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HomeMy WebLinkAboutSDP200500125 Calculations 2006-05-23 Kenridge Drainage Calculations rc. tom.. et,/ Z Fx , 44 leek March 9, 2006 Timmons Group 800 East Jefferson St. Charlottesville, VA 2290 434.295.5624 Attachment A Stormwater Management Calculations , ,� Modified Simple Method Worksheets Divide the Site into Drainage Areas— Worksheet 1 Calculate the area in acres for each drainage area, and label each drainage area on the plan. It will be necessary to fill out the following series of worksheets for each drainage area. Drainage Area 1: 5.26 acres (on-site); 1. 72 acres (off-site); 6.9d total acres Drainage Area 2: 3.9e acres(on-site); —' acres (off-site); 3-9t3 total acres Drainage Area 3: 2.35 acres (on-site); acres (off-site); 2-3S total acres Drainage Area 4: 6,,3`i acres(on-site); I./S acres (off-site); A 'f'J total acres Drainage Area 5: 11.63 acres(on-site); acres (off-site); y 63 total acres Drainage Area 6: acres(on-site); acres (off-site); total acres Drainage Area 7: acres (on-site); acres (off-site); total acres Total (On-site)Area= 1%,S6 acres 05 February 2003 WR-8 Calculate Pre-Development Impervious Cover (I pre) - Worksheet 2 Calculate I(pre) using actual site information for each drainage area (on-site acres only) as identified in Worksheet 1. If the project is phased, include only the active phase(s). DRAINAGE AREA# 1 ON-SITE AREA = g/ ACRES (on-site drainage area size) Roads: length(ft)x width(ft) for all roads . = square feet Driveways: average length(ft) x average width(ft) x number of driveways = square feet Parking Lots: square footage = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture(livestock present), Yards& areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas = square feet Total Equivalent Impervious Area = 22,652 square feet (sum of all the above values) I(pre) = Total Equivalent Impervious Cover(sq ft)x 100 = 8 % 43560 sq ft per acre/on-site drainage area(acs.) DRAINAGE AREA# -2- ON-SITE AREA = 3_76 ACRES (on-site drainage area size) Roads: length(ft)x width(ft)for all roads . = square feet Driveways: average length(ft)x average width(ft)x number of driveways = square feet Parking Lots: square footage . = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture (livestock present), Yards & areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas . = square feet Total Equivalent Impervious Area = 21, 70e square feet (sum of all the above values) I(pre) = Total Equivalent Impervious Cover(sq ft)x 100 = /S % 43560 sq ft per acre/on-site drainage area(acs.) 05 February 2003 WR-8 Calculate Pre-Development Impervious Cover (I pre) - Worksheet 2 Calculate I(pre) using actual site information for each drainage area (on-site acres only) as identified in Worksheet 1. If the project is phased, include only the active phase(s). DRAINAGE AREA# 3 ON-SITE AREA = S 01 ACRES (on-site drainage area size) Roads: length (ft)x width(ft) for all roads . = square feet Driveways: average length (ft) x average width(ft)x number of driveways = square feet Parking Lots: square footage = _ square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture (livestock present), Yards & areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 . = square feet Other Impervious Areas = square feet Total Equivalent Impervious Area = 22,2/S square feet (sum of all the above values) I(pre) = Total Equivalent Impervious Cover(sq ft)x 100 = /0 % 43560 sq ft per acre/on-site drainage area(acs.) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) Roads: length(ft)x width(ft) for all roads . = square feet Driveways: average length(ft)x average width(ft) x number of driveways = square feet Parking Lots: square footage = square feet Gravel Areas: square footage x 0.70 = square feet Structures(including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture (livestock present),Yards & areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas . = square feet Total Equivalent Impervious Area = square feet (sum of all the above values) I(pre) = Total Equivalent Impervious Cover(sq ft) x 100 = % 43560 sq ft per acre/on-site drainage area(acs.) 05 February 2003 WR-8 Calculate Pre-Development Phosphorus Load(Lpre) — Worksheet 3 Use the following table to calculate L(pre)based on the water resources area in which the project is located. Water.Resources Are L(pre) Development Area, where I(pre) is less than 1.41 x A or equal to 20% Development Area, where I(pre) is greater 6.14 x [0.05 +(0.009)(Ipre)] x A than 20% Water Supply Protection Area, no existing 0.15 x A impervious cover(do not count existing equivalent impervious cover from pasture or crop land) Water Supply Protection Area, site with 3.07 x [0.05 + (0.009)(Ipre)] x A existing impervious cover Other Rural Land,no existing impervious 0.21 x A cover(do not count existing equivalent impervious cover from pasture or crop land) Other Rural Land, site with existing 3.51 x [0.05 + (0.009)(Ipre)] x A impervious cover L(pre)= Pre-Development Phosphorus Load(pounds/year) I (pre) = Pre-Development Equivalent Impervious Cover (%expressed in whole numbers from Worksheet 2) A = On-Site Drainage Area(acres) DRAINAGE AREA# I ON-SITE AREA = 7. g I ACRES (on-site drainage area size) L (pre)= II.C'/ pounds per year(annual loading) 05 February 2003 WR-8 (Worksheet 3— Continued) DRAINAGE AREA# Z ON-SITE AREA = 3-76 ACRES (on-site drainage area size) L (pre) = S,3° pounds per year(annual loading) DRAINAGE AREA# 3 ON-SITE AREA = S 0/ ACRES (on-site drainage area size) L (pre)= 7. 