 2.179 420.06 0.233 0.222 ---- ----- ----- ----- ----- ---- ---- 0.222 12.67 1.643 420.17 0.233 0.225 ----- ----- ---- ---- ---- ----- ---- 0.225 12.83 1.427 420.25 0.233 0.227 ----- ----- ----- ---- ---- ----- ----- 0.227 irr 13.00 1.280 420.33 0.233 0.229 ----- ----- ----- ---- ---- ----- ----- 0.229 13.17 1.146 420.39 0.233 0.230 ----- ----- ----- ---- ----- ----- ----- 0.230 13.33 1.056 420.45 0.233 0.232 ----- ---- ----- ----- ----- ----- ---- 0.232 +• 13.50 0.974 420.50 0.233 0.233 ----- ----- ---- ---- --- ----- ----- 0.233 13.67 0.896 420.53 0.493 0.233 ----- ----- 0.247 ----- ---- ----- ----- 0.480 13.83 0.833 420.55 0.668 0.232 ----- ----- 0.435 ---- ---- ----- ----- 0.667 14.00 0.773 420.55 0.743 0.232 ----- ----- 0.511 ----- ---- ____ ____ 0.743 rn 14.17 0.721 420.55 0.742 0.232 ----- ----- 0.510 ----- ----- ----- ----- 0.742 14.33 0.696 420.55 0.721 0.232 --- ----- 0.489 ----- ---- ----- ----- 0.721 14.50 0.676 420.55 0.699 0.232 ---- ----- 0.467 ----- ----- ----- ----- 0.699 14.67 0.655 420.55 0.679 0.232 ----- ----- 0.447 ----- ---- ----- ----- 0.679 Continues on next page... .. 31 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.83 0.635 420.55 0.663 0.232 ----- ----- 0.429 ----- ----- ----- ----- 0.661 15.00 0.614 420.55 0.645 0.232 ----- ----- 0.410 ----- ----- ----- ----- 0.642 15.17 0.592 420.55 0.626 0.232 ----- ----- 0.390 ----- ----- ----- ----- 0.622 15.33 0.571 420.54 0.607 0.232 ----- ----- 0.370 ----- ----- ----- ----- 0.602 15.50 0.549 420.54 0.588 0.232 ----- ----- 0.349 ----- ----- ----- ----- 0.581 15.67 0.528 420.54 0.568 0.232 ----- ----- 0.327 ----- ----- ---- ----- 0.559 15.83 0.506 420.54 0.547 0.233 ----- ----- 0.305 ----- ----- ----- ----- 0.538 16.00 0.483 420.54 0.527 0.233 ----- ----- 0.283 ----- ----- ----- ----- 0.516 16.17 0.464 420.53 0.507 0.233 ---- ----- 0.262 ----- ----- ----- ----- 0.494 16.33 0.455 420.53 0.490 0.233 ----- --- 0.244 ----- ----- ----- ---- 0.477 16.50 0.447 420.53 0.479 0.233 ---- ----- 0.231 ----- ----- ---- ----- 0.464 16.67 0.440 420.53 0.469 0.233 ---- ----- 0.221 ----- ----- ----- ----- 0.454 16.83 0.432 420.53 0.461 0.233 ----- ----- 0.212 ----- ----- ----- ----- 0.445 17.00 0.425 420.53 0.453 0.233 ----- ----- 0.204 ----- ----- ---- ---- 0.437 17.17 0.417 420.53 0.446 0.233 ----- --- 0.196 ----- ----- ----- ----- 0.429 17.33 0.409 420.53 0.438 0.233 ---- ----- 0.188 ----- ----- ----- ----- 0.421 17.50 0.402 420.53 0.431 0.233 ----- ----- 0.180 ----- ----- ----- ----- 0.413 17.67 0.394 420.53 0.424 0.233 ----- ----- 0.172 ----- ----- ----- ---- 0.405 17.83 0.386 420.53 0.417 0.233 ----- ----- 0.165 ----- ----- ----- ----- 0.397 18.00 0.378 420.52 0.410 0.233 ----- ----- 0.157 ----- ----- ----- ----- 0.390 18.17 0.370 420.52 0.404 0.233 ----- ----- 0.152 ----- ----- ----- ----- 0.385 18.33 0.362 420.52 0.397 0.233 ----- ----- 0.146 ----- ----- ----- ----- 0.379 18.50 0.354 420.52 0.390 0.233 ----- ----- 0.139 ----- ----- ----- ----- 0.372 18.67 0.346 420.52 0.382 0.233 ----- ----- 0.132 ----- ----- ----- ----- 0.365 18.83 0.338 420.52 0.373 0.233 ----- ----- 0.125 ----- ----- ----- ----- 0.358 19.00 0.329 420.52 0.365 0.233 ----- ----- 0.117 ----- ----- ----- ----- 0.350 19.17 0.321 420.52 0.356 0.233 ----- ----- 0.110 ----- ---- ---- ----- 0.342 19.33 0.313 420.52 0.347 0.233 ----- ----- 0.102 ----- ----- ----- ----- 0.334 Continues on next page... r. 32 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) ds ft cfs cfs ds ds cfs cfs cfs cfs cfs cfs 19.50 0.305 420.51 0.338 0.233 ----- ----- 0.094 ----- ----- ---- ----- 0.326 19.67 0.296 420.51 0.329 0.233 ----- ----- 0.085 ----- ---- ----- ---- 0.318 19.83 0.288 420.51 0.320 0.233 --- ---- 0.077 ----- ----- ----- ----- 0.310 Irr 20.00 0.280 420.51 0.311 0.233 ----- --- 0.069 ---- ---- ----- ----- 0.302 20.17 0.273 420.51 0.301 0.233 ----- ---- 0.061 ---- ----- ----- ----- 0.294 rr. 20.33 0.270 420.51 0.294 0.233 ---- ---- 0.054 ----- ---- --- ----- 0.287 20.50 0.269 420.51 0.288 0.233 ----- ---- 0.048 ----- ----- ----- ---- 0.281 rr 20.67 0.267 420.51 0.283 0.233 ----- ----- 0.044 ----- ---- ----- ---- 0.277 r, 20.83 0.266 420.51 0.279 0.233 ---- ----- 0.041 ----- ----- ----- ----- 0.274 21.00 0.264 420.51 0.276 0.233 ---- ----- 0.038 ----- ----- ----- ----- 0.271 +�• 21.17 0.263 420.51 0.274 0.233 ----- -- 0.036 ----- ----- ----- ---- 0.269 21.33 0.261 420.51 0.271 0.233 ----- ----- 0.034 ----- ----- ----- ----- 0.267 21.50 0.260 420.51 0.269 0.233 ----- ----- 0.032 ---- ----- ----- ----- 0.265 21.67 0.258 420.50 0.267 0.233 ----- ---- 0.030 ----- ---- ---- ----- 0.263 rrr 21.83 0.257 420.50 0.265 0.233 ----- ---- 0.029 ----- ---- ----- ----- 0.261 22.00 0.255 420.50 0.263 0.233 ----- ----- 0.027 ---- ----- ---- ----- 0.260 22.17 0.254 420.50 0.262 0.233 ----- --- 0.025 ----- ----- ---- ---- 0.258 22.33 0.252 420.50 0.260 0.233 ----- -- 0.024 ----- ----- ----- ----- 0.257 22.50 0.251 420.50 0.258 0.233 ----- ---- 0.022 ----- ---- ----- ---- 0.255 .w 22.67 0.249 420.50 0.257 0.233 --- ---- 0.021 ----- ----- ----- ----- 0.253 22.83 0.248 420.50 0.255 0.233 ----- ---- 0.019 ----- ----- ----- ---- 0.252 +r. 23.00 0.246 420.50 0.253 0.233 --- ---- 0.017 ----- ----- ---- ----- 0.250 23.17 0.245 420.50 0.251 0.233 -- ---- 0.016 ----- ----- ----- ----- 0.249 23.33 0.243 420.50 0.249 0.233 ----- ---- 0.014 ----- ----- ----- ----- 0.247 23.50 0.241 420.50 0.248 0.233 ----- ----- 0.013 ----- ----- ----- ----- 0.246 23.67 0.240 420.50 0.246 0.233 ---- ----- 0.011 ----- ----- ----- ----- 0.244 23.83 0.238 420.50 0.244 0.233 ---- ---- 0.010 ----- ----- ----- ----- 0.243 24.00 0.237 420.50 0.242 0.233 ----- ----- 0.008 ----- ----- ----- ----- 0.241 "' Continues on next page... 33 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 24.17 0.095 420.50 0.233 0.233 ----- ----- ----- ----- ----- ----- ----- 0.233 24.33 0.000 420.48 0.233 0.233 ---- ----- ----- ----- ----- ----- ----- 0.233 24.50 0.000 420.47 0.233 0.232 ----- ----- ----- --- ----- ----- ----- 0.232 24.67 0.000 420.45 0.233 0.232 ----- ----- ---- ----- ----- ----- ----- 0.232 24.83 0.000 420.44 0.233 0.231 ----- ----- --- ----- ----- ----- ----- 0.231 25.00 0.000 420.42 0.233 0.231 ----- ----- ----- ---- ----- ---- ----- 0.231 25.17 0.000 420.41 0.233 0.231 ----- ----- --- ----- ----- ----- ---- 0.231 25.33 0.000 420.39 0.233 0.230 ----- ----- --- ----- ----- ----- ----- 0.230 25.50 0.000 420.38 0.233 0.230 ----- ----- ----- ----- ----- ----- ---- 0.230 25.67 0.000 420.36 0.233 0.230 ----- ----- ----- ---- ----- ----- ----- 0.230 25.83 0.000 420.35 0.233 0.229 ----- ----- ---- ----- ----- ----- ----- 0.229 26.00 0.000 420.33 0.233 0.229 ---- ----- ---- ----- ----- ----- ----- 0.229 26.17 0.000 420.32 0.233 0.229 ----- ----- ----- ----- ----- ----- ----- 0.229 26.33 0.000 420.30 0.233 0.228 ----- ---- ----- ----- ----- ----- ---- 0.228 26.50 0.000 420.29 0.233 0.228 ----- ----- ---- ---- ----- ----- ----- 0.228 26.67 0.000 420.27 0.233 0.227 ----- ----- ---- ---- ----- ----- ----- 0.227 26.83 0.000 420.26 0.233 0.227 ----- ----- ---- ---- ----- ----- ----- 0.227 27.00 0.000 420.25 0.233 0.227 ----- ----- ---- ----- ----- ----- ----- 0.227 27.17 0.000 420.23 0.233 0.226 ----- ----- ---- ----- ----- ----- ----- 0.226 27.33 0.000 420.22 0.233 0.226 ----- ----- ---- ---- ----- ----- ----- 0.226 27.50 0.000 420.20 0.233 0.226 ----- ----- ----- ----- ----- ----- ----- 0.226 27.67 0.000 420.19 0.233 0.225 ----- ----- ----- ----- ----- ----- ----- 0.225 27.83 0.000 420.17 0.233 0.225 ----- ----- ----- ----- ----- ----- ----- 0.225 28.00 0.000 420.16 0.233 0.225 ----- ----- ----- ----- ----- ----- ----- 0.225 28.17 0.000 420.14 0.233 0.224 ----- ----- ----- ----- ----- ----- ----- 0.224 28.33 0.000 420.13 0.233 0.224 ----- ----- ---- ----- ----- ---- ----- 0.224 28.50 0.000 420.11 0.233 0.224 ----- ----- ----- ----- ----- ----- ----- 0.224 28.67 0.000 420.10 0.233 0.223 ----- ----- ----- ---- ----- ----- ----- 0.223 Continues on next page... r. 34 Detention Pond 1 IN Hydrograph Discharge Table Time Inflow Elevation CIV A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 28.83 0.000 420.08 0.233 0.223 ---- ----- ----- ----- --- ----- ----- 0.223 IM 29.00 0.000 420.07 0.233 0.222 ----- ----- 0.222 29.17 0.000 420.05 0.233 0.222 ----- ----- ---- ---- ---- ----- ----- 0.222 29.33 0.000 420.04 0.233 0.222 ----- ---- ----- --- ---- ----- ---- 0.222 29.50 0.000 420.03 0.233 0.221 ----- ----- ----- ---- ---- ----- ---- 0.221 w. 29.67 0.000 420.01 0.233 0.221 ----- ----- ----- ---- --- ---- ----- 0.221 29.83 0.000 420.00 0.233 0.221 ---- ----- ---- ----- ---- ---- ---- 0.221 w 30.00 0.000 419.98 0.233 0.220 ---- ----- ----- ----- ---- ----- ----- 0.220 30.17 0.000 419.96 0.233 0.220 ----- ----- ---- -- ---- ---- --- 0.220 30.33 0.000 419.95 0.233 0.219 --- ---- ----- ----- ----- ----- ---- 0.219 • 30.50 0.000 419.93 0.233 0.219 ---- ----- ----- ----- ----- ----- ----- 0.219 30.67 0.000 419.92 0.233 0.219 ----- ----- ---- --- ----- ---- --- 0.219 30.83 0.000 419.90 0.233 0.218 ----- ----- ----- ----- ---- ----- ----- 0.218 31.00 0.000 419.88 0.233 0.218 ----- ----- ---- _-- _____ ____ ____ 0.218 rrr 31.17 0.000 419.87 0.233 0.217 ---- ----- ----- ----- ---- ----- ----- 0.217 31.33 0.000 419.85 0.233 0.217 ----- ----- ----- ---- ----- ---- ----- 0.217 31.50 0.000 419.84 0.233 0.217 ---- ----- ----- ----- ----- ----- ----- 0.217 31.67 0.000 419.82 0.233 0.216 ----- ----- ----- --- ---- ---- ----- 0.216 rr. 31.83 0.000 419.80 0.233 0.216 ---- ----- ----- ----- ---- ----- ----- 0.216 .rr 32.00 0.000 419.79 0.233 0.215 ----- ----- ---- ---- ----- ----- ----- 0.215 32.17 0.000 419.77 0.233 0.215 ----- ----- ----- ----- ----- ----- ----- 0.215 r. 32.33 0.000 419.76 0.233 0.215 ----- ----- ---- ---- ----- ----- ----- 0.215 32.50 0.000 419.74 0.233 0.214 ----- ----- ----- ----- ----- ----- ---- 0.214 32.67 0.000 419.73 0.233 0.214 ----- ----- ----- ----- ----- ----- ----- 0.214 32.83 0.000 419.71 0.233 0.213 ----- ----- ----- ---- ----- ---- ---_ 0.213 33.00 0.000 419.69 0.233 0.213 ----- ----- ----- ----- ----- ----- ----- 0.213 33.17 0.000 419.68 0.233 0.213 ----- ----- ----- ----- ----- ----- ----- 0.213 33.33 0.000 419.66 0.233 0.212 ----- ---- ---- ----- ----- ----- ----- 0.212 &. Continues on next page... 35 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 33.50 0.000 419.65 0.233 0.212 ----- ----- ----- ----- ----- ----- ---- 0.212 33.67 0.000 419.63 0.233 0.211 ----- ----- ----- ----- ---- ----- ----- 0.211 33.83 0.000 419.62 0.233 0.211 ----- ----- ----- ----- ----- ----- ----- 0.211 34.00 0.000 419.60 0.233 0.211 ----- ----- ----- ----- ----- ----- ----- 0.211 34.17 0.000 419.59 0.230 0.210 ----- ----- ----- ----- ----- ----- ----- 0.210 34.33 0.000 419.57 0.226 0.210 ----- ----- ---- ----- ---- ----- ----- 0.210 34.50 0.000 419.55 0.222 0.209 ---- ----- ---- ----- ---- ----- ----- 0.209 34.67 0.000 419.54 0.218 0.209 ---- ----- ----- ----- ----- ---- ----- 0.209 34.83 0.000 419.52 0.214 0.209 ----- ----- ----- ----- ----- ---- ---- 0.209 35.00 0.000 419.51 0.210 0.208 ----- ----- ----- ----- ----- ---- ----- 0.208 35.17 0.000 419.49 0.208 0.208 ----- ----- ----- ----- ---- ----- ----- 0.208 35.33 0.000 419.48 0.207 0.207 ----- ----- ----- ----- ----- ----- ----- 0.207 35.50 0.000 419.46 0.207 0.207 ----- ----- ----- ----- ---- ----- ----- 0.207 35.67 0.000 419.45 0.206 0.206 ----- ---- ----- ----- ----- ----- ----- 0.206 35.83 0.000 419.43 0.206 0.206 ----- ----- ----- ----- ----- ----- ----- 0.206 36.00 0.000 419.42 0.206 0.206 ----- ----- ----- ----- ----- ----- ----- 0.206 36.17 0.000 419.40 0.205 0.205 ----- ----- ----- ----- ----- ----- ----- 0.205 36.33 0.000 419.39 0.205 0.205 ----- ----- ----- ----- ----- ----- ----- 0.205 36.50 0.000 419.37 0.204 0.204 ----- ----- ----- ----- ----- ----- ----- 0.204 36.67 0.000 419.36 0.204 0.204 ----- ----- ----- ----- ----- ----- ----- 0.204 36.83 0.000 419.34 0.204 0.204 ----- ----- ----- ----- ----- ----- ---- 0.204 37.00 0.000 419.33 0.203 0.203 ----- ----- ----- ----- ----- ----- ---- 0.203 37.17 0.000 419.31 0.203 0.203 ----- ----- ----- ----- ----- ----- ----- 0.203 37.33 0.000 419.30 0.202 0.202 ----- ----- ----- ---- ----- ----- ---- 0.202 37.50 0.000 419.28 0.202 0.202 ----- ----- ----- ----- ----- ----- ----- 0.202 37.67 0.000 419.27 0.202 0.202 ----- ----- ----- ----- ----- ----- ----- 0.202 37.83 0.000 419.25 0.201 0.201 ----- ----- ----- ----- ----- ----- ----- 0.201 38.00 0.000 419.24 0.201 0.201 ----- ----- ----- ----- ----- ----- ----- 0.201 Continues on next page... an 36 Detention Pond 1 on Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 38.17 0.000 419.22 0.200 0.200 ----- ----- ----- ----- ----- ----- ----- 0.200 i" 38.33 0.000 419.21 0.200 0.200 ----- ----- ----- ----- ----- ----- ---- 0.200 38.50 0.000 419.19 0.200 0.200 ----- ----- ----- ----- ----- ----- ----- 0.200 38.67 0.000 419.18 0.200 0.199 ----- ----- ----- ----- ----- ---- ----- 0.199 38.83 0.000 419.17 0.200 0.199 ----- ----- ----- ----- ----- ----- ----- 0.199 r.r 39.00 0.000 419.15 0.200 0.198 ----- ---- ---- ----- ----- ----- ----- 0.198 39.17 0.000 419.14 0.200 0.198 ----- ---- ----- ----- ----- ----- ----- 0.198 r. 39.33 0.000 419.12 0.200 0.198 ----- ---- ----- ----- ---- ----- ----- 0.198 39.50 0.000 419.11 0.200 0.197 ---- ---- ----- ----- ---- ----- ----- 0.197 39.67 0.000 419.09 0.200 0.197 ----- ----- ----- ----- ----- ----- ---- 0.197 r 39.83 0.000 419.08 0.200 0.196 ----- ----- ----- ----- ---- ----- ----- 0.196 40.00 0.000 419.06 0.200 0.196 ----- ---- ----- ----- ----- ----- ----- 0.196 40.17 0.000 419.05 0.200 0.196 ----- ----- ----- ----- ----- ----- ----- 0.196 40.33 0.000 419.04 0.200 0.195 ----- --- ----- ----- ----- ----- ---- 0.195 40.50 0.000 419.02 0.200 0.195 ----- ----- ----- ----- ---- ----- ----- 0.195 40.67 0.000 419.01 0.200 0.194 ----- ---- ----- ----- ----- ----- ----- 0.194 rr 40.83 0.000 418.99 0.200 0.194 ----- ----- ----- ----- ----- ----- ----- 0.194 41.00 0.000 418.97 0.200 0.193 ---- ---- ----- ----- ----- ----- ----- 0.193 r. 41.17 0.000 418.95 0.200 0.193 ----- ---- ----- ----- ----- ----- ----- 0.193 �.r 41.33 0.000 418.93 0.200 0.192 ----- ----- ----- ---- ----- ----- ____ 0.192 41.50 0.000 418.91 0.200 0.191 ---- ---- ----- ----- ----- ----- ----- 0.191 41.67 0.000 418.88 0.200 0.191 ----- ----- ----- ----- ----- ----- ----- 0.191 41.83 0.000 418.86 0.200 0.190 ----- ----- ----- ----- ----- ---- ----- 0.190 42.00 0.000 418.84 0.200 0.190 ----- ----- ----- ----- ----- ----- ----- 0.190 42.17 0.000 418.82 0.200 0.189 ----- ----- ----- ----- ----- ----- ---- 0.189 42.33 0.000 418.80 0.200 0.188 ----- ----- ----- ----- ----- ----- ----- 0.188 42.50 0.000 418.78 0.200 0.188 ----- ----- ----- ----- ----- ----- ----- 0.188 r. 42.67 0.000 418.76 0.200 0.187 ----- ----- ----- ----- ----- ----- ----- 0.187 ` Continues on next page... 37 Detention Pond 1 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 42.83 0.000 418.74 0.200 0.187 ----- ----- ---- ----- ----- ----- ----- 0.187 43.00 0.000 418.72 0.200 0.186 ----- ----- ----- ----- ----- ----- ----- 0.186 43.17 0.000 418.70 0.200 0.185 ----- ----- ----- ----- ----- ----- ----- 0.185 43.33 0.000 418.68 0.200 0.185 ----- ----- ----- ----- ----- ----- ----- 0.185 43.50 0.000 418.66 0.200 0.184 ----- ----- ----- ----- ----- ----- ----- 0.184 43.67 0.000 418.64 0.200 0.184 ----- ----- ----- ----- ----- ----- ----- 0.184 43.83 0.000 418.62 0.200 0.183 ----- ----- ----- ----- ----- ----- ----- 0.183 44.00 0.000 418.60 0.200 0.183 ----- ---_ ----- ----- ----- _-__ ----- 0.183 44.17 0.000 418.58 0.200 0.182 ----- ----- ----- ----- ----- ---- ---- 0.182 44.33 0.000 418.56 0.200 0.181 ----- ----- ----- ---- ----- ----- ----- 0.181 44.50 0.000 418.54 0.200 0.181 ----- ----- ----- ----- ----- ----- ----- 0.181 44.67 0.000 418.52 0.200 0.180 ----- ----- ----- ----- ----- ----- ----- 0.180 44.83 0.000 418.51 0.200 0.180 ----- ----- ----- ----- ----- ----- ----- 0.180 45.00 0.000 418.49 0.196 0.179 ----- ----- ---- ----- ----- ----- ---- 0.179 45.17 0.000 418.47 0.192 0.178 ----- ----- --- ----- ----- ---- ---- 0.178 45.33 0.000 418.45 0.187 0.178 ----- ----- ---- ----- ----- ----- ----- 0.178 45.50 0.000 418.43 0.183 0.177 ---- ----- ---- ----- ----- ----- ----- 0.177 45.67 0.000 418.41 0.178 0.177 ----- ----- ----- ----- ----- ----- ----- 0.177 45.83 0.000 418.39 0.176 0.176 ----- ----- ----- ----- ----- ----- ----- 0.176 46.00 0.000 418.37 0.175 0.175 ----- ----- ---- ----- ----- ----- ----- 0.175 46.17 0.000 418.35 0.175 0.175 ----- ----- ---- ----- ----- ----- ----- 0.175 46.33 0.000 418.33 0.174 0.174 ---- ----- ____ ----- ----- -__- ----- 0.174 46.50 0.000 418.31 0.174 0.174 ----- ----- ----- ----- ----- ----- ----- 0.174 46.67 0.000 418.30 0.173 0.173 ----- ----- ----- ----- ----- ----- ----- 0.173 46.83 0.000 418.28 0.172 0.172 ----- ----- ----- ----- ----- ----- ----- 0.172 47.00 0.000 418.26 0.172 0.172 ----- ----- ----- ----- ----- ----- ----- 0.172 47.17 0.000 418.24 0.171 0.171 ----- ----- ----- ----- ----- ----- ----- 0.171 47.33 0.000 418.22 0.171 0.171 ----- ----- ----- ----- ----- ----- ----- 0.171 Continues on next page... M 38 Detention Pond 1 M Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 47.50 0.000 418.20 0.170 0.170 ----- ----- ---- ----- ---- ----- ----- 0.170 r. 47.67 0.000 418.18 0.170 0.169 ----- ---- ----- ----- ----- ----- ----- 0.169 47.83 0.000 418.17 0.170 0.169 ----- ----- ---- ----- ----- ----- ---- 0.169 48.00 0.000 418.15 0.170 0.168 ----- ----- ----- ----- ----- ---- ----- 0.168 End EM M M Hydraflow Rainfall Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5 Return Period e (Yrs) B 39 E Hydraflow Rainfall Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2016 by Autodesk, Inc. 00.5 Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)"E Wednesday, 09 / 21 / 2016 Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. 13 - in fila nnma• Cmmnla nen 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 3.03 3.67 0.00 3.30 5.54 5.77 6.80 9.11 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 2.75 0.00 5.38 6.50 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 2.80 0.00 5.25 6.00 0.00 Hydraflow Table of Contents Swale 1 Det. Clog.gpw Hydraflow, Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 lily HydrographReturn Period Recap............................................................................. 1 1 -Year SummaryReport ......................................................................................................................... 2 HydrographReports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Drainage Area 131+D............................................................. 3 Hydrograph No. 2, Reservoir, Swale 1 Det. Clog..................................................................... 4 ,■„ Pond Report - Swale 1 Det. Clog......................................................................................... 5 2 - Year in Summary Report ......................................................................................................................... 7 HydrographReports................................................................................................................... 8 Hydrograph No. 1, SCS Runoff, Drainage Area 131+D............................................................. 8 o Hydrograph No. 2, Reservoir, Swale 1 Det. Clog..................................................................... 9 10 -Year rrt Summary Report ....................................................................................................................... 13 HydrographReports................................................................................................................. 14 Hydrograph No. 1, SCS Runoff, Drainage Area 131 +D ........................................................... 14 No Hydrograph No. 2, Reservoir, Swale 1 Det. Clog................................................................... 15 OFReport.................................................................................................................. 17 SWALE #1 DETENTION - CLOGGED UNDERDRAIN Hydrograph Return Period Recap Hydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) Hydrograph Description 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 2 SCS Runoff Reservoir ------ 1 0.295 0.000 0.761 0.045 ------- ------- ------- ------- 2.804 1.904 ------- ------- ------- ------- ------- ------- Drainage Area 131+D Swale 1 Det. Clog Proj. file: Swale 1 Det. Clog.gpw Wednesday, 12 / 7 / 2016 771 am M it 2 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description 1 SCS Runoff 0.295 1 727 1,693 ------ ------ ------ Drainage Area 61+D 2 Reservoir 0.000 1 n/a 0 1 422.00 1,693 Swale 1 Det. Clog Swale 1 Det. Clog.gpw Return Period: 1 Year Wednesday, 12 / 7 / 2016 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 Time -- Outflow (hrs Drainage Area B1+D (hrs cfs) Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.560 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.03 in Distribution Storm duration = 24 hrs Shape factor Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 11.93 0.047 13.43 0.058 14.93 0.039 12.02 0.190 13.52 0.057 15.02 0.039 12.10 0.293 13.60 0.055 15.10 0.038 12.18 0.268 13.68 0.053 15.18 0.038 12.27 0.212 13.77 0.051 15.27 0.037 12.35 0.147 13.85 0.050 15.35 0.037 12.43 0.121 13.93 0.048 15.43 0.036 12.52 0.110 14.02 0.047 15.52 0.036 12.60 0.098 14.10 0.045 15.60 0.035 12.68 0.088 14.18 0.044 15.68 0.034 12.77 0.081 14.27 0.043 15.77 0.034 12.85 0.076 14.35 0.043 15.85 0.033 12.93 0.073 14.43 0.042 15.93 0.033 13.02 0.070 14.52 0.042 16.02 0.032 13.10 0.067 14.60 0.041 16.10 0.031 13.18 0.064 14.68 0.041 16.18 0.031 13.27 0.062 14.77 0.040 16.27 0.030 13.35 0.060 14.85 0.040 16.35 0.030 Wednesday, 12 / 7 / 2016 = 0.295 cfs = 12.12 hrs = 1,693 cuft = 58.400 = Oft = 16.5 min = Type II = 484 ( Printed values -10.00 % of Qp. Print interval = 5) Time -- Outflow (hrs cfs) 16.43 0.030 16.52 0.030 16.60 0.030 End Hydrograph Report 4 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 Hyd. No. 2 Swale 1 Det. Clog w Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 1 yrs Time to peak = n/a ,. Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - Drainage Area B1 41%servoir name = Swale 1 Det. Clog Max. Elevation = 422.00 ft Max. Storage = 1,693 cuft Storage Indication method used. ... End M as an Pond Report 5 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Pond No. 1 - Swale 1 Det. Clog Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table Pond Data [A] Pond storage is based on user -defined values. [C] [PrfRsr] Elevation Stage / Storage Table [B] [C] [D] Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 418.00 n/a 0 0 1.00 419.00 n/a 160 160 2.00 420.00 n/a 100 260 3.00 421.00 n/a 600 860 4.00 422.00 n/a 830 1,690 4.50 422.50 n/a 480 1 2,170 5.00 423.00 n/a 550 2,720 5.50 423.50 n/a 630 3,350 Wednesday, 12/7/2016 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrfRsr] Elevation [A] [B] [C] [D] Rise (in) = 0.00 0.00 0.00 Inactive Crest Len (ft) = 5.00 0.00 0.00 Inactive Span (in) = 0.00 0.00 0.00 0.00 Crest EI. (ft) = 422.50 0.00 0.00 0.00 No. Barrels = 0 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert EI. (ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti --- --- --- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0.00 0.00 n/a --- --- --- --- --- 0.000 0.50 80 418.50 --- N -Value = .020 .013 .013 n/a 0.60 96 418.60 --- --- Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) --- --- Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 --- --- --- r C r`� 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 Civ A Civ B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 418.00 --- --- --- 0.00 --- --- --- --- --- 0.000 0.10 16 418.10 --- --- --- 0.00 --- --- --- --- --- 0.000 0.20 32 418.20 --- --- --- 0.00 --- --- --- --- --- 0.000 0.30 48 418.30 --- --- --- --- 0.00 --- --- --- --- --- 0.000 0.40 64 418.40 --- --- --- --- 0.00 --- --- --- --- --- 0.000 0.50 80 418.50 --- --- --- --- 0.00 --- --- --- --- --- 0.000 0.60 96 418.60 --- --- --- --- 0.00 --- --- --- --- --- 0.000 0.70 112 418.70 --- --- --- --- 0.00 --- --- --- --- --- 0.000 0.80 128 418.80 --- --- --- --- 0.00 --- --- --- --- --- 0.000 0.90 144 418.90 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.00 160 419.00 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.10 170 419.10 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.20 180 419.20 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.30 190 419.30 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.40 200 419.40 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.50 210 419.50 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.60 220 419.60 --- --- --- 0.00 --- --- --- --- --- 0.000 1.70 230 419.70 --- --- --- 0.00 --- --- --- --- --- 0.000 1.80 240 419.80 --- --- --- --- 0.00 --- --- --- --- --- 0.000 1.90 250 419.90 --- --- --- --- 0.00 --- --- --- --- --- 0.000 2.00 260 420.00 --- --- --- --- 0.00 --- --- --- --- --- 0.000 2.10 320 420.10 --- --- --- --- 0.00 --- --- --- --- --- 0.000 2.20 380 420.20 --- --- --- 0.00 --- --- --- --- --- 0.000 2.30 440 420.30 --- --- --- 0.00 --- --- --- --- --- 0.000 2.40 500 420.40 --- --- --- --- 0.00 --- --- --- --- --- 0.000 2.50 560 420.50 --- --- --- --- 0.00 --- --- --- --- --- 0.000 2.60 620 420.60 --- --- --- --- 0.00 --- --- --- --- --- 0.000 2.70 680 420.70 --- --- --- 0.00 --- --- --- --- --- 0.000 2.80 740 420.80 --- --- --- --- 0.00 --- --- --- --- --- 0.000 2.90 800 420.90 --- --- --- 0.00 --- --- --- --- --- 0.000 3.00 860 421.00 --- --- --- 0.00 --- --- --- --- --- 0.000 3.10 943 421.10 --- --- --- --- 0.00 --- --- --- --- --- 0.000 3.20 1,026 421.20 --- --- --- --- 0.00 --- --- --- --- --- 0.000 3.30 1,109 421.30 --- -- --- --- 0.00 --- --- --- --- --- 0.000 3.40 1,192 421.40 --- --- --- --- 0.00 --- --- --- --- --- 0.000 3.50 1,275 421.50 --- --- --- --- 0.00 --- --- --- --- --- 0.000 Continues on next page... r C r`� an as to ■r w rr r am OW Swale 1 Det. Clog Clv C Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft Cuft ft Cfs 3.60 1,358 421.60 --- 3.70 1,441 421.70 --- 3.80 1,524 421.80 --- 3.90 1,607 421.90 --- 4.00 1,690 422.00 --- 4.05 1,738 422.05 --- 4.10 1,786 422.10 --- 4.15 1,834 422.15 --- 4.20 1,882 422.20 --- 4.25 1,930 422.25 --- 4.30 1,978 422.30 --- 4.35 2,026 422.35 --- 4.40 2,074 422.40 --- 4.45 2,122 422.45 --- 4.50 2,170 422.50 --- 4.55 2,225 422.55 --- 4.60 2,280 422.60 --- 4.65 2,335 422.65 --- 4.70 2,390 422.70 --- 4.75 2,445 422.75 --- 4.80 2,500 422.80 --- 4.85 2,555 422.85 --- 4.90 2,610 422.90 --- 4.95 2,665 422.95 --- 5.00 2,720 423.00 --- 5.05 2,783 423.05 --- 5.10 2,846 423.10 --- 5.15 2,909 423.15 --- 5.20 2,972 423.20 --- 5.25 3,035 423.25 --- 5.30 3,098 423.30 --- 5.35 3,161 423.35 --- 5.40 3,224 423.40 --- 5.45 3,287 423.45 --- 5.50 3,350 423.50 --- ..End --- --- Clv B Clv C PrfRsr Wr A Wr B Cfs Cfs Cfs Cfs Cfs --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- 0.000 --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.00 --- --- --- --- 0.19 --- --- --- --- 0.53 --- --- --- --- 0.97 --- --- --- --- 1.49 --- --- --- --- 2.08 --- --- --- --- 2.73 --- --- --- --- 3.45 --- --- --- --- 4.21 --- --- --- --- 5.02 --- --- --- --- 5.89 --- --- --- --- 6.79 --- --- --- --- 7.74 --- --- --- --- 8.72 --- --- --- --- 9.75 --- --- --- --- 10.81 --- --- --- --- 11.91 --- --- --- --- 13.05 --- --- --- --- 14.21 --- --- --- --- 15.41 --- --- --- --- 16.65 --- 6 Wr C Wr D Exfil User Total Cfs Cfs Cfs Cfs Cfs --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 - --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.000 --- --- --- --- 0.186 --- --- --- --- 0.526 --- --- --- --- 0.967 --- --- --- --- 1.489 --- --- --- --- 2.080 --- --- --- --- 2.735 --- --- --- --- 3.446 --- --- --- --- 4.211 --- --- --- --- 5.024 --- --- --- --- 5.887 --- --- --- --- 6.791 --- --- --- --- 7.738 --- --- --- --- 8.725 --- --- --- --- 9.750 --- --- --- --- 10.81 --- --- --- --- 11.91 --- --- --- --- 13.05 --- --- --- --- 14.21 --- --- --- --- 15.41 --- --- --- --- 16.65 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 SCS Runoff 0.761 1 726 3,085 ------ ------ ------ Drainage Area B1+D 2 Reservoir 0.045 1 1023 915 1 422.51 2,183 Swale 1 Det. Clog Swale 1 Det. Clog.gpw Return Period: 2 Year Wednesday, 12 / 7 / 2016 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 r Hyd. No. 1 Drainage Area B1+D r. Hydrograph type = SCS Runoff Peak discharge = 0.761 cfs Storm frequency = 2 yrs Time to peak = 12.10 hrs i.. Time interval = 1 min Hyd. volume = 3,085 cuft Drainage area = 1.560 ac Curve number = 58.400 Basin Slope = 0.0% Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 16.5 min Total precip. = 3.67 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 it.. No M ( Printed values - 10.00% of Qp. Print interval = 5) Hydrograph Discharge Table it Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.88 0.079 13.38 0.101 11.97 0.379 13.47 0.097 it.. 12.05 0.711 13.55 0.094 12.13 0.726 13.63 0.091 12.22 0.557 13.72 0.087 +• 12.30 0.367 13.80 0.085 12.38 0.245 13.88 0.082 12.47 0.213 13.97 0.079 12.55 0.189 14.05 0.076 12.63 0.167 ... End 12.72 0.149 r. 12.80 0.138 12.88 0.131 12.97 0.125 13.05 0.119 rr� 13.13 0.113 13.22 0.108 13.30 0.104 No M ( Printed values - 10.00% of Qp. Print interval = 5) 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 Hyd. No. 2 (Printed values -10.00% ofQp Print interval =5) Time Swale 1 Det. Clog Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Hydrograph type = Reservoir Peak discharge = 0.045 cfs cfs Storm frequency = 2 yrs Time