0 6 pounds per year(annual loading) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) L (pre) = pounds per year(annual loading) DRAINAGE AREA# ON-SITE AREA = ACRES(on-site drainage area size) L (pre)= pounds per year(annual loading) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) L (pre)= pounds per year(annual loading) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) L (pre) = pounds per year(annual loading) 05 February 2003 WR-8 Calculate Post-Development Ultimate Impervious Cover (I post) - Worksheet 4 Use the following worksheet to calculate I(post) using assumed figures for build-out of the project, including roads,houses, driveways,yards, etc. DRAINAGE AREA# 1 ON-SITE AREA = 5.26 ACRES (on-site drainage area size) Roads: length(ft) x width(ft) for all roads . = square feet Driveways: average length(ft) x average width(ft)x number of driveways = square feet Parking Lots: square footage = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture(livestock present), Yards &areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas = square feet Total Equivalent Impervious Area = /t/) 926 square feet (sum of all the above values) I(post) = Total Equivalent Impervious Cover(sq ft) x 100 = 99 % 43560 sq ft per acre/on-site drainage area(acs.) DRAINAGE AREA# 2 ON-SITE AREA = 3-le ACRES (on-site drainage area size) Roads: length (ft) x width(ft) for all roads . = square feet Driveways: average length(ft)x average width(ft)x number of driveways = square feet Parking Lots: square footage . . = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture (livestock present), Yards & areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas . = square feet Total Equivalent Impervious Area = //O/SSS square feet (sum of all the above values) I(post) = Total Equivalent Impervious Cover(sq ft)x 100 = 6471 % 43560 sq ft per acre/on-site drainage area(acs.) 05 February 2003 WR-8 Calculate Post-Development Ultimate Impervious Cover (I post) - Worksheet 4 Use the following worksheet to calculate I(post) using assumed figures for build-out of the project, including roads, houses, driveways,yards, etc. DRAINAGE AREA# 3 ON-SITE AREA = -2 -3S ACRES (on-site drainage area size) Roads: length(ft) x width (ft) for all roads . = square feet Driveways: average length(ft) x average width (ft)x number of driveways = square feet Parking Lots: square footage = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture(livestock present), Yards & areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas = square feet Total Equivalent Impervious Area = 6,3 90 square feet (sum of all the above values) I(post) = Total Equivalent Impervious Cover(sq ft)x 100 = 6. % 43560 sq ft per acre/on-site drainage area(acs.) DRAINAGE AREA# ON-SITE AREA = c2.3'} ACRES (on-site drainage area size) Roads: length(ft) x width(ft) for all roads . = square feet Driveways: average length(ft) x average width(ft) x number of driveways = square feet Parking Lots: square footage = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture (livestock present), Yards & areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas = square feet Total Equivalent Impervious Area = square feet (sum of all the above values) I(post) = Total Equivalent Impervious Cover(sq ft) x 100 = 0 % 43560 sq ft per acre/on-site drainage area(acs.) 05 February 2003 WR-8 Calculate Post Development Ultimate Impervious Cover (I post) - Worksheet 4 Use the following worksheet to calculate I(post) using assumed figures for build-out of the project, including roads,houses, driveways,yards, etc. DRAINAGE AREA# S- ON-SITE AREA = LAb3 ACRES (on-site drainage area size) Roads: length(ft)x width (ft) for all roads . = square feet Driveways: average length(ft)x average width(ft)x number of driveways = square feet Parking Lots: square footage = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture(livestock present), Yards& areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas = square feet Total Equivalent Impervious Area = 2 0)WO square feet (sum of all the above values) I(post) = Total Equivalent Impervious Cover(sq ft)x 100 = /0 0/0 43560 sq ft per acre/on-site drainage area(acs.) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) Roads: length(ft)x width(ft) for all roads . = square feet Driveways: average length(ft) x average width(ft)x number of driveways = square feet Parking Lots: square footage = square feet Gravel Areas: square footage x 0.70 = square feet Structures (including houses): sum of actual square footage for all structures, OR average house square footage x number of houses . = square feet Actively-grazed pasture (livestock present),Yards &areas of cultivated turf: actual square footage of areas x 0.08, OR average yard area x number of yards x 0.08 . = square feet Active crop land: square footage x 0.25 = square feet Other Impervious Areas = square feet Total Equivalent Impervious Area = square feet (sum of all the above values) I(post) = Total Equivalent Impervious Cover(sq ft)x 100 = 0/0 43560 sq ft per acre/on-site drainage area(acs.) 05 February 2003 WR-8 Calculate Post-Development Phosphorus Load(L post) — Worksheet 5 Use the following table to calculate L(post) based on the water resources area in which the project is located. Pater Resourcesast Development Area 6.14 x [0.05 +(0.009)(Ipost)] x A Water Supply Protection Area 3.07 x [0.05 +(0.009)(Ipost)] x A Other Rural Land 3.51 x [0.05 +(0.009)(Ipost)] x A L(post)= Post-Development Phosphorus Load(pounds/year) I (post)= Post-Development Equivalent Impervious Cover (%expressed in whole numbers from Worksheet 4) A = On-Site Drainage Area(acres) DRAINAGE AREA# 1- ON-SITE AREA = C 2G ACRES (on-site drainage area size) L (post)= /S. 36 pounds per year(annual loading) DRAINAGE AREA# Z ON-SITE AREA = 3. 9 8 ACRES (on-site drainage area size) L (post)= /5-, 3v pounds per year(annual loading) DRAINAGE AREA# 3 ON-SITE AREA = 2.35— ACRES (on-site drainage area size) L (post)= I-So pounds per year(annual loading) 05 February 2003 WR-8 (Worksheet 5— Continued) DRAINAGE AREA# ON-SITE AREA = £91 ACRES (on-site drainage area size) L (post)= C7./0 pounds per year(annual loading) DRAINAGE AREA# 5- ON-SITE AREA = V-t 3 ACRES (on-site drainage area size) L (post)= 3-90 pounds per year(annual loading) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) L (post)= pounds per year(annual loading) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) L (post)= pounds per year(annual loading) DRAINAGE AREA# ON-SITE AREA = ACRES (on-site drainage area size) L (post)= pounds per year(annual loading) 05 February 2003 WR-8 (Worksheet 6— Continued) DRAINAGE AREA# S Condition: ❑ 1 ❑ 2 ❑ 3 p A- P.A."0s L post= 3. 78 L pre= '7.06 RR= -- %RR= % SST /iti..P6t,,44 4 445 4 /s I-ES'S Dna, P/ii.'—De...,Ei..e", T 1r1.9E.c44 A-.A.4,4. 1 a.E ,i, M• 7 t.4j-..0 .4- v►Z A .✓4Rt./ is rlic�a... 7. DRAINAGE AREA# Condition: ❑ 1 ❑ 2 ❑ 3 Lpost= Lpre= RR= %RR= % DRAINAGE AREA# Condition: ❑ 1 ❑ 2 ❑ 3 Lpost= Lpre= RR= %RR= % DRAINAGE AREA# Condition: ❑ 1 ❑ 2 ❑ 3 Lpost= Lpre= RR= %RR= % DRAINAGE AREA# Condition: ❑ 1 ❑ 2 ❑ 3 Lpost= Lpre= RR= %RR= % DRAINAGE AREA# Condition: ❑ 1 ❑ 2 ❑ 3 Lpost= Lpre= RR= %RR= % DRAINAGE AREA# Condition: ❑ 1 ❑ 2 ❑ 3 L post= L pre= RR= %RR= % 05 February 2003 WR-8 Calculate Pollutant Removal Requirement— Worksheet 6 RR = (Pollutant) Removal Requirement=L post-( L pre x f) (pounds per year) Where"f"is a factor applied to the Removal Requirement based upon the Conditions described below. %RR= Overall BMP Pollutant Removal Efficiency=(RR x 100 )/L post (percent) Condition 1 - "No Existing Impervious Cover" ; f= 1.0 This condition does not include equivalent impervious cover from pasture/crop land. It includes"new development"in all water resources areas and"adding impervious cover to existing sites"when existing impervious cover is within: • Development Area and is less than or equal to 20% • Water Supply Protection Area and is 0% • Other Rural Land and is less than or equal to 1% Condition 2-"Adding Impervious Cover To Sites With Existing Impervious Cover"in the Development Areas ; f=0.90 This condition includes "adding impervious cover to existing sites"when existing impervious cover is greater than 20% or is designated as "infill and redevelopment". Condition 3- "Adding Impervious Cover To Sites With Existing Impervious Cover"in the Water Supply Protection Area or Other Rural Land ; f=0.85 This condition includes "adding impervious cover to existing sites"when existing impervious cover is within: • Water Supply Protection Area and is greater than 0% • Other Rural Land and is greater than 1% • Designated as"infill and redevelopment" DRAINAGE AREA# / 2,3 4- 1 Condition: '1 ❑ 2 ❑ 3 D-i - /-y 1J.4 : i f Z L post= 3Z. L pre= 16. 3, RR_ /6. 36" %RR= So % 'L Af o` p er 05 February 2003 WR-8 1 Detention Area 2 ' z • ``�-- JunctIon2 Storm Sewer-2 *g-A Bbfiker ;al —"Overland1o810 OuffaliII A Overland Flow F URknate Outfan J Jux3font a Storm Sewer-1 Detection Area 1 rP9 , f Attachment B Storm Sewer Calculations "fir, 4 ; 44,4 ";04114 "' „"Low 'r 0.•44.444-ko- 441"-'44 • 4 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE-ACCUM- tc I-10 yr. Q ELEV. ELEV. LEN. SLOPE_ DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % in. c.f.s. f.p.s. sec. c.f.s. f.p.s. i 2. ; � 4 ZS' 0,71 �' "�� 1 � <,. ., - 15- - 16`- - 17- - 18- 19- 128 126 0.02 0.9 0.02 0.02 5.00 6.80 0.12 637.00 636.80 24.69 0.81%n 15.00 5.81 1.90 13.0 0.2 2.0 126 124 0.14 0.43 0.06 0.08 8.50 5.90 0.46 636.70 636.30 66.94 0.60% 15.00 4.99 2.50 26.7, 0.7 2.8 124 122 0.14 0.43 0.06 0.23 10.00 5.60 1.27 636.20 635.45 93.61 0.80% 15.00 5.78 3.72 25.1 1.8 4.1 122 120 0.17 0.45 0.08 0.30 10.42 5.52 1.67 635.35 634.75 75.33 0.80% 15.00 5.77 4.02 18.7 2.4 4.4 120 118 0.2 0.55 0.11 0.41 10.73 5.45 2.25 630.75 624.23 162.99 4.00% 15.00 12.92 7.87 20.7 3.2 8.6 118 116 0.13 0.9 0.12 0.88 11.08 5.39 4.76 620.23 615.70 123.42 3.67% 15.00 12.38 9.42 13.1 8.8 10.9 116 114 0.065 0.9 0.06 1.00 11.30 5.37 5.38 611.70 611.00 21.84 3.21% 15.00 11.56 9.17 2.4 12.7 10.3 114 112 0.019 0.9 0.02 1.55 18.37 4.36 6.78 607.00 605.80 44.50 2.70% 15.00 10.61 9.16 4.9 17.4 14.2 112 110 0.011 0.9 0.01 1.73 18.45 4.36 7.52 601.80 598.70 136.74 2.27% 15.00 9.73 8.75 15.6 18.9 15.4 110 108 0.098 0.9 0.09 1.82 18.71 4.33 7.86 597.00 596.30 33.72 2.08% 15.00 9.31" 8.49 4.0 19.3 15.8 108 106 0.15 0.9 0.14 2.06 18.78 4.32 8.90 596.20 595.22 87.26 1.12% 18.00 11.13 6.98 12.5 21.8 12.3 106 Det.1 in 0.07 0.9 0.06 2.23 18.98 4.30 9.57 592.00 588.00 17.08 23.42% 18.00 50.83 21.91 0.8 26.1 28.8 Det.1 in Det.1 ou 0 0 0.00 6.10 19.69 4.23 25.80 584.00 583.11 178.00 0.50% 96.00 644.94 6.07 29.3 69.5 8.3 Det.1 ou 104 0 0 0.00 6.10 20.18 4.18 25,80 583.01 582.50 20.06 2.54% 30.00 65.40 12.45 1.6 69.5 14.2 104 102 0.02 0.35 0.01 6.11 20.21 4.18 25.80 580.60 579.22 138.41 1.00% 30.00 40.96 8.79 15.7 69.5 14.2 102 POND 0.14 0.35 0.05 6.15 20.47 4.15 25.80 579.12 579.00 23.48 0.51% 30.00 29.32' 6.73 3.5 69.5 14.2 130 106 0.08 0.9 0.07 0.10 10.39 5.52 0.73 593.80 593.50 21.42 1.40% 15.00 7.64 3.83 5.6 5.2 6.7 132 112 0.092 0.9 0.08 0.16 7.17 6.25 1.02 607.50 605.80 50.49 3.37% 15.00 11.85 5.76 8.8 2.0 7.2 134 118 0.22 0.7 0.15 0.22 7.05 6.29 1.41 623.50 623.05 36.78 1.22% 15.00 7.15V 4.52 8.1 2.0 4.9 138 136 0.05 0.9 0.05 0.05 5.00 6.80 0.31 608.10 607.90 21.26 0.94% 15.00 6.27 2.64 8.1 0.4 2.8 136 114 0.05 0.9 0.05 0.54 18.06 4.39 2.35 607.8 607.1 83.78 0.84% 15 5.90 4.50 18.6 7.1 5.8 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE- ACCUM- tc I-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % in. c.f.s. f.p.s. sec. c.f.s. f.p.s. - 1 - -2- 3 4 5 :.:,, z „ 7 8- 9- -10- 11 - - 12 - 13- - 14 - 15- - 16- 17- -i1 ; , 901 142 140 0.02 0.9 0.02 0.02 5.00 6.80 0.12 640 639.5 26.2 1.91% 15 8.92 2.53 10.4 0.2 2.7 140 124 0.12 0.58 0.07 0.09 6.50 6.40 0.56 639.4 636.3 72.32 4.29% 15 13.37 5.16 14.0 0.8 5.9 224 222 0.1 0.9 0.09 0.09 5.00 6.80 0.61 615.65 615.55 21.42 0.47% 15 4.41 2.52 8.5 0.9 2.7 222 220 0.1 0.9 0.09 0.18 5.14 6.76 1.22 615.45 609.6 325.25 1.80% 15 8.66 10.69 65.8' 1.7 5.5 220 218 0.12 0.9 0.11 0.65 18.48 4.35 2.82 605.6 603.5 43.69 4.81% 15 14.16 8.96 4.9 12.4 13.0 218 216 0.08 0.9 0.07 0.72 18.57 4.34 3.12 601.17 600.5 33.62 1.99% 15 9.12 6.70 5.0 12.8 10.4 216 214 0.066 0.9 0.06 0.78 18.65 4.34 3.37 600.4 600 19.44 2.06% 15 9.27 6.90 2.8 13.1 10.7 214 212 0.46 0.9 0.41 1.50 18.70 4.33 6.51 597.75 597.5 45.37 0.55% 18 7.80 4.93 9.2 24.0 13.6 212 210 0.51 0.9 0.46 1.96 18.85 4.31 8.46 597 595 72.45 2.76% 18 17.45 9.79 7.4 26.8 15.1 210 208 0.04 0.9 0.04 2.00 18.97 4.30 8.59 592.87 592.65 21.72 1.01% 18 10.57% 6.65 3.3 26.9 15.2 208 Det.2 in 0.091 0.9 0.08 2.08 19.03 4.30 8.94 592 591.5 29.29 1.71% 30 53.59 7.99 3.7 27.4 10.9 Det.2 in Det.2 out 0 0 0.00 5.38 19.69 4.23 22.78 588 587.11 178 0.50% 96 644.94 5.77 30.8 27.4 6.4 Det.2 out 206 0 0 0.00 5.38 20.20 4.18 22.78 587 586 39.36 2.54% 30 65.38 12.02 3.3 27.4 12.7 206 204 0.12 0.35 0.04 5.43 20.25 4.17 22.78 585.5 585 175.74 0.28% 30 LOW 