to peak = 17.05 hrs cfs cfs cfs Time interval = 1 min Hyd. volume = 915 cuft 422.50 ----- Inflow hyd. No. = 1 - Drainage Area 131 40�servoir name = Swale 1 Det. Clog 0.010 Max. Elevation = 422.51 ft Max. Storage = 2,183 cuft ----- ----- Storage Indication method used. Hydrograph Discharge Table (Printed values -10.00% ofQp Print interval =5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.67 0.047 422.50 ----- ----- ----- ----- 0.010 ----- ----- ----- ----- 0.010 16.75 0.047 422.51 ----- ----- ----- ----- 0.033 ----- ----- ----- ----- 0.033 16.83 0.046 422.51 ----- ----- ----- ----- 0.042 ----- ----- ----- ----- 0.042 16.92 0.046 422.51 ----- ----- ----- ----- 0.045 ----- ----- ----- ----- 0.045 17.00 0.046 422.51 ----- ----- ----- ----- 0.045 ----- ----- ----- ----- 0.045 17.08 0.045 422.51 ----- ----- ----- ----- 0.045 ----- ----- ----- ----- 0.045 17.17 0.045 422.51 ----- ----- ----- ----- 0.045 ----- ----- ----- ----- 0.045 17.25 0.045 422.51 ----- ----- ----- ----- 0.045 ----- ----- ----- ----- 0.045 17.33 0.044 422.51 ----- ----- ----- ----- 0.045 ----- ----- ----- ----- 0.045 17.42 0.044 422.51 ----- ----- ----- ----- 0.044 ----- ----- ----- ----- 0.044 17.50 0.044 422.51 ----- ----- ----- ----- 0.044 ----- ----- ----- ----- 0.044 17.58 0.043 422.51 ----- ----- ----- ----- 0.044 ----- ----- ----- ----- 0.044 17.67 0.043 422.51 ----- ----- ----- ----- 0.043 ----- ----- ----- ----- 0.043 17.75 0.042 422.51 ----- ---- ----- ----- 0.043 ----- ----- ----- ----- 0.043 17.83 0.042 422.51 ----- ----- ----- ----- 0.042 ----- ----- ----- ----- 0.042 17.92 0.042 422.51 ----- ----- ----- ----- 0.042 ----- ----- ----- ----- 0.042 18.00 0.041 422.51 ----- ----- ----- ----- 0.042 ----- ----- ----- ----- 0.042 18.08 0.041 422.51 ----- ----- ----- ----- 0.041 ----- ----- ----- ----- 0.041 18.17 0.041 422.51 ----- ----- ----- ----- 0.041 ----- ----- ----- ----- 0.041 18.25 0.040 422.51 ----- ----- ----- ----- 0.041 ----- ----- ----- ----- 0.041 Continues on next page. Continues on next page... r 10 Swale 1 Det. Clog Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 18.33 0.040 422.51 ----- ----- ----- ----- 0.040 ----- ----- ----- ----- 0.040 18.42 0.039 422.51 ----- ----- ----- ----- 0.040 ----- ----- ----- ----- 0.040 rr 18.50 0.039 422.51 ----- ---- ----- ----- 0.039 ----- ----- ----- ----- 0.039 18.58 0.039 422.51 ----- ---- ----- ----- 0.039 ----- ----- ----- ----- 0.039 18.67 0.038 422.51 ----- ----- ----- ----- 0.039 ----- ----- ----- ----- 0.039 18.75 0.038 422.51 ----- ----- ----- ----- 0.038 ----- ----- ----- ----- 0.038 18.83 0.037 422.51 ----- ----- ----- ----- 0.038 ----- ----- ----- ----- 0.038 18.92 0.037 422.51 ----- ----- ----- ----- 0.037 ----- ----- ----- ----- 0.037 19.00 0.037 422.51 ----- ----- ----- ----- 0.037 ----- ----- ----- ----- 0.037 irr 19.08 0.036 422.51 ----- ----- ----- ----- 0.037 ----- ----- ----- ----- 0.037 19.17 0.036 422.51 ----- ----- ----- ----- 0.036 ----- ----- ----- ----- 0.036 r 19.25 0.035 422.51 ----- ----- ----- ----- 0.036 ----- ----- ----- ----- 0.036 19.33 0.035 422.51 ----- ----- ----- ----- 0.035 ----- ----- ----- ----- 0.035 it 19.42 0.034 422.51 ----- ----- ----- ----- 0.035 ----- ----- ----- ----- 0.035 19.50 0.034 422.51 ----- ----- ----- ----- 0.034 ----- ----- ----- ----- 0.034 19.58 0.034 422.51 ----- ----- ----- ----- 0.034 ----- ----- ----- ----- 0.034 r., 19.67 0.033 422.51 ----- ----- ----- ----- 0.034 ----- ----- ----- ----- 0.034 19.75 0.033 422.51 ----- ----- ----- ----- 0.033 ----- ----- ----- ----- 0.033 `+ 19.83 0.032 422.51 ----- ----- ----- ----- 0.033 ----- ----- ----- ----- 0.033 19.92 0.032 422.51 ----- ----- ----- ----- 0.032 ----- ----- ----- ----- 0.032 20.00 0.031 422.51 ----- ----- ----- ----- 0.032 ----- ----- ----- ----- 0.032 20.08 0.031 422.51 ----- ----- ----- ----- 0.031 ----- ----- ----- ----- 0.031 rr 20.17 0.031 422.51 ----- ----- ----- ----- 0.031 ----- ----- ----- ----- 0.031 20.25 0.030 422.51 ----- ----- ----- ----- 0.031 ----- ----- ----- ----- 0.031 irr 20.33 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 20.42 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 r. 20.50 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 �r. 20.58 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 Continues on next page... r Swale 1 Det. Clog Hydrograph Discharge Table Time i 11 Clv A Civ B Civ C PfRsr Swale 1 Det. Clog Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.67 0.030 422.51 ----- ---- ----- ----- 0.030 ----- ----- ----- ----- 0.030 20.75 0.030 422.51 ----- ---- ----- ----- 0.030 ----- ----- ----- ----- 0.030 20.83 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 20.92 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 21.00 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 21.08 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 21.17 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 21.25 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 21.33 0.030 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 21.42 0.029 422.51 ----- ----- ----- ----- 0.030 ----- ----- ----- ----- 0.030 21.50 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 21.58 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 21.67 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 21.75 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 21.83 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 21.92 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.00 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.08 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.17 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.25 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.33 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.42 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.50 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.58 0.029 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.67 0.028 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.029 22.75 0.028 422.51 ----- ----- ----- ----- 0.029 ----- ----- ----- ----- 0.028 22.83 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 22.92 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 Continues on next page. End me r to 12 Swale 1 Det. Clog ,r Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.00 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.08 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.17 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.25 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.33 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 +� 23.42 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.50 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.58 0.028 422.51 ----- ----- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.67 0.028 422.51 ----- ---- ----- ----- 0.028 ----- ----- ----- ----- 0.028 rr 23.75 0.028 422.51 ----- ---- ----- ----- 0.028 ----- ----- ----- ----- 0.028 23.83 0.027 422.51 ----- ----- ----- ----- 0.027 ----- ----- ----- ----- 0.028 r. 23.92 0.027 422.51 ----- ----- ----- ----- 0.027 ----- ----- ----- ----- 0.027 24.00 0.027 422.51 ----- ----- ----- ----- 0.027 ----- ----- ----- ----- 0.027 24.08 0.024 422.51 ----- ----- ----- ----- 0.026 ----- ----- ----- ----- 0.026 24.17 0.016 422.51 ----- ----- ----- ----- 0.022 ----- ----- ----- ----- 0.022 24.25 0.008 422.50 ----- ----- ----- ----- 0.015 ----- ----- ----- ----- 0.015 rr 24.33 0.002 422.50 ----- ----- ----- ----- 0.008 ----- ----- ----- ----- 0.008 End me r to i 13 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2016 by Autodesk, Inc. v10.5 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 2.804 1 724 8,640 ------ ------ ------ Drainage Area B1+D 2 Reservoir 1.904 1 732 6,470 1 422.74 2,429 Swale 1 Det. Clog Swale 1 Det. Clog.gpw Return Period: 10 Year Wednesday, 12 / 7 / 2016 14 so Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 in Hyd. No. 1 Drainage Area B1+D am Hydrograph type = SCS Runoff Peak discharge = 2.804 cfs Storm frequency = 10 yrs Time to peak = 12.07 hrs go Time interval = 1 min Hyd. volume = 8,640 cuft Drainage area = 1.560 ac Curve number = 58.400 Basin Slope = 0.0% Hydraulic length = 0 ft on Tc method = User Time of conc. (Tc) = 16.5 min Total precip. = 5.54 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 go 12.62 0.436 .ru ( Printed values — 10.00% of pp. Print interval = 5) Hydrograph Discharge Table Time -- Outflow (hrs cfs) rr. 11.78 0.307 11.87 0.768 11.95 1.748 12.03 2.688 12.12 2.608 +■ 12.20 1.868 12.28 1.148 12.37 0.689 12.45 0.568 r 12.53 0.501 12.62 0.436 .ru 12.70 0.385 12.78 0.351 r 12.87 0.329 12.95 0.313 r. 13.03 0.297 (., 13.12 0.281 ...End r ( Printed values — 10.00% of pp. Print interval = 5) Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 31DO 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 Hyd. No. 2 Swale 1 Det. Clog Hydrograph type 15 Peak discharge Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 31DO 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 Hyd. No. 2 Swale 1 Det. Clog Hydrograph type = Reservoir Peak discharge = 1.904 cfs Storm frequency = 10 yrs Time to peak = 12.20 hrs Time interval = 1 min Hyd. volume = 6,470 cuft Inflow hyd. No. = 1 - Drainage Area 131 4151�servoir name = Swale 1 Det. Clog Max. Elevation = 422.74 ft Max. Storage = 2,429 cuft Storage Indication method used. Hydrograph Discharge Table (Printed values - 10.00% of Qp. Print interval =5) Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.17 2.176 422.71 ----- ----- ----- ----- 1.642 ----- ----- ----- ----- 1.641 12.25 1.420 422.71 ----- ----- ----- ----- 1.623 ----- ----- ----- ----- 1.623 12.33 0.822 422.65 ----- ----- ----- ----- 1.011 ----- ----- ----- ----- 1.010 12.42 0.596 422.62 ----- ----- ----- ----- 0.675 ----- ----- ----- ----- 0.675 12.50 0.528 422.60 ----- ----- ----- ----- 0.560 ----- ----- ----- ----- 0.560 12.58 0.461 