4.64 37.9 27.4 5.6 -•- 204 202 0.25 0.35 0.09 5.51 20.89 4.11 22.78 583 580 147.03 2.04% 30 58.59 11.15 13.2 27.4 11.7 202 POND 0.19 0.35 0.07 5.58 21.11 4.09 22.82 577.3 577 37.32 0.80% 30 36.78 7.89 4.7 27.5 8.2 226 220 0.21 0.9 0.19 0.36 18.39 4.36 1.96 607.86 607.6 25.13 1.04% 15 6.59 4.66 5.4 10.6 8.6 234 232 0.25 0.8 0.20 0.20 6.00 6.50 1.30 630 619 70.21 15.67% 15 25.57 10.77 6.5 1.8 12.0 232 230 0.15 0.35 0.05 0.25 10.00 5.60 1.41 618 611 45.06 15.53% 15 25.46 11.15 4.0 2.0 12.0 230 228 0.12 0.62 0.07 0.81 19.373 4.26 3.44 609 602.6 59.51 10.75% 15 21.18 12.64 4.7 32.1 26.2 228 214 0.07 0.59 0.04 0.92 19.492 4.25 3.90 602.5 600 89.69 2.79% 15 10.78 8.03 11.2 48.3 39.4 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE- ACCUM- tc I-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % in. c.f.s. f.p.s. sec. c.f.s. f.p.s. - 1 - -2- 3- -4- -5- -6- -7- -8- -9- - 10- - 11 - -12 -13 -.14 - 15- -16- -1T YD81 134 0.20 0.35 0.07 0.07 7.0 6.30 0.44 630.65 630.35 12.21 2.46% 12 6.05 4.45 2.7 0.6 4.9 YD78 132 0.23 0.35 0.08 0.08 7.0 6.29 0.50 616.32 614.15 43.46 4.99% 12 8.62 5.90 7.4 1.3 7.9 YD74 108 0.31 0.35 0.11 0.11 7.2 6.25 0.69 600.69 599.77 43.48 2.12% 12 5.61 4.77 9.1 2.3 6.8 YD66 118 0.37 0.35 0.13 0.13 10.0 5.60 0.73 628.65 628.17 17.7 2.71% 12 6.36 5.27 3.4 3.1 8.0 YD64 116 0.17 0.35 0.06 0.06 10.1 5.59 0.73 618.03 615.89 42.85 4.99% 12 8.63 6.55 6.5 3.6 10.4 YD60 110 0.31 0.35 0.11 0.11 10.2 5.57 0.73 601.23 601.14 18.47 0.49% 12 2.69 2.89 6.4 4.4 5.6 YD58 130 0.09 0.35 0.03 0.03 10.3 5.55 0.73 597.05 595.9 38.33 3.00% 12 6.69 5.54 6.9 4.6 9.2 YD52 136 0.89 0.5 0.45 0.45 18.0 4.40 1.96 610.74 610.48 18.87 1.38% 12 4.53 5.51 3.4 6.5 8.3 YD31 214 0.89 0.35 0.31 0.31 18.1 4.39 1.96 603.15 601.55 81.95 1.95% 12 5.39 6.27 13.1 8.5 10.8 YD25 226 0.49 0.35 0.17 0.17 18.3 4.37 1.96 612.25 611.08 48.81 2.40% 12 5.98 6.78 7.2 9.5 12.1 YDIO 218 0.20 0.35 0.07 0.07 18.4 4.36 1.96 603.91 603.5 17.35 2.36% 12 5.93 6.73 2.6 9.9 12.6 YD23 216 0.20 0.35 0.07 0.07 18.4 4.36 1.96 604.25 604 46.01 0.54% 12 2.85 3.88 11.8 10.3 13.2 YD21 212 0.05 0.9 0.05 0.05 18.6 4.34 1.96 599.9 599.7 13.45 1.49% 12 4.71 5.66 2.4 10.6 13.5 YD19 210 0.08 0.9 0.07 0.07 18.7 4.33 1.96 593.06 592.97 19.79 0.45% 12 2.60 3.63 5.5 11.0 14.1 YD12 220 0.74 0.35 0.26 0.26 18.8 4.32 1.96 610.07 609.6 50.83 0.92% 12 3.71 4.77 10.7 12.7 16.1 YD7 208 0.21 0.35 0.07 0.07 18.9 4.31 1.96 594.58 594.39 37.97 0.50% 12 2.73 3.77 10.1 13.1 16.7 YD33 230 0.80 0.35 0.28 0.28 19.1 4.29 1.96 613.7 610.91 55.86 4.99% 12 8.63 8.83 6.3 14.8 18.9 YD39 230 0.57 0.35 0.20 0.20 19.2 4.28 1.96 611.67 608.94 74.35 3.67% 12 7.40 7.94 9.4 16.0 20.4 YD37 228 0.08 0.9 0.07 0.07 19.4 4.26 1.96 604.2 603.25 45.55 2.09% 12 5.57 6.40 7.1 16.4 20.9 YD85 Det.1 in 1.50 0.65 0.98 1.05 19.5 4.25 4.44 588.36 588.07 11.7 2.48% 12 6.08 8.43 1.4 22.1 28.2 YD84 Det.1 in 0.06 0.44 0.03 1.07 19.5 4.25 4.55 586.49 586.43 12.86 0.47% 12 LOW' 5.80 2.2 22.3 28.4 YD2 Det.2 in 1.18 0.45 0.53 1.60 19.6 4.24 6.80 598.75 595.46 65.90 4.99% 12 8.62 12.12 5.4 0.0 0.0 YD1 Det.2 in 0.11 0.90 0.10 1.70 19.6 4.24 7.21 586.50 585.88 24.09 2.57% 12 LOW' 9.18 2.6 0.0 0.0 YD71 Det.1 in 0.08 0.70 0.06 1.76 19.7 4.23 7.44 594.37 592.00 7.06 33.57% 12 22.36 25.37 0.3 0.0 0.0 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER ,,, O, Q, Se H JUNCTION LOSS FINAL INLET WATER RIM STATION SURFACE ELEV ZW V. H. QIN VIN Qi V V=QF H, ANGLE He H, 1.311, .5H, H SURFACE ELEV. ELEV 594.26 7.06 12 7.44 0.037 0.26 25.4 2.5 YD71 7.2 9.2 66.1 1.3 0.46 0 0 2.96 3.84 1.92 2.18 596.44 598.25 595.84 24.09 12 7.21 0.035 0.84 9.2 0.3 YD1 6.8 12.1 82.4 2.3 0.80 0 0 1.13 1.46 0.73 1.57 597.42 589.58 596.26 65.90 12 6.80 0.031 2.05 12.1 0.6 YD2 4.6 5.8 26.4 0.5 0.18 0 0 0.75 0.98 N/A 3.03 599.29 603.50 594.26 12.86 12 4.55 0.014 0.18 5.8 0.1 YD84 4.4 8.4 37.4 1.1 0.39 0 0 0.52 0.67 0.34 0.51 594.77 590.49 594.26 11.70 12 4.44 0.013 0.15 8.4 0.3 YD85 2.0 6.4 12.5 0.6 0.22 0 0 0.50 0.65 0.32 0.48 594.74 593.50 604.05 45.55 12 1.96 0.003 0.12 6.4 0.2 YD37 2.0 7.9 15.5 1.0 0.34 0 0 0.50 0.65 N/A 0.77 604.82 608.30 609.74 74.35 12 1.96 0.003 0.19 7.9 0.2 YD39 2.0 8.8 17.3 1.2 0.42 0 0 0.67 0.87 N/A 1.06 610.80 615.25 611.71 55.86 12 1.96 0.003 0.14 8.8 0.3 YD33 2.0 3.8 7.38 0.2 0.08 0 0 0.38 0.49 N/A 0.64 612.35 620.22 596.83 37.97 12 1.96 0.003 0.10 3.8 0.1 YD7 2.0 4.8 9.33 0.4 0.12 0 0 0.18 0.23 N/A 0.33 597.16 602.70 610.40 50.83 12 1.96 0.003 0.13 4.8 0.1 YD12 2.0 3.6 7.1 0.2 0.07 0 0 0.16 0.21 N/A 0.34 610.74 618.07 598.11 19.79 12 1.96 0.003 0.05 3.6 0.1 YD19 2.0 5.7 11.1 0.5 0.17 0 0 0.23 0.29 0.15 0.20 598.30 597.50 600.50 13.45 12 1.96 0.003 0.03 5.7 0.1 YD21 2.0 3.9 7.61 0.2 0.08 0 0 0.21 0.27 N/A 0.30 600.80 604.00 604.80 46.01 12 1.96 0.003 0.12 3.9 0.1 YD23 2.0 6.7 13.2 0.7 0.25 0 0 0.30 0.40 N/A 0.51 605.31 612.25 604.30 17.35 12 1.96 0.003 0.04 6.7 0.2 YD10 2.0 6.8 13.3 0.7 0.25 0 0 0.43 0.55 N/A 0.60 604.90 611.41 611.88 48.81 12 1.96 0.003 0.13 6.8 0.2 YD25 2.0 6.3 12.3 0.6 0.21 0 0 0.39 ' 0.51 N/A 0.64 612.52 620.25 602.35 81.95 12 1.96 0.003 0.21 6.3 0.2 YD31 2.0 5.5 10.8 0.5 0.16 0 0 0.32 0.41 N/A 0.62 602.97 607.50 611.28 18.87 12 1.96 0.003 0.05 5.5 0.1 Hydraulic Grade Line Page 1 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET 'OUTLET WATER' � I Do I Q. Sb H, JUNCTION LOSS FINAL I INLET WATER' RIM STATION SURFACE ELEV 1ZW 1 1 1 Vo Ha Qa V, Q,•V, V'@g H, ANGLE He 1 H, I.3H, .SHE H 1 SURFACE ELEV' ELEV I YD52 0.7 5.5 4.03 0.5 0.17 0 0 0.28 0.37 N/A 0.42 611.70 615.54 596.70 38.33 12 0.73 0.000 0.01 5.5 0.1 YD58 0.7 2.9 2.11 0.1 0.05 0 0 0.16 0.21 N/A 0.23 596.93 602.50 601.94 18.47 12 0.73 0.000 0.01 2.9 0.0 YD60 0.7 6.6 4.77 0.7 0.23 0 0 0.27 0.35 N/A 0.35 602.29 607.25 616.69 42.85 12 0.73 0.000 0.02 6.6 0.2 YD64 0.7 5.3 3.83 0.4 0.15 0 0 0.32 0.41 N/A 0.43 617.12 624.75 628.97 17.70 12 0.73 0.000 0.01 5.3 0.1 YD66 0.7 4.8 3.28 0.4 0.12 0 0 0.23 0.30 N/A 0.31 629.28 632.75 600.57 43.48 12 0.69 0.000 0.01 4.8 0.1 YD74 0.5 5.9 2.97 0.5 0.19 0 0 0.28 0.36 N/A 0.38 600.95 608.15 614.95 43.46 12 0.50 0.000 0.01 5.9 0.1 YD78 0.4 4.4 1.96 0.3 0.11 0 0 0.24 0.32 N/A 0.32 615.27 622.75 631.15 12.21 12 0.44 0.000 0.00 4.4 0.1 YD81 0.00 0 0 0.08 0.10' N/A' 0.10 631.25 634.75 601.00 89.69 15 3.90 0.004 0.33 8.0 0.3 228 3.4 12.6 43.5 2.5 0.87 45 0.94 2.06 2.68 N/A 3.01 604.01 607.50 604.01 59.51 15 3.44 0.003 0.17 12.6 0.6 230 2.0 8.8 17.3 1.2 0.42 90 0.85 1.89 2.46 N/A 2.63 606.63 614.50 612.00 45.06 15 1.41 0.000 0.02 11.2 0.5 232 1.3 10.8 14 1.8 0.63 30 0.5 1.62 2.10 N/A 2.12 614.12 627.50 620.00 70.21 15 1.30 0.000 0.03 10.8 0.5 234 0.00' 0 0 0.45 0.59 N/A 0.61 620.61 639.83 608.60 25.13 15 1.96 0.001 0.02 4.7 0.1 226 2.0 6.8 13.3 0.7 0.25 62 0.39 0.73 0.94 N/A 0.97 609.57 615.08 579.00 37.32 30 22.82 0.003 0.12 7.9 0.2 202 22.8 11.2 254 1.9 0.68 0 0 0.92 1.19 N/A 1.31 580.31 583.50 Hydraulic Grade Line Page 2 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER L. I), O. Sb Hr (UNCTION LOSS FINAL INLET WATER RIM STATION SURFACE ELEV ZW V. Ha Qa Va WV, Vi=Rg H, ANGLE He H, 1.3$ .SHE H SURFACE ELEV. ELEV 582.00 147.03 30 22.78 0.003 0.45 11.2 0.5 204 22.8 4.6 106 0.3 0.12 25 0.07 0.67 0.88 N/A 1.33 583.33 589.50 587.00 175.74 30 22.78 0.003 0.54 4.6 0.1 206 22.8 12.0 274 2.2 0.78 0 0 0.87 1.13 N/A 1.67 588.67 589.50 588.67 39.36 30 22.78 0.003 0.12 12.0 0.6 Det.2 out 22.8 5.8 132 0.5 0.18 0 0 0.74 0.96 N/A 1.09 589.76 597.70 593.51 178.00 96 22.78 0.000 0.00 5.8 0.1 Det.2 in 6.8 12.1 82.4 2.3 0.80 45 0.87 1.79 2.33 N/A 2.33 595.84 600.25 595.84 29.29 30 8.94 0.000 0.01 8.0 0.2 208 8.6 6.7 57.2 0.7 0.24 45 0.26 0.75 0.97 N/A 0.99 596.83 601.30 596.83 21.72 18 8.59 0.007 0.15 6.7 0.2 210 8.5 9.8 82.9 1.5 0.52 90 1.04 1.73 2.26 1.13 1.27 598.11 601.05 598.11 72.45 18 8.46 0.006 0.47 9.8 0.4 212 6.5 4.9 32 0.4 0.13 90 0.26 0.77 1.00 N/A 1.47 599.57 603.65 599.57 45.37 18 6.51 0.004 0.17 4.9 0.1 214 3.4 6.9 23.3 0.7 0.26 22 0.12 0.47 0.61 N/A 0.79 600.36 605.22 601.00 19.44 15 3.37 0.003 0.05 6.9 0.2 216 3.1 6.7 20.9 0.7 0.24 76 0.43 0.85 1.11 N/A 1.16 602.16 607.37 602.16 33.62 15 3.12 0.002 0.08 6.7 0.2 218 2.8 9.0 25.2 1.2 0.44 13 0 0.61 0.79 N/A 0.87 603.04 609.59 604.50 43.69 15 2.82 0.002 0.08 9.0 0.3 220 2.0 4.7 9.12 0.3 0.12 41 0.13 0.56 0.72 N/A 0.81 605.31 613.86 610.60 325.25 15 1.22 0.000 0.12 4.9 0.1 222 0.6 2.5 1.54 0.1 0.03 0 0 0.13 0.17 N/A 0.28 610.88 622.34 616.55 21.42 15 0.61 0.000' 0.00 2.5 0.0 224 0.00 90 0 0.02 0.03 N/A 0.03 616.58 622.31 637.30 72.32 15 0.56 0.000 0.01 5.2 0.1 140 0.1 2.5 0.31 0.1 0.03 90 0.07 0.21 0.27 N/A 0.28 637.58 644.43 640.50 26.20 15 0.12 0.000 0.00 2.5 0.0 142 0.00 90 0 ' 0.02 0.03 N/A 0.03 640.53 644.49 Hydraulic Grade Line Page 3 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLEC OUTLET WATER D. Q, Sr, Hf 1 JUNCTION LOSS FINAL INLET WATER RIM STATION SURFACE ELEV ZW V, H. Qw Va Qi*Vi V=!2Q 14 ANGLE He H, 1.3H, .SHE H SURFACE ELEV ELEV 608.10 83.78 15 2.35 0.001 0.11 4.5 0.1 136 2.0 5.5 10.8 0.5 0.16 60 0.26 0.50 0.65 0.33 0.44 608.54 614.68 608.90 21.26 15 0.31 0.000 0.00 2.6 0.0 138 0.00 90 0 0.03 0.04 0.02 0.02 608.92 614.64 624.05 36.78 15 1.41 0.000 0.02 4.5 0.1 134 0.4 4.4 1.96 0.3 0.11 45 0.12 0.30 0.39 N/A 0.41 624.46 632.21 606.80 50.49 15 1.02 0.000 0.01 5.8 0.1 132 0.5 5.9 2.97 0.5 0.19 45 0.21 0.52 0.68 N/A 0.69 607.49 619.23 596.13 21.42 15 0.73 0.000 0.00 3.8 0.1 130 0.7 5.5 4.03 0.5 0.17 45 0.18 0.40 0.53 N/A 0.53 596.66 599.90 581.00 23.48 30 25.80 0.004 0.09 6.7 0.2 102 25.8 8.8 227 1.2 0.42 0 0 0.60 0.77 0.39 0.48 581.48 583.68 581.48 138.41 30 25.80 0.004 0.55 8.8 0.3 J 104 25.8 12.4 321 2.4 0.84 45 0.91 2.06 2.67 1.34 1.88 583.36 594.00 584.50 20.06 30 25.80 0.004 0.08 12.4 0.6 Det.1 out 25.8 6.1 157 0.6 0.20 0 0 0.80 1.04 0.52 0.60 585.10 592.00 589.51 178.00 96 25.80 0.000 0.00 6.1 0.1 Det.1 in 9.6 21.9 210 7.5 2.61 75 4.55 7.30 9.49 4.75 4.75 594.26 596.00 594.26 17.08 18 9.57 0.008 0.14 21.9 1.9 106 8.9 7.0 62.2 0.8 0.26 90 0.53 2.66 3.46 1.73 1.87 596.13 600.64 596.42 87.26 18 8.90 0.007 0.63 7.0 ' 0.2 108 7.9 8.5 66.7 1.1 0.39 90 0.78 1.37 1.77 0.89 1.51 597.93 603.77 597.93 33.72 15 7.86 0.015 0.50 8.5 0.3 110 7.5 8.7 65.8 1.2 ' 0.42 39 0.33 1.03 1.34 0.67 1.17 599.10 605.14 Hydraulic Grade Line Page 4 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER ,, I D. Q. Sr, IL i JUNCTION LOSS FINAL INLET WATER I RIM STATION SURFACE ELEV ZW I V, l H, Qm Va WV, 1 V,22g H, ANGLE He 1 H, I.3H, .SF, H I SURFACE ELEV ELEV 599.70 136.74 15 7.52 0.014 1.85 8.7 0.3 112 6.8 9.2 62.1 1.3 0.46 38 0.36 1.12 1.45 0.73 2.58 602.28 615.56 606.80 44.50 15 6.78 0.011 0.49 9.2 0.3 114 5.4 9.2 49.4 1.3 0.46 25 0.29 1.07 1.39 0.70 1.19 607.99 618.90 612.00 21.84 15 5.38 0.007 0.15 9.2 0.3 116 4.8 9.4 44.9 1.4 0.48 83 0.91 1.72 2.23 N/A 2.39 614.39 620.23 616.70 123.42 15 4.76 0.005 0.67 9.4 0.3 118 2.2 7.9 17.7 1.0 0.34 57 0.45 1.13 1.47 N/A 2.14 618.84 632.17 625.23 162.99 15 2.25 0.001 0.20 7.9 0.2 120 1.7 4.0 6.71 0.3 0.09 0 0 0.33 0.43 N/A 0.62 625.85 646.07 635.75 75.33 15 1.67 0.001 0.05 4.0 0.1 122 1.3 3.7 4.71 0.2 0.08 25 0.05 0.19 0.24 N/A 0.29 636.04 646.87 636.45 93.61 15 1.27 0.000 0.04 3.7 0.1 124 0.6 5.2 2.89 0.4 0.14 25 0.09 0.29 0.38 N/A 0.41 636.86 644.35 637.30 66.94 15 0.46 0.000 0.00 2.5 0.0 126 0.1 1.9 0.23 0.1 0.02 45 0.02 0.07 0.08 N/A 0.09 637.39 640.55 637.80 24.69 15 0.12 0.000 0.00 1.9 0.0 128 0.00 90 0 0.01 0.02 N/A 0.02 637.82 640.63 Hydraulic Grade Line Page 5 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE- ACCUM- tc 1-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % In. c.f.s. f.p.s. sec. c.f.s. f.p.s. 1 -2 3 4 1V5,: t 6: 41 �ef 3 312 310 0.16 0.9 0.14 0.14 5.00 6.80 0.98 606.50 606.00 51.65 0.97% 15.00 6.36 3.71 13.9 1.4 4.1 310 308 0.48 0.5 0.24 1.08 15.00 4.80 5.20 602.90 602.75 23.75 0.63% 18.00 8.35 4.98 4.8 7.4 5.3 308 306 0.09 0.9 0.08 1.17 15.08 4.79 5.58 600.10 599.00 124.19 0.89% 18.00 9.89 5.73 21.7 7.9 6.2 306 304 0.15 0.65 0.10 1.26 15.44 4.76 6.00 596.30 596.10 31.37 0.64% 18.00 8.39 5.14 6.1 8.5 4.8 304 302 0.06 0.9 0.05 1.32 15.54 4.75 6.25 596.00 595.80 14.84 1.35% 18.00 12.19 6.90 2.2 8.9 7.5 302 OUT 0.02 0.9 0.02 1.33 15.58 4.74 6.33 595.00 594.50 34.59 1.45% 18.00 12.63 7.15 4.8 9.0 7.7 316 314 1.25 0.4 0.50 0.50 11.00 5.40 2.70 603.80 603.45 36.41 0.96% 15.00 6.33 4.93 7.4 3.9 5.4 314 310 0.25 0.8 0.20 0.70 11.12 5.39 3.77 603.35 603.00 33.44 1.05% 15.00 6.61 5.56 6.0 5.4 6.0 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER w Do Q. Si. 1 