422.60 ----- ----- ----- ----- 0.494 ----- ----- ----- ----- 0.494 12.67 0.403 422.59 ----- ----- ----- ----- 0.433 ----- ----- ----- ----- 0.433 12.75 0.363 422.58 ----- ----- ----- ----- 0.385 ----- ----- ----- ----- 0.385 12.83 0.337 422.57 ----- ----- ----- ----- 0.352 ----- ----- ----- ----- 0.352 12.92 0.319 422.57 ----- ----- ----- ----- 0.329 ----- ----- ----- ----- 0.329 13.00 0.303 422.57 ----- ----- ----- ----- 0.312 ----- ----- ----- ----- 0.312 13.08 0.287 422.57 ----- ----- ----- ----- 0.296 ----- ----- ----- ----- 0.296 13.17 0.272 422.56 ----- ----- ----- ----- 0.280 ----- ----- ----- ----- 0.280 13.25 0.260 422.56 ----- ----- ----- ----- 0.267 ----- ----- ----- ----- 0.267 13.33 0.250 422.56 ----- ----- ----- ----- 0.255 ----- ----- ----- ----- 0.255 13.42 0.241 422.56 ----- ----- ----- ----- 0.246 ----- ----- ----- ----- 0.246 13.50 0.231 422.56 ----- ----- ----- ----- 0.236 ----- ----- ----- ----- 0.236 13.58 0.222 422.56 ----- ----- ----- ----- 0.227 ----- ----- ----- ----- 0.227 13.67 0.214 422.55 ----- ----- ----- ----- 0.218 ----- ----- ----- ----- 0.218 13.75 0.206 422.55 ----- ----- ----- ----- 0.210 ----- ----- ----- ----- 0.210 Continues on next page .End M No 16 Swale 1 Det. Clog Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.83 0.199 422.55 ----- ----- ----- ----- 0.202 ----- ----- ----- ----- 0.203 13.92 0.192 422.55 ----- ----- ----- ----- 0.195 ----- ----- ----- ----- 0.196 .End M No Hydraflow Rainfall Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc. v10.5 Return Intensity -Duration -Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E 17 Wednesday, 12 / 7 / 2016 Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 I1 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60 Precip. file name: Sam le. c Rainfall Precipitation Table (in) Storm Distribution 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr - 100 -yr SCS 24-hour 3.037 3.67 0.00 3.30 5.54 5.77 6.80 9.11 SCS 6 -Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff -1st 0.00 0.00 0.00 2.75 0.00 5.38 6.50 0.00 Huff -2nd 0.00 0.00 0.00 0.00 0.00 0.00 i 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 2.80 0.00 5.25 6.00 11 0.00 so Hydraflow Table of Contents Swale 1Detention.gpw Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 Hydrograph Return Period Recap............................................................................. 1 1 -Year SummaryReport ......................................................................................................................... 2 HydrographReports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Drainage Area B1 +D ............................................................. 3 Hydrograph No. 2, Reservoir, Swale 1 Detention.................................................................... 4 PondReport - Swale 1 Detent............................................................................................. 8 2 - Year SummaryReport....................................................................................................................... 10 HydrographReports................................................................................................................. 11 Hydrograph No. 1, SCS Runoff, Drainage Area B1 +D ........................................................... 11 Hydrograph No. 2, Reservoir, Swale 1 Detention.................................................................. 12 10 -Year inSummary Report ....................................................................................................................... 14 HydrographReports................................................................................................................. 15 Hydrograph No. 1, SCS Runoff, Drainage Area B1 +D ........................................................... 15 O. Hydrograph No. 2, Reservoir, Swale 1 Detention.................................................................. 16 OFReport.................................................................................................................. 18 SWALE #1 DETENTION - FUNCTIONING UNDERDRAIN r Am 1 Hydrograph Return Period Recap Hydra ow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Inflow hyd(s) Peak Outflow (cfs) Hydrograph Description 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr 1 2 SCS Runoff Reservoir ------ 1 0.295 0.252 0.761 0.674 ------- ------- ------- ------- 2.804 1.207 ------- ------- ------- ------- ------- ------- Drainage Area 131 +D Swale 1 Detention Proj. file: Swale 1 Detention.gpw Wednesday, 12 / 7 / 2016 AW irr go M 2 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. v10.5 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 0.295 1 727 1,693 ------ ------ ------ Drainage Area B1+D 2 Reservoir 0.252 1 733 1,608 1 419.14 173 Swale 1 Detention Swale 1 Detention.gpw Return Period: 1 Year Wednesday, 12 / 7 / 2016 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 Time -- Outflow (hrs Drainage Area B1+D (hrs cfs) Hydrograph type = SCS Runoff Peak discharge Storm frequency = 1 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.560 ac Curve number Basin Slope = 0.0% Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.03 in Distribution Storm duration = 24 hrs Shape factor Hydrograph Discharge Table Time -- Outflow Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) (hrs cfs) 11.93 0.047 13.43 0.058 14.93 0.039 12.02 0.190 13.52 0.057 15.02 0.039 12.10 0.293 13.60 0.055 15.10 0.038 12.18 0.268 13.68 0.053 15.18 0.038 12.27 0.212 13.77 0.051 15.27 0.037 12.35 0.147 13.85 0.050 15.35 0.037 12.43 0.121 13.93 0.048 15.43 0.036 12.52 0.110 14.02 0.047 15.52 0.036 12.60 0.098 14.10 0.045 15.60 0.035 12.68 0.088 14.18 0.044 15.68 0.034 12.77 0.081 14.27 0.043 15.77 0.034 12.85 0.076 14.35 0.043 15.85 0.033 12.93 0.073 14.43 0.042 15.93 0.033 13.02 0.070 14.52 0.042 16.02 0.032 13.10 0.067 14.60 0.041 16.10 0.031 13.18 0.064 14.68 0.041 16.18 0.031 13.27 0.062 14.77 0.040 16.27 0.030 13.35 0.060 14.85 0.040 16.35 0.030 3 Wednesday, 12 / 7 / 2016 = 0.295 cfs = 12.12 hrs = 1,693 cuft = 58.400 = 0 ft = 16.5 min = Type II = 484 ( Printed values -10.00 % of Qp. Print interval = 5) Time -- Outflow (hrs cfs) 16.43 0.030 16.52 0.030 16.60 0.030 End C 4 a. Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 am Hyd. No. 2 r■ Swale 1 Detention Hydrograph type = Reservoir Peak discharge Storm frequency = 1 yrs Time to peak r. Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 - Drainage Area B14R%servoir name Max. Elevation = 419.14 ft Max. Storage so I� go r.w Wednesday, 12 / 7 / 2016 = 0.252 cfs = 12.22 h rs = 1,608 cuft = Swale 1 Detent. = 173 cuft Storage Indication method used. Hydrograph Discharge Table (Printed values - 10.00% of Qp. Print interval =5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.17 0.277 419.10 ----- 0.220 ----- ----- ----- ----- ----- ----- ----- 0.220 12.25 0.225 419.12 ----- 0.241 ----- ----- ----- ----- ----- ----- ----- 0.241 12.33 0.159 419.07 ----- 0.170 ----- ----- ----- ----- ----- ----- ----- 0.170 12.42 0.124 419.05 ----- 0.127 ----- ----- ----- ----- ----- ----- ----- 0.127 12.50 0.113 419.04 ----- 0.115 ----- ----- ----- ----- ----- ----- ----- 0.115 12.58 0.100 419.04 ----- 0.103 ----- ----- ----- ----- ----- ----- ----- 0.103 12.67 0.090 419.03 ----- 0.091 ----- ----- ----- ----- ----- ----- ----- 0.091 12.75 0.082 419.03 ----- 0.083 ----- ----- ----- ----- ----- ----- ----- 0.083 12.83 0.077 419.02 ----- 0.078 ----- ----- ----- ----- ----- ----- ----- 0.078 12.92 0.074 419.02 ----- 0.074 ----- ----- ----- ----- ----- ----- ----- 0.074 13.00 0.071 419.02 ----- 0.071 ----- ----- ----- ----- ----- ----- ----- 0.072 13.08 0.068 419.02 ----- 0.068 ----- ----- ----- ----- ----- ----- ----- 0.068 13.17 0.065 419.02 ----- 0.065 ----- ----- ----- ----- ----- ----- ----- 0.065 13.25 0.063 419.02 ----- 0.063 ----- ----- ----- ----- ----- ----- ----- 0.063 13.33 0.061 419.02 ----- 0.061 ----- ----- ----- ----- ----- ----- ----- 0.061 13.42 0.059 419.01 ----- 0.059 ----- ----- ----- ----- ----- ----- ----- 0.059 13.50 0.057 419.01 ----- 0.057 ----- ----- ----- ----- ----- ----- ----- 0.057 13.58 0.055 419.01 ----- 0.055 ----- ----- ----- ----- ----- ----- ----- 0.055 13.67 0.053 419.01 ----- 0.053 ----- ----- ----- ----- ----- ----- ----- 0.053 13.75 0.052 419.01 ----- 0.052 ----- ----- ----- ----- ----- ----- ----- 0.052 Continues on next page... 5 Swale 1 Detention Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.83 0.050 419.01 ----- 0.050 ----- ----- ----- ----- ----- ----- ----- 0.050 13.92 0.048 419.01 ----- 0.049 ----- ----- ----- ----- ----- ----- ----- 0.049 14.00 0.047 419.01 ----- 0.047 ----- ----- ----- ----- ----- ----- ----- 0.047 14.08 0.045 419.01 ----- 0.046 ----- ----- ----- ----- ----- ----- ----- 0.046 14.17 0.044 419.01 ----- 0.044 ----- ----- ----- ----- ----- ----- ----- 0.044 14.25 0.043 419.01 ----- 0.043 ----- ----- ----- ----- ----- ----- ----- 0.043 14.33 0.043 419.01 ----- 0.043 ----- ----- ----- ----- ----- ----- ----- 0.043 14.42 0.042 419.01 ----- 0.042 ----- ----- ----- ----- ----- ----- ----- 0.042 14.50 0.042 419.01 ----- 0.042 ----- ----- ----- ----- ----- ----- ----- 0.042 14.58 0.041 419.01 ----- 0.041 ----- ----- ----- ----- ----- ----- ----- 0.041 0.041 0.041 14.67 0.041 419.01 ----- ----- ----- ----- ----- ----- ----- ----- 14.75 0.040 419.01 ----- 0.041 ----- ----- ----- ----- ----- ----- ----- 0.041 14.83 0.040 419.00 ----- 0.040 ----- ----- ----- ----- ----- ----- ----- 0.040 14.92 0.039 419.00 ----- 0.040 ----- ----- ----- ----- ----- ----- ----- 0.040 15.00 0.039 419.00 ----- 0.039 ----- ----- ----- ----- ----- ----- ----- 0.039 15.08 0.038 419.00 ----- 0.039 ----- ----- ----- ----- ----- ----- ----- 0.039 15.17 0.038 419.00 ----- 0.038 ----- ----- ----- ----- ----- ----- ----- 0.038 15.25 0.037 419.00 ----- 0.037 ----- ----- ----- ----- ----- ----- ----- 0.037 15.33 0.037 419.00 ----- 0.037 ----- ----- ----- ----- ----- ----- ----- 0.037 15.42 0.036 419.00 ----- 0.036 ----- ----- ----- ----- ----- ----- ----- 0.036 15.50 0.036 419.00 ----- 0.036 ----- ----- ----- ----- ----- ----- ----- 0.036 419.00 0.035 ----- ----- ----- ----- 0.035 15.58 0.035 ----- ----- ----- ----- 15.67 0.035 419.00 ----- 0.035 ----- ----- ----- ----- ----- ----- ----- 0.035 0.034 15.75 0.034 419.00 ----- 0.034 ----- ----- ----- ----- ----- ----- ----- 15.83 0.033 419.00 ----- 0.033 ----- ----- ----- ----- ----- ----- ----- 0.033 15.92 0.033 419.00 ----- 0.033 ----- ----- ----- ----- ----- ----- ----- 0.033 16.00 0.032 419.00 ----- 0.032 ----- ----- ----- ----- ----- ----- ----- 0.032 16.08 0.031 419.00 ----- 0.032 ----- ----- ----- ----- ----- ----- ----- 0.032 Continues on next page... M Swale 1 Detention C Continues on next page... NO Hydrograph Discharge Table am Time Inflow Elevation Civ A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs so 16.17 0.031 419.00 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 16.25 0.031 419.00 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 16.33 0.030 419.00 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 16.42 0.030 419.00 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 16.50 0.030 418.99 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 + 16.58 0.030 418.99 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 16.67 0.030 418.99 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 16.75 0.029 418.99 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 16.83 0.029 418.98 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 a. 16.92 0.029 418.98 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 17.00 0.029 418.98 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 17.08 0.029 418.97 ----- 0.031 ----- ----- ----- ----- ----- ----- ----- 0.031 17.17 0.028 418.97 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 ri. 17.25 0.028 418.97 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 17.33 0.028 418.96 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 17.42 0.028 418.96 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 i�. 17.50 0.028 418.95 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 17.58 0.027 418.95 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 17.67 0.027 418.94 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 17.75 0.027 418.94 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 �w 17.83 0.027 418.93 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 17.92 0.026 418.93 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 it 18.00 0.026 418.92 ----- 0.030 ----- ----- ----- ----- ----- ----- ----- 0.030 18.08 0.026 418.91 ----- 0.029 ----- ----- ----- ----- ----- ----- ----- 0.029 18.17 0.026 418.91 ----- 0.029 ----- ----- ----- ----- ----- ----- ----- 0.029 +r 18.25 0.026 418.90 ----- 0.029 ----- ----- ----- ----- ----- ----- ----- 0.029 18.33 0.025 418.89 ----- 0.029 ----- ----- ----- ----- ----- ----- ----- 0.029 18.42 0.025 418.89 ----- 0.028 ----- ----- ----- ----- ----- ----- ----- 0.028 Continues on next page... NO Swale 1 Detention Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 18.50 0.025 418.88 ----- 0.028 ----- ----- ----- ----- ----- ----- ----- 0.028 18.58 0.025 418.88 ----- 0.027 ----- ----- ----- ----- ----- ----- ----- 0.027 18.67 0.024 418.87 ----- 0.027 ----- ----- ----- ----- ----- ----- ----- 0.027 18.75 0.024 418.87 ----- 0.026 ----- ----- ----- ----- ----- ----- ----- 0.026 18.83 0.024 418.86 ----- 0.026 ----- ----- ----- ----- ----- ----- ----- 0.026 18.92 0.024 418.86 ----- 0.026 ----- ----- ----- ----- ----- ----- ----- 0.026 19.00 0.023 418.86 ----- 0.025 ----- ----- ----- ----- ----- ----- ----- 0.025 ...End so an Pond Report 8 Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 Pond No. 1 - Swale 1 Detent. Pond Data Pond storage is based on user -defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult) 0.00 418.00 n/a 0 0 1.00 419.00 n/a 160 160 2.00 420.00 n/a 100 260 3.00 421.00 n/a 600 860 4.00 422.00 n/a 830 1,690 4.50 422.50 n/a 480 2,170 5.00 423.00 n/a 550 2,720 5.50 423.50 n/a 630 3,350 Culvert / Orifice Structures Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Weir Structures Storage / Discharge Table [A] [B] [C] [PrfRsr] Storage [A] [B] [C] [D] Rise (in) = 0.00 6.00 0.00 Inactive Crest Len (ft) = 5.00 0.00 0.00 Inactive Span (in) = 0.00 6.00 0.00 0.00 Crest EI. (ft) = 422.50 0.00 0.00 0.00 No. Barrels = 0 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert EI. (ft) = 0.00 418.50 0.00 0.00 Weir Type = Ciplti --- --- --- Length (ft) = 0.00 20.00 0.00 0.00 Multi -Stage = No No No No Slope (%) = 0.00 0.01 0.00 n/a 64 418.40 --- 0.00 --- N -Value = .020 .020 .013 n/a 80 418.50 --- 0.00 oc --- Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) 0.00 oc --- Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 --- 0.01 oc --- Continues on next page Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B CIV C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 418.00 --- 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.10 16 418.10 --- 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.20 32 418.20 --- 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.30 48 418.30 --- 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.40 64 418.40 --- 0.00 --- --- 0.00 --- --- --- --- --- 0.000 0.50 80 418.50 --- 0.00 oc --- --- 0.00 --- --- --- --- --- 0.000 0.60 96 418.60 --- 0.00 oc --- --- 0.00 --- --- --- --- --- 0.003 0.70 112 418.70 --- 0.01 oc --- --- 0.00 --- --- --- --- --- 0.011 0.80 128 418.80 --- 0.02 oc --- --- 0.00 --- --- --- --- --- 0.020 0.90 144 418.90 --- 0.03 oc --- --- 0.00 --- --- --- --- --- 0.029 1.00 160 419.00 --- 0.03 oc --- --- 0.00 --- --- --- --- --- 0.031 1.10 170 419.10 --- 0.22 oc --- --- 0.00 --- --- --- --- --- 0.221 1.20 180 419.20 --- 0.31 oc --- --- 0.00 --- --- --- --- --- 0.311 1.30 190 419.30 --- 0.38 oc --- --- 0.00 --- --- --- --- --- 0.380 1.40 200 419.40 --- 0.44 oc --- --- 0.00 --- --- --- --- --- 0.439 1.50 210 419.50 --- 0.49 oc --- --- 0.00 --- --- --- --- --- 0.490 1.60 220 419.60 --- 0.54 oc --- --- 0.00 --- --- --- --- --- 0.537 1.70 230 419.70 --- 0.58 oc --- --- 0.00 --- --- --- --- --- 0.580 1.80 240 419.80 --- 0.62 oc --- --- 0.00 --- --- --- --- --- 0.620 1.90 250 419.90 --- 0.66 oc --- --- 0.00 --- --- --- --- --- 0.657 2.00 260 420.00 --- 0.69 oc --- --- 0.00 --- --- --- --- --- 0.692 2.10 320 420.10 --- 0.73 oc --- --- 0.00 --- --- --- --- --- 0.726 2.20 380 420.20 --- 0.76 oc --- --- 0.00 --- --- --- --- --- 0.758 2.30 440 420.30 --- 0.79 oc --- --- 0.00 --- --- --- --- --- 0.789 2.40 500 420.40 --- 0.82 oc --- --- 0.00 --- --- --- --- --- 0.819 2.50 560 420.50 --- 0.85 oc --- --- 0.00 --- --- --- --- --- 0.848 2.60 620 420.60 --- 0.88 oc --- --- 0.00 --- --- --- --- --- 0.876 2.70 680 420.70 --- 0.90 oc --- --- 0.00 --- --- --- --- --- 0.903 2.80 740 420.80 --- 0.93 oc --- --- 0.00 --- --- --- --- --- 0.929 2.90 800 420.90 --- 0.95 oc --- --- 0.00 --- --- --- --- --- 0.954 3.00 860 421.00 --- 0.98 oc --- --- 0.00 --- --- --- --- --- 0.979 3.10 943 421.10 --- 1.00 oc --- --- 0.00 --- --- --- --- --- 1.003 3.20 1,026 421.20 --- 1.03 oc --- --- 0.00 --- --- --- --- --- 1.027 3.30 1,109 421.30 --- 1.05 oc --- --- 0.00 --- --- --- --- --- 1.050 3.40 1,192 421.40 --- 1.07 oc --- --- 0.00 --- --- --- --- --- 1.072 3.50 1,275 421.50 --- 1.09 oc --- --- 0.00 --- --- --- --- --- 1.094 Continues on next page f� 9 Swale 1 Detent. Stage Storage / Discharge Table Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B WrC MID Exfil User Total ft Cuft ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs 3.60 1,358 421.60 --- 1.12 oc --- --- 0.00 --- --- --- --- 1.116 3.70 1,441 421.70 --- 1.14 oc --- --- 0.00 --- --- --- --- 1.137 3.80 1,524 421.80 --- 1.16 oc --- --- 0.00 --- --- --- --- --- 1.158 3.90 1,607 421.90 --- 1.18 oc --- --- 0.00 --- --- --- --- --- 1.178 4.00 1,690 422.00 --- 1.20 oc --- --- 0.00 --- --- --- --- --- 1.199 4.05 1,738 422.05 --- 1.21 oc --- --- 0.00 --- --- --- --- --- 1.209 4.10 1,786 422.10 --- 1.22 oc --- --- 0.00 --- --- --- --- --- 1.218 4.15 1,834 422.15 --- 1.23 oc --- --- 0.00 --- --- --- --- --- 1.228 4.20 1,882 422.20 --- 1.24 oc --- --- 0.00 --- --- --- --- --- 1.238 4.25 1,930 422.25 --- 1.25 oc --- --- 0.00 --- --- --- --- --- 1.247 4.30 1,978 422.30 --- 1.26 oc --- --- 0.00 --- --- --- --- --- 1.257 4.35 2,026 422.35 --- 1.27 oc --- --- 0.00 --- --- --- --- --- 1.267 4.40 2,074 422.40 --- 1.28 oc --- --- 0.00 --- --- --- --- --- 1.276 4.45 2,122 422.45 --- 1.29 oc --- --- 0.00 --- --- --- --- --- 1.285 4.50 2,170 422.50 --- 1.29 oc --- --- 0.00 --- --- --- --- --- 1.295 4.55 2,225 422.55 --- 1.30 oc --- --- 0.19 --- --- --- --- --- 1.490 4.60 2,280 422.60 --- 1.31 oc --- --- 0.53 --- --- --- --- --- 1.839 4.65 2,335 422.65 --- 1.32 oc --- --- 0.97 --- --- --- --- --- 2.289 4.70 2,390 422.70 --- 1.33 oc --- --- 1.49 --- --- --- --- --- 2.1320 4.75 2,445 422.75 --- 1.34 oc --- --- 2.08 --- --- --- --- --- 3.420 4.80 2,500 422.80 --- 1.35 oc --- --- 2.73 --- --- --- --- --- 4.084 4.85 2,555 422.85 --- 1.36 oc --- --- 3.45 --- --- --- --- --- 4.804 4.90 2,610 422.90 --- 1.37 oc --- --- 4.21 --- --- --- --- --- 5.577 4.95 2,665 422.95 --- 1.38 oc --- --- 5.02 --- --- --- --- --- 6.399 5.00 2,720 423.00 --- 1.38 oc --- --- 5.89 --- --- --- --- --- 7.271 5.05 2,783 423.05 --- 1.39 oc --- --- 6.79 --- --- --- --- --- 8.184 5.10 2,846 423.10 --- 1.40 oc --- --- 7.74 --- --- --- --- --- 9.139 5.15 2,909 423.15 --- 1.41 oc --- --- 8.72 --- --- --- --- --- 10.13 5.20 2,972 423.20 --- 1.42 oc --- --- 9.75 --- --- --- --- --- 11.17 5.25 3,035 423.25 --- 1.43 oc --- --- 10.81 --- --- --- --- --- 12.24 5.30 3,098 423.30 --- 1.43 oc --- --- 11.91 --- --- --- --- --- 13.35 5.35 3,161 423.35 --- 1.44 oc --- --- 