H, i JUNCTION LOSS r FINAL INLET WATER RIM STATION SURFACEELEV ZW V. Ho QM VM I (eV, 1 V,2/2g H, IANGLE He II, I.3H, 1 .51-1, H SURFACEELEV. ELEV 1 604.35 33.44 15 3.77 0.003 0.11 5.6 0.1 314 2.7 4.9 13.3 0.4 0.13 0 0 0.25 0.33 N/A 0.44 604.79 610.80 604.79 36.41 15 2.70 0.002 0.06 4.9 0.1 316 0.00 0 0 0.09 0.12 N/A 0.19 604.98 610.57 595.70 34.59 18 6.33 0.004 0.13 7.1 0.2 302 6.2 6.9 43.1 0.7 0.26 0 0 0.46 0.59 N/A 0.72 596.42 602.20 597.00 14.84 18 6.25 0.004 0.05 6.9 0.2 304 6.0 5.1 30.9 0.4 0.14 0 0 0.33 0.43 N/A 0.48 597.48 603.06 597.48 31.37 18 6.00 0.003 0.10 5.1 0.1 306 5.6 5.7 32 0.5 0.18 0 0 0.28 0.37 N/A 0.47 597.95 603.06 600.20 124.19 18 5.58 0.003 0.35 5.7 0.1 308 5.2 5.0 25.9 0.4 0.13 0 0 0.26 0.34 N/A 0.69 600.89 610.35 603.95 23.75 18 5.20 0.002 0.06 5.0 0.1 310 3.8 5.6 21 0.5 0.17 0 0 0.26 0.34 N/A 0.40 604.35 610.35 607.00 51.65 15 0.98 0.000 0.01 3.7 0.1 312 0.00 0 0 0.05 0.07 N/A 0.08 607.08 611.00 Hydraulic Grade Line Page 1 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE- ACCUM- tc 1-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % in. c.f.s. f.p.s. sec. c.f.s. f.p.s. - . , _3� -4- -5_,' . .=6 � « 600 'Art, �,t. T -"'' ` - 14� . 15` 16- - 17- - 18- - 19 36 35 0.03 0.67 0.02 0.02 6.00 6.50 0.13 632.66 629.50 63.13 5.01% 12.00 8.64 3.83 16.5 0.2 4.4 35 34 0.46 0.41 0.19 0.21 12.50 5.20 1.09 625.50 621.50 113.67 3.52% 12.00 7.24 6.61 17.2 1.5 7.3 34 33 0.07 0.59 0.04 0.25 12.79 5.14 1.29 619.09 616.00 61.87 4.99% 12.00 8.63 7.87 7.9 1.8 8.7 33 230 0.05 0.69 0.03 0.28 12.92 5.12 1.46 613.29 610.50 55.86 4.99% 12.00 8.63 8.04 6.9 2.1 9.0 41 40 0.1 0.54 0.05 0.05 11.00 5.40 0.29 615.50 613.50 68.97 2.90% 12.00 6.57 4.14 16.6 0.4 4.7 40 39 0.1 0.59 0.06 0.11 11.28 5.37 0.61 613.40 611.77 107.95 1.51% 12.00 4.74 4.13 26.1 0.9 4.5 39 230 0.16 0.53 0.08 0.20 11.71 5.33 1.05 611.67 608.94 74.35 3.67% 12.00 7.40 6.60 11.3 1.5 7.3 38 37 0.01 0.9 0.01 0.01 5.00 6.80 0.06 608.15 604.30 87.68 4.39% 12.00 8.09 2.98 29.4 0.1 3.3 37 228 0.06 0.9 0.05 0.06 6.00 6.50 0.41 604.20 603.25 45.55 2.09% 12.00 5.57 4.10 11.1 0.6 4.5 45 45a 0.05 0.9 0.05 0.05 5.00 6.80 0.31 605.86 605.50 41.47 0.87% 12.00 3.60 2.73 15.2 0.4 3.1 45a 45b 0.02 0.9 0.02 0.06 5.25 6.72 0.42 605.40 603.29 42.19 5.00% 12.00 8.63 5.68 7.4 0.6 6.1 45b 45c 0.02 0.9 0.02 0.08 5.38 6.69 0.54 603.19 602.46 14.51 5.03% 12.00 8.66 5.93 2.4 0.8 6.8 45c 46 0.02 0.9 0.02 0.10 5.42 6.67 0.66 602.36 600.23 42.65 4.99% 12.00 8.63 6.34 6.7 0.9 7.1 46 43 0.11 0.9 0.10 0.20 5.53 6.64 1.31 594.89 590.52 85.38 5.12% 12.00 8.73 7.97 10.7 1.8 8.8 43 pond 0.05 0.9 0.05 0.30 5.71 6.59 1.96 582.00 578.28 41.63 8.94% 12.00 11.54 10.75 3.9 2.7 12.0 42 43 0.06 0.9 0.05 0.05 5.00 6.80 0.37 597.75 594.35 112.89 3.01% 12 6.70 4.41 25.6 0.5 4.9 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE-ACCUM- tc I-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % in. c.f.s. f.p.s. sec. c.f.s. f.p.s. -1 - -2- -4- -5. -6- =1> 9` -10= - 11 -12 3 . 1"4"` '-15`- -16- -17- -'18- _ 19. 30 29 0.03 0.9 0.03 0.03 6.00 6.50 0.18 622 621.78 43.96 0.50% 12 2.73 1.94 22.7 0.2 2.1 29 28 0.03 0.9 0.03 0.05 6.38 6.42 0.35 621.68 621.44 43.84 0.50% 12 2.73 2.38 18.4 0.5 2.6 28 27 0.03 0.9 0.03 0.08 6.69 6.36 0.52 621.34 621.13 41.08 0.50% 12 2.73 2.65 15.5 0.7 2.91 27 26 0.02 0.9 0.02 0.10 6.94 6.31 0.62 621.03 620.25 51.1 1.53% 12 4.77 4.19 12.2 0.9 4.6 26 25 0.04 0.9 0.04 0.14 7.15 6.26 0.84 617.25 616.25 46.61 2.15% 12 5.66 5.16 9.0 1.2 5.7 25 226 0.04 0.9 0.04 0.17 7.30 6.21 1.06 612.25 611.08 48.81 2.40% 12 5.98 5.69 8.6 1.5 6.3 24 23 0.04 0.9 0.04 0.04 6.00 6.50 0.23 610.35 608.25 42.28 4.97% 12 8.60 4.67 9.1 0.3 5.2 23 216 0.04 0.9 0.04 0.07 6.15 6.47 0.47 604.25 604 46.01 0.54% 12 2.84 2.64 17.4 0.7, 2.9 22 21 0.02 0.9 0.02 0.02 5.00 6.80 0.12 602.8 600 55.91 5.00% 12 8.63 3.82 14.6 0.2 4.1 21 212 0.03 0.9 0.03 0.05 5.24 6.73 0.30 599.9 599.77 13.45 0.97% 12 3.80 2.89 4.7 0.4 3.1 20 19 0.06 0.9 0.05 0.05 5.00 6.80 0.37 593.51 593.16 70.83 0.50% 12 2.73 2.38 29.8 0.5 2.6 19 210 0.02 0.9 0.02 0.07 5.50 6.65 0.48 593.06 592.97 19.79 0.50% 12 2.73 2.60 7.6 0.7 2.8 18 17 0.04 0.9 0.04 0.04 6.00 6.50 0.23 624.94 624.72 43.33 0.50% 12 2.73 2.07 20.9 0.3 2.3 17 16 0.03 0.9 0.03 0.06 6.35 6.43 0.41 624.62 624.42 40.85 0.50% 12 2.73 2.49 16.4 0.6 2.7 16 15 0.04 0.9 0.04 0.10 6.62 6.38 0.63 624.32 624.11 41.08 0.50% 12 2.73 2.79 14.7 0.9 3.1 15 14 0.04 0.9 0.04 0.14 6.87 6.33 0.85 624.01 623.25 53.73 1.41% 12 4.58 4.45 12.1 1.2 4.8 14 13 0.04 0.9 0.04 0.17 7.07 6.28 1.07 619.25 618.25 44.43 2.25% 12 5.79 5.62 7.9 1.5 6.1 13 12 0.06 0.9 0.05 0.23 7.20 6.24 1.40 615.25-614.07 55.29 2.13% 12 5.63 5.95 9.3 2.0 6.5 12 220 0.04 0.9 0.04 0.26 7.355 6.19 1.62 610.07 609.6 50.83 0.92% 12 3.70 4.54 11.2 2.3 4.9 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE- ACCUM- tc 1-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. • % in. c.f.s. f.p.s. sec. c.f.s. f.p.s. - 1 - -2 -3-1` 5= -6-` _7- -8_ :,;9 =1 is �� �. _ ��n� 12- �«13- - 15- - 26- -17- - 18- - 19-; 11 10 0.04 0.9 0.04 0.04 6 6.50 0.23 609.54 607.41 42.52 5.01% 12 8.64 4.69 9.1 0.3 5.2 10 218 0.04 0.9 0.04 0.07 6.1512 6.47 0.47 603.91 603.5 17.35 2.36% 12 5.93 4.36 4.0 0.7 4.9 9 8 0.04 0.9 0.04 0.04 6 6.50 0.23 600.96 600.75 41.19 0.51% 12 2.76 2.09 19.7 0.3 2.3 8 7 0.04 0.9 0.04 0.04 6.328 '` 6.43 0.23 598.75 598.58 38.48 0.44% 12 2.57 2.01 19.2 0.6 2.7 7 208 0 0 0.00 0.00 6.6472 6.37 0.23 594.58 594.39 37.97 0.50% 12 2.73 2.07 18.3 0.6 2.8 51 50 0.03 0.9 0.03 0.03 5 6.80 0.18 603.76 595.13 86.28 10.00% 12 12.21 5.41 16.0 0.3 6.2 50 pond 0.08 0.9 0.07 0.07 5.2659 6.72 0.48 585.13 579.41 57.18 10.00% 12 12.21 7.35 7.8 0.9 9.0 49 48 0.03 0.9 0.03 0.03 5 6.80 0.18 588.52 584.97 71 5.00% 12 8.63 4.41 16.1 0.3 4.7 48 pond 0.03 0.9 0.03 0.03 5.2684 6.72 0.18 580.97 579.67 25.95 5.01% 12 8.64 4.41 5.9 0.5 5.9 47 46c 0.02 0.9 0.02 0.02 5 6.80 0.12 611.92 611.65 13.95 1.94% 12 5.37 2.74 5.1 0.2 3.1 46c 46b 0.02 0.9 0.02 0.02 5.0848 6.77 0.12 610.26 609.55 42.38 1.68% 12 5.00 2.55 16.6 0.3 3.5 46b 46a 0.02 0.9 0.02 0.02 5.3616 6.69 0.12 609.45 608.69 45.31 1.68% 12 5.00 2.55 17.7 0.5 4.0 46a 46 0.02 0.9 0.02 0.02 5.6573 6.60 0.12 608.59 599.26 39.63 23.54% 12 18.73 6.13 6.5 0.7 10.7 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER Lo Do Q. Sf JUNCTION LOSS FINAL INLET WATER RIM STATION SURFACE ELEV ZW Vo Ho QiN VM Q'V, V,//2g H. ANGLE He H, I.3H, .5H4 H SURFACE ELEV. ELEV 611.30 55.86 12 1.46 0.001 0.08 8.0 0.3 33 1.3 7.9 10.1 1.0 0.34 0 0 0.59 0.76 N/A 0.84 612.14 614.50 616.80 61.87 12 1.29 0.001 0.07 7.9 0.2 34 1.1 6.6 7.17 0.7 0.24 0 0 0.48 0.62 N/A 0.69 617.49 625.50 622.30 113.67 12 1.09 0.001 0.09 6.6 0.2 35 0.1 3.8 0.5 0.2 0.08 0 0 0.25 0.32 N/A 0.41 622.71 633.50 630.30 63.13 12 0.13 0.000 0.00 3.8 0.1 36 0.4 5.7 2.41 0.5 0.18 0 0 0.23 0.30 N/A 0.30 630.60 639.75 604.09 42.19 12 0.42 0.000 0.01 5.7 0.1 45a 0.3 2.7 0.84 0.1 0.04 0 0 0.17 0.22 N/A 0.22 604.31 612.15 606.30 41.47 12 0.31 0.000 0.00 2.7 0.0 45 0.00 90 0 0.03 0.04 N/A 0.04 606.34 611.58 604.05 45.55 12 0.41 0.000 0.01 4.1 0.1 37 0.1 3.0 0.18 0.1 0.05 30 0.04 0.15 0.20 N/A 0.20 604.25 608.30 605.10 87.68 12 0.06 0.000 0.00 3.0 0.0 38 0.00 0 0 0.03 0.04 N/A 0.04 605.14 608.15 609.74 74.35 12 1.05 0.001 0.06 6.6 0.2 39 0.6 4.1 2.51 0.3 0.09 0 0 0.26 0.34 N/A 0.40 610.14 615.25 612.57 107.95 12 0.61 0.000 0.03 4.1 0.1 40 0.3 4.1 1.21 0.3 0.09 15 0.03 0.19 0.24 N/A 0.27 612.84 617.50 614.30 68.97 12 0.29 0.000 0.00 4.1 0.1 41 0.00 0 0 0.07 0.09 N/A 0.09 614.39 619.50 608.21 42.52 12 0.23 0.000 0.00 4.7 0.1 Hydraulic Grade Line Page 1 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER L. G. Q, Sk Hr JUNCTION LOSS 1 FINAL INLET WATER RIM STATION SURFACE ELEV ZW V. II, Qr., Vm WTI V///2g Hi ANGLE He Ill I.3H, .5H, H SURFACE ELEV. ELEV 11 0.00 0 0 0.09 0.11 N/A 0.11 608.32 614.74 610.40 50.83 12 1.62 0.002 0.09 4.5 0.1 12 1.4 6.0 8.36 0.6 0.19 90 0.39 0.66 0.86 N/A 0.94 611.34 618.07 614.87 55.29 12 1.40 0.001 0.07 6.0 0.1 13 1.1 5.6 6.03 0.5 0.17 0 0 0.31 0.40 N/A 0.47 615.34 623.25 619.05 44.43 12 1.07 0.001 0.03 5.6 0.1 14 0.9 4.4 3.8 0.3 0.11 0 0 0.23 0.30 N/A 0.33 619.38 627.25 624.05 53.73 12 0.85 0.000 0.03 4.4 0.1 15 0.6 2.8 1.76 0.1 0.04 0 0 0.12 0.15 N/A 0.18 624.23 629.94 624.91 41.08 12 0.63 0.000 0.01 2.8 0.0 16 0.4 2.5 1.01 0.1 0.03 0 0 0.06 0.08 N/A 0.09 625.00 631.94 625.22 40.85 12 0.41 0.000 0.00 2.5 0.0 17 0.2 2.1 0.49 0.1 0.02 0 0 0.05 0.06 N/A 0.07 625.29 629.94 625.52 43.33 12 0.23 0.000 0.00 2.1 0.0 18 0.00 0 0 0.02 0.02 N/A 0.02 625.54 627.94 593.77 19.79 12 0.48 0.000 0.00 2.6 0.0 19 0.4 2.4 0.87 0.1 0.03 60 0.05 0.11 0.14 N/A 0.14 593.91 597.50 593.96 70.83 12 0.37 0.000 0.01 2.4 0.0 20 0.00 0 0 0.02 0.03 N/A 0.03 593.99 599.00 600.57 13.45 12 0.30 0.000 0.00 2.9 0.0 21 0.1 3.8 0.47 0.2 0.08 90 0.16 0.27 0.35 N/A 0.35 600.92 604.00 600.92 55.91 12 0.12 0.000 0.00 3.8 0.1 22 0.00 0 0 0.06 0.07 N/A 0.07 601.00 607.00 604.80 46.01 12 0.47 0.000 0.01 2.6 0.0 23 0.2 4.7 1.09 0.3 0.12 45 0.13 0.27 0.36 N/A 0.36 605.16 612.25 Hydraulic Grade Line Page 2 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET 'OUTLET WATER De Q. Sf Hf JUNCTION LOSS FINAL INLET WATER RIM STATION SURFACE ELEV ZW Va No QM VM Q*V, V12/2g f FI+ ANGLE Hn HI 1.3H1 .SHL H SURFACE ELEV. ELEV 609.05 42.28 12 0.23 0.000 0.00 4.7 0.1 24 0.00 0 0 0.08 0.11 N/A 0.11 609.16 616.25 611.88 48.81 12 1.06 0.001 0.04 5.7 0.1 25 0.8 5.2 4.36 0.4 0.14 90 0.29 0.56 0.73 N/A 0.77 612.65 620.25 617.05 46.61 12 0.84 0.000 0.02 5.2 0.1 26 0.6 4.2 2.62 0.3 0.10 0 0 0.20 0.26 N/A 0.28 617.33 624.25 621.05 51.10 12 0.62 0.000 0.01 4.2 0.1 27 0.5 2.6 1.36 0.1 0.04 0 0 0.11 0.14 N/A 0.15 621.20 629.00 621.93 41.08 12 0.52 0.000 0.01 2.6 0.0 28 0.3 2.4 0.83 0.1 0.03 0 0 0.06 0.08 N/A 0.08 622.01 629.00 622.24 43.84 12 0.35 0.000 0.00 2.4 0.0 29 0.2 1.9 0.34 0.1 0.02 0 0 0.04 0.06 N/A 0.06 622.30 628.75 622.58 43.96 12 0.18 0.000 0.00 1.9 0.0 30 0.00 0 0 0.01 0.02 N/A 0.02 622.60 626.00 595.15 112.89 12 0.37 0.000 0.01 4.4 0.1 42 0.00 90 0 0.08 0.10 N/A 0.11 595.26 600.75 • Hydraulic Grade Line Page 3 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE-ACCUM- tc 1-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. Ell MENT ULATED111191E11 IN OUT ft., % In c f s fps sec c.f.s. fps. 0.05 0.65 0.03 0.03 8.50 5.90 1 • 635.04 • 1 • ' ' `" 11 8.63 4.41 13.6 1 91 91 1 1.45 0.07 1 12.00 5.30 1 • 628.05 623.38 93.34 5.00% 12.00 8.63 6.13 15.2 1 • ; 'I :• 1 • 1 1 i 13.50 5.00 1.18 619.38 615.08 86.00 5.00% 12.00 8.638.4 '' :: 1 0.48 1 1 14.00 4.90 1.67 611.08 608.16 11' 11 8.631 2.4 ' :: 87 1 1 1 • 1 16.00 4.70 2.05 601.06 598.56 49.93 5.01% 11 8.64 :87 " :• 0.65 1 1 0.68 16.09 4.68 3.16 597.46 593.25 84.46 4.98% 12.00 8.62 10.02 ' :• 85 0.41 1 1 0.85 16.23 4.65 3.95 •• •; •• 94.67 6.12% 12.00 • 8.2 5.6 12.6 1 1 1 19 19.00 4.30 4.15 588.36 588.071 2.48% 12.00 61: 8.30 1.4 5.9 8.8 84 De 1 0.06 1 0.03 0.03 9.00 5.80 0.15 588.50 585.00 19.59 17.87% 12.00 16.31 6.01 3.3 1 92 91 0.03 0.35 0.01 0.01 6.00 • 1 0.07 630.50 • III 35.76 1.40% 12.00 4.56 2.02I N 5 116 1 ' 1 0.05 6.00 • 1 1 619.78 • ` 109.07 1 1', 12.00 1 1 0.65 0.08 1 6.76 • 0.88 • • 612.53 135.50 4.87% 12.00 1 • 1 0.08 1 7.09 • ' 61' 61 92.63 5.00% 12.00 8.63 8.04 11.5 2.0 8.8 ®®® 1 • 0.08 1 7.28 :• 602.11 9' •• 11 11' 11 : • •: , 9.5 �• 1 16 11 1 7.41 • • • �� 11 ' 911 ® 3.2 • • I Det 2 0.11 0.5 0.06 0.06 6.00 6.50 0.36 586.50 585.89 24.09 2.54% 12.00 6.15 4.21 5.7 0.5 4.7 83 82 0.04 0.66 0.03 0.03 6.00 6.50 0.17 638.88 636.75 42.56 5.00% 12.00 8.63 4.12 10.3 0.2 4.7 82 81 0.03 0.72 0.02 0.05 6.17 6.47 0.31 633.75 630.75 60.03 5.00% 12.00 8.63 4.94 12.1 0.4 5.7 81 134 0.04 0.67 0.03 0.07 6.37 6.43 0.48 630.65 630.35 12.21 2.46% 12.00 6.05 4.60 2.7 0.7 5.0 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE-ACCUM- tc 1-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % In. c.f.s. f.p.s. sec. c.f.s. f.p.s. j !S i} r �•: ,t i . 