13.05 --- --- --- --- --- 14.49 5.40 3,224 423.40 --- 1.45 oc --- --- 14.21 --- --- --- --- --- 15.67 5.45 3,287 423.45 --- 1.46 oc --- --- 15.41 --- --- --- --- --- 16.87 5.50 3,350 423.50 --- 1.47 oc --- --- 16.65 --- --- --- --- --- 18.12 ...End f� r rw rr a ion u. 10 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 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 0.761 1 726 3,085 ------ ------ ------ Drainage Area B1+D 2 Reservoir 0.674 1 730 3,000 1 419.95 255 Swale 1 Detention Swale 1 Detention.gpw Return Period: 2 Year Wednesday, 12 / 7 / 2016 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 (hrs cfs) Drainage Area B1+D cfs) 11.88 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 2 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.560 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 3.67 in Distribution Storm duration = 24 hrs Shape factor Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 11.88 0.079 13.38 0.101 11.97 0.379 13.47 0.097 12.05 0.711 13.55 0.094 12.13 0.726 13.63 0.091 12.22 0.557 13.72 0.087 12.30 0.367 13.80 0.085 12.38 0.245 13.88 0.082 12.47 0.213 13.97 0.079 12.55 0.189 14.05 0.076 12.63 0.167 ... End 12.72 0.149 12.80 0.138 12.88 0.131 12.97 0.125 13.05 0.119 13.13 0.113 13.22 0.108 13.30 0.104 11 Wednesday, 12 / 7 / 2016 = 0.761 cfs = 12.10 hrs = 3,085 cuft = 58.400 = Oft = 16.5 min = Type II = 484 ( Printed values - 10.00 % of Qp. Print interval = 5) Hydrograph Report 0.480 12 Hydraflow Hydrographs Extension for AUtoCADO Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 On 12.33 0.303 419.36 Hyd. No. 2 0.418 12.42 Swale 1 Detention 419.14 ----- 0.259 ----- ----- ----- ----- ----- ----- ----- 0.259 i, Hydrograph type = Reservoir Peak discharge = 0.674 cfs Storm frequency = 2 yrs Time to peak = 12.17 hrs �I. Time interval = 1 min Hyd. volume = 3,000 cuft Inflow hyd. No. = 1 - Drainage Area B141%servoir name = Swale 1 Detent. Max. Elevation = 419.95 ft Max. Storage = 255 cuft +r. 12.67 0.159 Storage Indication method used Hydrograph Discharge Table ( Printed values - 10.00% ofQp. Print interval =5) Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.08 0.759 419.69 ----- 0.576 ----- ----- ----- ----- ----- ----- ----- 0.576 12.17 0.664 419.95 << ----- 0.674 ----- ----- ----- ----- ----- ----- ----- 0.674 NO<< Continues on next page... r 12.25 0.480 419.74 ----- 0.594 ----- ----- ----- ----- ----- ----- ----- 0.594 12.33 0.303 419.36 ----- 0.418 ----- ----- ----- ----- ----- ----- ----- 0.418 12.42 0.227 419.14 ----- 0.259 ----- ----- ----- ----- ----- ----- ----- 0.259 it 12.50 0.204 419.09 ----- 0.210 ----- ----- ----- ----- ----- ----- ----- 0.210 12.58 0.180 419.08 ----- 0.184 ----- ----- ----- ----- ----- ----- ----- 0.184 12.67 0.159 419.07 ----- 0.162 ----- ----- ----- ----- ----- ----- ----- 0.162 12.75 0.144 419.06 ----- 0.146 ----- ----- ----- ----- ----- ----- ----- 0.147 r 12.83 0.135 419.06 ----- 0.136 ----- ----- ----- ----- ----- ----- ----- 0.136 r 12.92 0.129 419.05 ----- 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130 13.00 0.123 419.05 ----- 0.124 ----- ----- ---- ----- ----- ----- ----- 0.124 rr 13.08 0.117 419.05 ----- 0.118 ----- ----- ----- ----- ----- ----- ----- 0.118 13.17 0.111 419.04 ----- 0.112 ----- ----- ----- ----- ----- ----- ----- 0.112 13.25 0.107 419.04 ----- 0.107 ----- ----- ----- ----- ----- ----- ----- 0.107 13.33 0.103 419.04 ----- 0.104 ----- ----- ----- ----- ----- ----- ----- 0.104 r. 13.42 0.099 419.04 ----- 0.100 ----- ----- ----- ----- ----- ----- ----- 0.100 13.50 0.096 419.03 ----- 0.097 ----- ----- ----- ----- ----- ----- ----- 0.097 r 13.58 0.093 419.03 ----- 0.093 ----- ----- ----- ----- ----- ----- ----- 0.093 13.67 0.089 419.03 ----- 0.090 ----- ----- ----- ----- ----- ----- ----- 0.090 frr Continues on next page... r End 13 Swale 1 Detention Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.75 0.086 419.03 ----- 0.087 ----- ----- ----- ----- ----- ----- ----- 0.087 13.83 0.083 419.03 ----- 0.084 ----- ----- ----- ----- ----- ----- ----- 0.084 13.92 0.081 419.03 ----- 0.081 ----- ----- ----- ----- ----- ----- ----- 0.081 14.00 0.078 419.03 ----- 0.079 ----- ----- ----- ----- ----- ----- ----- 0.079 14.08 0.075 419.02 ----- 0.076 ----- ----- ----- ----- ----- ----- ----- 0.076 14.17 0.073 419.02 ----- 0.074 ----- ----- ----- ----- ----- ----- ----- 0.074 14.25 0.072 419.02 ----- 0.072 ----- ----- ----- ----- ----- ----- ----- 0.072 14.33 0.070 419.02 ----- 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071 14.42 0.069 419.02 ----- 0.070 ----- ----- ----- ----- ----- ----- ----- 0.070 14.50 0.069 419.02 ----- 0.069 ----- ----- ----- ----- ----- ----- ----- 0.069 14.58 0.068 419.02 ----- 0.068 ----- ----- ----- ----- ----- ----- ----- 0.068 End 60 Irr ow e, C wr No No M 1rr OW am 14 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to Peak (min) Hyd. volume (cult) Inflow hyd(s) Maximum elevation (ft) Total strge used (cult) Hydrograph Description 1 SCS Runoff 2.804 1 724 8,640 ------ ------ ------ Drainage Area B1+D 2 Reservoir 1.207 1 737 8,555 1 422.04 1,730 Swale 1 Detention Swale 1 Detention.gpw Return Period: 10 Year Wednesday, 12 / 7 / 2016 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 15 11.78 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2016 by Autodesk, Inc. v10.5 Hyd. No. 1 cfs) 11.78 Drainage Area B1+D 11.87 0.768 Hydrograph type = SCS Runoff Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Drainage area = 1.560 ac Curve number Basin Slope = 0.0 % Hydraulic length Tc method = User Time of conc. (Tc) Total precip. = 5.54 in Distribution Storm duration = 24 hrs Shape factor Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.78 0.307 11.87 0.768 11.95 1.748 12.03 2.688 12.12 2.608 12.20 1.868 12.28 1.148 12.37 0.689 12.45 0.568 12.53 0.501 12.62 0.436 12.70 0.385 12.78 0.351 12.87 0.329 12.95 0.313 13.03 0.297 13.12 0.281 End Wednesday, 12/7/2016 = 2.804 cfs = 12.07 hrs = 8,640 cuft = 58.400 = Oft = 16.5 min = Type II = 484 ( Printed values — 10.00% of Op. Print interval = 5) C 16 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Hyd. No. 2 Swale 1 Detention Hydrograph Discharge Table Hydrograph type = Reservoir Peak discharge Storm frequency = 10 yrs Time to peak Time interval = 1 min Hyd. volume Inflow hyd. No. = 1 - Drainage Area 131 -fl%servoir name Max. Elevation = 422.04 ft Max. Storage r Outflow it 1W No Wednesday, 12 / 7 / 2016 = 1.207 cfs = 12.28 hrs = 8,555 cuft = Swale 1 Detent. = 1,730 cuft Storage Indication method used. Hydrograph Discharge Table (Printed values - 10.00% of Qp. Print interval =5) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.92 1.298 420.03 ----- 0.703 ----- ----- ----- ----- ----- ----- ----- 0.703 12.00 2.394 420.57 ----- 0.868 ----- ----- ----- ----- ----- ----- ----- 0.868 12.08 2.777 421.31 ----- 1.052 ----- ----- ----- ----- ----- ----- ----- 1.052 12.17 2.176 421.82 ----- 1.162 ----- ----- ---- ----- ----- ----- ----- 1.162 12.25 1.420 422.03 ----- 1.205 ----- ----- ----- ----- ----- ----- ----- 1.205 12.33 0.822 422.00 ----- 1.198 ----- ----- ----- ----- ----- ----- ----- 1.198 12.42 0.596 421.82 ----- 1.162 ----- ----- ----- ----- ----- ----- ----- 1.162 12.50 0.528 421.61 ----- 1.118 ----- ----- ----- ----- ----- ----- ----- 1.118 12.58 0.461 421.39 ----- 1.070 ----- ----- ----- ----- ----- ----- ----- 1.070 12.67 0.403 421.17 ----- 1.019 ----- ----- ----- ----- ----- ----- ----- 1.019 12.75 0.363 420.93 ----- 0.961 ----- ----- ----- ----- ----- ----- ----- 0.961 12.83 0.337 420.64 ----- 0.887 ----- ----- ----- ----- ----- ----- ----- 0.887 12.92 0.319 420.38 ----- 0.814 ----- ----- ----- ----- ----- ----- ----- 0.814 13.00 0.303 420.15 ----- 0.742 ----- ----- ----- ----- ----- ----- ----- 0.742 13.08 0.287 419.70 ----- 0.579 ----- ----- ----- ----- ----- ----- ----- 0.579 13.17 0.272 419.23 ----- 0.331 ----- ----- ----- ----- ----- ----- ----- 0.331 13.25 0.260 419.15 ----- 0.268 ----- ----- ----- ----- ----- ----- ----- 0.268 13.33 0.250 419.14 ----- 0.254 ----- ----- ----- ----- ----- ----- ----- 0.254 13.42 0.241 419.13 ----- 0.244 ----- ----- ----- ----- ----- ----- ----- 0.244 13.50 0.231 419.12 ----- 0.235 ----- ----- ----- ----- ----- ----- ----- 0.235 Continues on next page... fr 17 Swale 1 Detention H dro ra h Discharge Table Y 9 p 9 Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.58 0.222 419.11 ----- 0.226 ----- ----- ----- ----- ----- ----- ----- 0.226 13.67 0.214 419.10 ----- 0.215 ----- ----- ----- ----- ----- ----- ----- 0.215 13.75 0.206 419.09 ----- 0.207 ----- ----- ----- ----- ----- ----- ----- 0.207 13.83 0.199 419.09 ----- 0.200 ----- ----- ----- ----- ----- ----- ----- 0.200 13.92 0.192 419.09 ----- 0.193 ----- ----- ----- ----- ----- ----- ----- 0.193 14.00 0.185 419.08 ----- 0.186 ----- ----- ----- ----- ----- ----- ----- 0.186 14.08 0.178 419.08 ----- 0.179 ----- ----- ----- ----- ----- ----- ----- 0.179 14.17 0.172 419.07 ----- 0.173 ----- ----- ----- ----- ----- ----- ----- 0.173 14.25 0.168 419.07 ----- 0.169 ----- ----- ----- ----- ----- ----- ----- 0.169 14.33 0.165 419.07 ----- 0.166 ----- ----- ----- ----- ----- ----- ----- 0.166 0.163 0.163 14.42 0.163 419.07 ----- ----- ----- ----- ----- ----- ----- ----- 14.50 0.161 419.07 ----- 0.161 ----- ----- ----- ----- ----- ----- ----- 0.161 14.58 0.158 419.07 ----- 0.159 ----- ----- ----- ----- ----- ----- ----- 0.159 14.67 0.156 419.07 ----- 0.157 ----- ----- ----- ----- ----- ----- ----- 0.156 14.75 0.154 419.06 ----- 0.154 ----- ----- ----- ----- ----- ----- ----- 0.154 14.83 0.151 419.06 ----- 0.152 ----- ----- ----- ----- ----- ----- ----- 0.152 14.92 0.149 419.06 ----- 0.150 ----- ----- ----- ----- ----- ----- ----- 0.150 15.00 0.147 419.06 ----- 0.147 ----- ----- ----- ----- ----- ----- ----- 0.147 15.08 0.144 419.06 ----- 0.145 ----- ----- ----- ----- ----- ----- ----- 0.145 15.17 0.142 419.06 ----- 0.142 ----- ----- ----- ----- ----- ----- ----- 0.142 15.25 0.140 419.06 ----- 0.140 ----- ----- ----- ----- ----- ----- ----- 0.140 419.06 0.138 ----- ----- ----- ----- ----- 0.138 15.33 0.137 ----- ----- ----- 15.42 0.135 419.05 ----- 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135 0.133 15.50 0.132 419.05 ----- 0.133 ----- ----- ----- ----- ----- ----- ----- 15.58 0.130 419.05 ----- 0.130 ----- ----- ----- ----- ----- ----- ----- 0.130 15.67 0.127 419.05 ----- 0.128 ----- ----- ----- ----- ----- ----- ----- 0.128 15.75 0.125 419.05 ----- 0.125 ----- ----- ----- ----- ----- ----- ----- 0.125 15.83 0.122 419.05 ----- 0.123 ----- ----- ----- ----- ----- ----- ----- 0.123 Continues on next page... an Hydraflow Rainfall Report 18 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 12 / 7 / 2016 M Aw W-7 it Return Period Intensity -Duration -Frequency Equation Coefficients (FHA) (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 ------- File name: SampleFHA.idf " " Intensity = B / (Tc + D)^E imp to Return Period Intensity Values (in/hr) (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 - 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 1 Tc = time in minutes. Values may exceed 60. 60 Precip file name: Sample pcp Rainfall Precipitation Table (in) Storm Distribution 1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr rrr _ SCS 24-hour 3.03 3.67 0.00 3.30 5.54 5.77 6.80 9.11 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 2.75 0.00 5.38 6.50 0.00 Huff -2nd 0.00 0.00 0.00 0.00 0.00 � 0.00 0.00 0.00 rr Huff -3rd 0.00 0.00 0.00 0.00 I 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 ire Huff -Indy i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 2.80 0.00 5.25 6.00 0.00 or 0 fl i r - N r� n 0 n a ril G P, r Channel Report Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3DO by Autodesk, Inc. BOTTOM OF SWALE #1 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 422.50 Slope (%) = 2.00 N -Value = 0.056 Calculations Compute by: Known Q Known Q (cfs) = 2.63 (Known Q derived from Drainage area Calculations Section) Elev (ft) 425.00 .. 424.50 424.00 423.50 423.00 422.50 .. 422.00 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) 0 2 4 6 8 10 12 14 Reach (ft) Thursday, Sep 15 2016 = 0.46 = 2.630 = 1.55 = 1.69 = 4.91 = 0.32 = 4.76 = 0.50 16 Depth (ft, 2.50 2.00 1.50 1.00 0.50 1%0101 CHANNEL LINING DESIGN CHANNEL: SWALE #1 - BOTTOM STEP 1: DETERMINE MANNING'S "n" VALUE [TABLE 5-14] SWALE COVER: BLUEGRASS MAX VELOCITY (V) : 4.00 (FT/SEC) CALCULATE HYDRAULIC RADIUS (R): CHANNEL GEOMETRY: TRAPEZOIDAL R= bd+Zd'/b+2d V(Zz+1) [PLATE 5-28] Z =ONE SIDE / DEPTH 2 �- d= DEPTH 0.46 b=BOTTOM WIDTH 2 R= 1 0.33 DETERMINE RETARDANCE CLASS: C [LOWEST IN TABLE 5-13] .. VXR= 1.32 MANNING'S "n": 0.067 [PLATE 5-29] �. STEP 2: CALCULATE AVERAGE VELOCITY [MANNING'S EQUATION] �. V=[(1.49/n)R1/3 sl/z] V= FLOW VELOCITY (FT./SEC) n= ROUGHNESS COEFFICIENT 0.067 R= HYDRAULIC RADIUS (FT) 0.33 s= CHANNEL SLOPE (FT/FT) 0.02 V= 175,77-1 1.51 < 4.00 BLUEGRASS IS PERMISSABLE LINING STEP 3: RIPRAP SIZE CALCULATION [VESCH PLATE 3.19-3] DEPTH OF FLOW (2 YEAR STORM) 0.46 SLOPE OF CHANNEL 0.02 REQUIRED D50 RIP -RAP SIZE (FT) 0.25 RIP -RAP SPECIFIED: TYPE Al (D50 =0.90 FEET) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D@ by Autodesk, Inc. BOTTOM OF SWALE #2 Trapezoidal Highlighted Bottom Width (ft) = 2.00 Depth (ft) Side Slopes (z:1) = 3.00, 3.00 Q (cfs) Total Depth (ft) = 2.00 Area (sqft) Invert Elev (ft) = 422.00 Velocity (ft/s) Slope (%) = 3.00 Wetted Perim (ft) N -Value = 0.056 Crit Depth, Yc (ft) Top Width (ft) Calculations EGL (ft) Compute by: Known Q Known Q (cfs) = 3.02 _ (Known Q derived from Drainage Area Calculations) Elev (ft) Section 4LU. UU 424.50 424.00 423.50 423.00 422.50 422.00 aw 421.50 Thursday, Sep 15 2016 = 0.44 = 3.020 = 1.46 = 2.07 = 4.78 = 0.35 = 4.64 = 0.51 Depth (ft, 3.00 2.50 2.00 1.50 1.00 0.50 WE _n rn 0 2 4 6 8 10 12 14 16 18 vvv Reach (ft) — CHANNEL: SWALE #2 - BOTTOM STEP 1: DETERMINE MANNING'S "n" VALUE [TABLE 5-14] SWALE COVER: BLUEGRASS MAX VELOCITY (V) : 4.00 (FT/SEC) .. CALCULATE HYDRAULIC RADIUS (R): CHANNEL GEOMETRY: TRAPEZOIDAL r R= bd+Zd2/b+2d d(Z2+1) [PLATE 5-28] Z =ONE SIDE / DEPTH 1.39 d= DEPTH 0.44 .. b=BOTTOM WIDTH 2 R= 0.33 .� DETERMINE RETARDANCE CLASS: C [LOWEST IN TABLE 5-13] V x R = 1.31 MANNING'S "n": 0.07 [PLATE 5-29] STEP 2: CALCULATE AVERAGE VELOCITY [MANNING'S EQUATION] V=[(1.49/n)R213 s1/2] V= FLOW VELOCITY (FT./SEC) n= ROUGHNESS COEFFICIENT 0.07 R= HYDRAULIC RADIUS (FT) 0.33 s= CHANNEL SLOPE (FT/FT) 0.03 V= 1.75 1.75 < 4.00 BLUEGRASS IS PERMISSABLE LINING STEP 3: RIPRAP SIZE CALCULATION [VESCH PLATE 3.19-3] .. DEPTH OF FLOW (2 YEAR STORM) 0.44 SLOPE OF CHANNEL 0.03 REQUIRED D50 RIP -RAP SIZE (FT) 0.25 RIP -RAP SPECIFIED: TYPE Al (D50 =0.90 FEET) Channel Report Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 31DO by Autodesk, Inc. BOTTOM OF SWALE #3 Trapezoidal Bottom Width (ft) = 2.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 1.50 Invert Elev (ft) = 425.50 Slope (%) = 11.70 N -Value = 0.056 Calculations Compute by: Known Q Known Q (cfs) = 2.00 (Known Q derived from Drainage Area Calculations) Elev (ft) Section 428.00 427.50 427.00 426.50 426.00 425.50 ® 425.00 Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Sep 15 2016 = 0.24 = 2.000 = 0.71 = 2.82 = 3.98 = 0.27 = 3.92 = 0.36 2 4 6 8 10 Reach (ft) Depth (ft; 2.50 2.00 1.50 1.00 0.50 fm r% CA 12 14 16 18 v vv CHANNEL: SWALE #3 - BOTTOM STEP 1: DETERMINE MANNING'S "n" VALUE [TABLE 5-14] SWALE COVER: BLUEGRASS MAX VELOCITY (V) : 4.00 (FT/SEC) CALCULATE HYDRAULIC RADIUS (R): CHANNEL GEOMETRY: TRAPEZOIDAL R= bd+Zd2/b+2d d(Z2+1) [PLATE 5-28] Z =ONE SIDE / DEPTH 0.99 d= DEPTH 0.24 b=BOTTOM WIDTH 2 .. R= 0.20 DETERMINE RETARDANCE CLASS: C [LOWEST IN TABLE 5-13] V x R = 0.80 MANNING'S "n": 0.4 [PLATE 5-29] STEP 2: CALCULATE AVERAGE VELOCITY [MANNING'S EQUATION] V=[(1.49/n)R2/1 sl/z] V= FLOW VELOCITY (FT./SEC) n= ROUGHNESS COEFFICIENT 0.4 R= HYDRAULIC RADIUS (FT) 0.20 s= CHANNEL SLOPE (FT/FT) 5.67 V= 3.04 3.04 < 4.00 IS PERMISSABLE LINING BLUEGRASS r STEP 3: RIPRAP SIZE CALCULATION [VESCH PLATE 3.19-3] DEPTH OF FLOW (2 YEAR STORM) 0.24 SLOPE OF CHANNEL 5.67 REQUIRED D50 RIP -RAP SIZE (FT) 0.25 RIP -RAP SPECIFIED: CLASS Al (D50 =0.90 FEET) f � _ _ _ m F---] on _ _ f ■ § § .o E� 0 0 ■ � 4§ /E $ § 14 \ u.2 f 0 _ o § § § 0 $ 2 ■ /Et o r -Ja q _E § % _E o >kE� 6 0 R } 0 7 q } 0 CL 0 le f � C 6 % � « a 0 E 2 2 f \ \ 0m£ƒ \ /04 _._ / $ $ > § \ e_ � § 9 c E + _ o � § o � g � � � \ ) u�E� ©2 >kE % 6 § .§ E > A� f § , _ f LL: ( k— § § 2 ° g to j j { x�£� o ) o e ■; —� ISE \ § - « c 6 6 co 2 \ Co — U) _ f ¥ e co ® » 2 c E / § C IL CL r .�, c 0 � U O C a.� o0-0 0 0 7 T � U O) d Nc C ® _O O a)m U - N � � C a) a) N d C 0 C y 3 r QU L O N a) a) O a) m E C N C o ®, 'O Oa a) c 7 7 a O N , + N N O c a) w O m a C Q) (6 a) O C N 0• v E N C 0'x,00 OGEE + ai N C) ai 3 N 7 O) N J N N O N .y 'p N c Jm N cC7 x c = U 0 0 J C7 r T� E mi m + c U w g E m o a LO r v E a c U w r L �wE`) y ° 0 a m m m a)o io w CJ n 0 a N y () a) La) N 0_ N N N 0 L ] m O J T E a N a ) m O) > 0 O" N O) a)cc W y N C a) 'O N 3 c m "0 a) > a) > d O C O (n N O .T. _ U Q a) N O 'o 3 .� U m E > C c C o m N o) 3 - L 0= m oc o a m -o O c + J c m > c c o w C Na) N O Ur C + C . 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J O C mO 0 m _ O0_ On O CD U a a) w a O N w N > -0 = o U) E U a O ^ CL 0 m N CO 0 3 m -D 0 E a O x m N -� D a) ° fn E m U N N .� 0= a` m d n "00 0 _a a C 3 N E Y 0 0 o a 0 0 N 7 d N 7 r Q) m m C w d 7 Y rn O E N E N U V m a) > m Y a) C E E � m a) L.. a) 01 N C O C 7 -C 0 J 7 U ` C C Q) r N C a) > a) C a) :E a) N a) m C V UO '0c U o m N S 3 300 N `��° fn c m 3 N o a) m m E J 0 v _ m 0 C a) 0 0 rn c E m c 0 rn m X Y J N O C d N 00 W >, 3 m O) Y m N N O O y U N 0 ?� O :S m N � Q) N O .... m N a) C U x v. 0) m = 0 0 L 0 3 0 � $ m o 0 o w aa) w o bF m 0LO. 0 Q 0 ami O o a) w m a) > L a m - U ° w m 0 m N v 3 C w r 0 m 0 0 > 0 0 CL L 0 mL 0 0 > o 0 Y 0 N C L a) C Y N C O C N - 0) C w E C c O 0 c N O Q O O V 0 .N fa O _ O O w o m a) o m C 0 C N o m p m _ U = U m O N N �j N C 0 C a) a) O f0 C 3 U N O N U C Q) C d N L r m O U d C: _ C — — N O f0 O y > w .0 N .� '- N m O N > 'O N 0 w > m >� m C L N Q) 0 a) N ) a) O a) L L L L N L L a) L L L C L H W F- U F j ~ ~ W I- U H > F- H H W F C r N M V )0 w O r r = c� O O O O O O O O O O O O O O O O O O O N O N O N O N O U U U U U U U U U U U U U U U U U U U U U U U Channel Report Hydraflow Express Extension for AutodeskO AutoCAD® Civil 3D® by Autodesk, Inc. Ex. 48 in RCP Under Access Road Circular Diameter (ft) = 4.00 Invert Elev (ft) = 404.86 Slope (%) = 1.15 N -Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 110.00 an Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) See calculations for roadway contributions in Tab F, "Drainage Calculations". Off-site pond contributions are shown on the next page in this Tab. "o Elev (ft) Section 409.00 .. 408.00 407.00 M, 406.00 i 405.00 .. 404.00 403.00 0 1 2 3 Reach (ft) Tuesday, Dec 6 2016 = 2.50 = 110.00 = 8.27 = 13.30 = 7.30 = 3.17 = 3.87 = 5.25 Depth (ft) 4.14 3.14 2.14 1.14 0.14 4 5 _ Sb QQ' 4- 7, lO t11 QICL 11' c> O -- 1 A M1 EHrotioh - !6383" l , r' •fl n.- T5 I . �' 4CC t 8' -10 mr. �4 3 _ - 46720' D Au o .dvcx w 1B 74i rop .017, /�dut��51.71 AN to be 7r1rfivrflF- "tor seqp -y ! mN-.wrex lrcsh rock per oofill � � b tt A < 'i -i • 1 0 1 I 0 R a 8 8 m n �S F� wo o ir e S I i a u ai O x Hw O O � a Ln 1 i Qa tw m mr m3 $o a o m � a6 '• o , o b i. a Ce 6 N It a 0 sem- d (- 104 vr : y AARS�A!a4a#lAA6 ;� It tt 3 � � M ea..... 3 z boon 1 � 3 31 Ir E y = �r CML -HIGHWAY � DRAINAGE o SURVEYMG -SITE PLANS � SUBDIVISIONS TH o� _7— =i ' IORDANCONSULTIN(3F1dGINEERS PC I�C7�D 7L �ry���/ )M ��L+ �� / DAM ✓W 16.1997 ArnM6: 6-56-97 7-/o,'97 C i- 2510 LTING F GI PFM JG['!'G/{JO )MC.G - L4K ! .SL:I/6. 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