12 8.63 80 79 0.03 0.67 0.02 0.02 6.00 6.50 0.13 624.84 622.75 41.83 �' 3.82 10.9 0.2 4.4 79 78 0.04 0.71 0.03 0.05 6.18 6.46 0.31 620.75 616.75 41.94 9.54% 12 11.92 6.47 6.5 0.4 7.2 78 132 0.04 0.69 0.03 0.08 6.29 6.44 0.49 616.32 614.15 43.46 4.99% 12 8.62 5.90 7.4 0.7 6.6 77 76 0.04 0.71 0.03 0.03 6.00 6.50 0.18 612.68 609.58 61.94 5.00% 12 8.63 4.41 14.0 0.3 4.7 76 75 0.04 0.69 0.03 0.06 6.23 6.45 0.36 606.97 606.75 43.76 0.50% 12 2.74 2.40 18.2 0.5 2.7 75 74 0.04 0.68 0.03 0.08 6.54 6.39 0.53 604.57 604.15 42.54 :,0.99% 12 3.84 3.42 12.4 0.7 3.7 74 108 0.04 0.7 0.03 0.11 6.74 6.35 0.71 600.69 599.77 43.48 2.12% 12 5.61 4.77 9.1 1.0 5.3 73 72 0.04 0.68 0.03 0.03 6.00 6.50 0.18 600.48 599.09 42.9 3.24% 12 6.95 3.55 12.1 0.2 4.0 72 71 0.04 0.71 0.03 0.06 6.20 6.46 0.36 596.09 594.25 48.26 3.81% 12 7.54 4.75 10.2 0.5 5.4 71 Det 1 0 0 0.00 0.06 6.37 6.43 0.36 592.04 592 7.06 0.50% 12 2.73 2.38 3.0 0.5 2.6 69 68 0.07 0.58 0.04 0.04 9.00 5.80 0.24 637.21 636.75 24.23 1.90% 12 5.32 3.35 7.2 0.3 3.6 68 67 0.04 0.7 0.03 0.07 9.12 5.78 0.40 633.58 632.75 42.92 1.93% 12 5.37 3.95 10.9 0.6 4.3 67 66 0.04 0.7 0.03 0.10 9.30 5.74 0.55 629.54 628.75 41.53 1.90% 12 5.32 4.29 9.7 0.8 4.7 66 118 0.04 0.72 0.03 0.13 9.46 5.71 0.72 628.65 628.17 17.7 2.71% 12 6.36 5.27 3.4 1.0 5.8 65 64 0.04 0.72 0.03 0.03 6.00 6.50 0.19 622.88 620.75 42.52 5.01% 12 8.64 4.41 9.6 0.3 4.7 64 116 0.04 0.7 0.03 0.06 6.16 6.47 0.37 618.03 615.89 42.85 4.99% 12 8.63 5.44 7.9 0.5 5.9 63 62 0.04 0.7 0.03 0.03 6.00 6.50 0.18 610.28 608.58 43.59 3.90% 12 7.62 3.89 11.2 0.3 4.4 62 61 0.04 0.68 0.03 0.06 6.19 6.46 0.36 607.51 605.92 42.12 3.77% 12 7.50 4.73 8.9 0.5 5.3 61 60 0.04 0.69 0.03 0.08 6.335 6.43 0.53 604.42 603.25 42.06 2.78% 12 6.44 4.89 8.6 0.7 5.3 60 110 0.04 0.67 0.03 0.11 6.4784 6.40 0.70 601.23 601.14 18.47 0.49% 12 2.69 2.85 6.5 1.0 3.1 J.N. 22816 PROJECT Kenridge L&D 229 COUNTY Albemarle County STORM SEWER DESIGN COMPUTATIONS DESIGNED BY Scott Collins 4/5/2006 CHECKED BY DATE 4/5/2006 AREA RUN- INLET RAIN- RUN- FULL RUN- FROM TO DRAIN. OFF CA CA TIME FALL OFF INV. INV. FLOW VEL. FLOW OFF VEL. "A" COEF. INCRE-ACCUM- tc 1-10 yr. Q ELEV. ELEV. LEN. SLOPE DIA. RATE 10 yr. TIME 100 yr. 100 yr. acres C MENT ULATED min. in/hr c.f.s. IN OUT ft. % in. c.f.s. f.p.s. sec. c.f.s. f.p.s. 1 _2 _3 _4_ tiv a g 4, ;i,411k ItS1.4 I5 py w I5' 17 18 A xf, 59 58 0.04 0.69 0.03 0.03 6 6.50 0.18 599.12 598.05 38.32 2.79% 12 6.45 3.50 11.0 0.3 3.9 58 130 0 0 0.00 0.00 6.1825 6.46 0.18 597.05 595.9 38.33 3.00% 12 6.69 3.63 10.6 0.3 4.0 57 55 0.19 0.47 0.09 0.09 12.5 5.20 0.46 625.54 621.49 81.04 5.00% 12 8.63 5.68 14.3 0.7 6.3 55 54 0.2 0.48 0.10 0.10 17.985 4.40 0.75 617.49 615.1 47.9 4.99% 12 8.62 6.55 7.3 2.2 9.1 54 52 0.03 0.35 0.01 0.01 18.106 4.39 0.75 612.41 611.73 59.96 1.13% 12 4.11 3.99 15.0 2.3 5.4 52 136 0.12 0.9 0.11 0.11 18.357 4.36 0.75 610.74 610.48 18.87 1.38% 12 4.53 4.22 4.5 3.1 6.2 53 52 0.03 0.9 0.03 0.03 5 6.80 0.18 611.73 610.84 139.63 0.64% 12 3.08 2.11 66.2 0.3 2.3 56 55 0.45 0.38 0.17 0.17 17.9 4.41 0.75 623.17 621.51 33.23 5.00% 12 8.63 6.55 5.1 1.1 7.3 70 DET1 0.1 0.51 0.05 0.05 10.5 5.50 0.28 581.71 581.65 12.78 0.47% 12 2.64 2.13 6.0 0.4 2.4 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER. , Do Qo ' Sf Hf i JUNCTION LOSS FINAL INLET WATER RIM STATION SURFACE ELEV ZW Vo Ho QM 1 V, Q*V, V///2g Ft ANGLE Hs H, I.3H, .5H. H SURFACE ELEV. ELEV I 582.45 12.78 12 0.28 0.000 0.00 2.1 0.0 70 0.00 0 0 0.02 0.02 N/A 0.02 582.47 585.71 622.31 33.23 12 0.75 0.000 0.01 6.6 0.2 56 0.00 0 0 0.17 0.22 N/A 0.23 622.54 632.00 611.64 139.63 12 0.18 0.000 0.00 2.1 0.0 53 0.00 0 0 0.02 0.02 N/A 0.03 611.67 612.81 611.28 18.87 12 0.75 0.000 0.01 4.2 0.1 52 0.8 4.0 3.01 0.2 ' 0.09 0 0 0.16 0.20 N/A 0.21 611.49 615.54 612.53 59.96 12 0.75 0.000 0.02 4.0 0.1 54 0.8 6.5 4.94 0.7 0.23 0 0 0.29 0.38 N/A 0.41 612.94 620.00 615.90 47.90 12 0.75 0.000 0.02 6.5 0.2 55 0.8 6.6 4.94 0.7 0.23 0 0 0.40 0.52 N/A 0.54 616.44 652.44 622.29 81.04 12 0.46 0.000 0.01 5.7 0.1 57 0.00 0 0 0.13 0.16 N/A 0.17 622.46 641.55 596.70 38.33 12 0.18 0.000 0.00 3.6 0.1 58 0.2 3.5 0.63 0.2 0.07 0 0 0.12 0.15 N/A 0.15 596.85 602.50 598.85 38.32 12 0.18 0.000 0.00 3.5 0.0 59 0.00 0 0 0.05 0.06 N/A 0.06 598.91 604.00 601.94 18.47 12 0.70 0.000 0.01 2.8 0.0 60 0.5 4.9 2.6 0.4 0.13 0 0 0.16 0.21 N/A 0.22 602.16 607.25 604.05 42.06 12 0.53 0.000 0.01 4.9 0.1 61 0.4 4.7 1.69 0.3 0.12 0 0 0.21 0.28 N/A 0.29 604.34 609.92 606.72 42.12 12 0.36 0.000 0.00 4.7 0.1 Hydraulic Grade Line Page 1 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER , Do ' Qa S1 HI i JUNCTION LOSS FINAL INLET WATER RIM I STATION SURFACE ELEV ZWVo Ho Qa Vff, Q•V, V//2g H, ANGLE1 He H, I3H, .5H, H SURFACE ELEV. ELEV 62 0.2 3.9 0.71 0.2 0.08 0 0 0.17 0.22 N/A 0.22 606.94 612.58 609.38 43.59 12 0.18 0.000 0.00 3.9 0.1 63 0.00 0 0 0.06 0.08 N/A 0.08 609.46 615.25 616.69 42.85 12 0.37 0.000 0.00 5.4 0.1 64 0.2 4.4 0.83 0.3 0.11 0 0 0.22 0.29 N/A 0.29 616.98 624.75 621.55 42.52 12 0.19 0.000 0.00 4.4 0.1 65 0.00 0 0 0.08 0.10 N/A 0.10 621.65 628.75 628.97 17.70 12 0.72 0.000 0.01 5.3 0.1 66 0.6 4.3 2.38 0.3 0.10 0 0 0.21 0.27 N/A 0.28 629.25 632.75 629.55 41.53 12 0.55 0.000 0.01 4.3 0.1 67 0.4 3.9 1.56 0.2 0.08 0 0 0.16 0.20 N/A 0.21 629.76 636.75 633.55 42.92 12 0.40 0.000 0.00 3.9 0.1 68 0.2 3.4 0.79 0.2 0.06 0 0 0.12 0.16 N/A 0.16 633.71 640.75 637.55 24.23 12 0.24 0.000 0.00 3.4 0.0 69 0.00 0 0 0.04 0.06 N/A 0.06 637.61 645.83 592.80 7.06 12 0.36 0.000 0.00 2.4 0.0 71 0.4 4.8 1.71 0.4 0.12 0 0 0.14 0.19 N/A 0.19 592.99 600.64 595.05 48.26 12 0.36 0.000 0.00 4.8 0.1 72 0.2 3.5 0.63 0.2 0.07 0 0 0.16 0.20 N/A 0.21 595.26 603.09 599.89 42.90 12 0.18 0.000 0.00 3.5 0.0 73 0.00 0 0 0.05 0.06 N/A 0.06 599.95 605.58 600.57 43.48 12 0.71 0.000 0.01 4.8 0.1 74 0.5 3.4 1.82 0.2 0.06 0 0 0.15 0.20 N/A 0.21 600.78 608.15 604.95 42.54 12 0.53 0.000 0.01 3.4 0.0 75 0.4 2.4 0.87 0.1 0.03 0 0 0.08 0.10 N/A 0.11 605.06 610.75 Hydraulic Grade Line Page 2 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET I OUTLET WATER 1 w Do Q. S, H1 i JUNCTION LOSS FINAL INLET WATER RIM STATION SURFACE ELEV ZW V, Ho Qp,, Va Q,'V4 V2/2g H, ANGLE He H, 1 1.3H, .5H, H SURFACE ELEV. ELEV 607.55 43.76 12 0.36 0.000 0.00 2.4 0.0 76 0.2 4.4 0.81 0.3 0.11 0 0 0.13 0.17 N/A 0.17 607.72 613.58 610.38 61.94 12 0.18 0.000 0.00 4.4 0.1 77 0.00 0 0 0.08 0.10 N/A 0.10 610.48 618.75 614.95 43.46 12 0.49 0.000 0.01 5.9 0.1 78 0.3 6.5 2.03 0.6 0.23 60 0.36 0.72 0.94 N/A 0.94 615.89 622.75 617.55 41.94 12 0.31 0.000 0.00 6.5 0.2 79 0.1 3.8 0.5 0.2 0.08 0 0 0.24 0.31 N/A 0.32 617.87 626.75 623.55 41.83 12 0.13 0.000 0.00 3.8 0.1 80 0.00 0 0 0.06 0.07 N/A 0.07 623.62 630.75 631.15 12.21 12 0.48 0.000 0.00 4.6 0.1 81 0.3 4.9 1.53 0.4 0.13 90 0.27 0.48 0.62 N/A 0.63 631.78 634.59 631.78 60.03 12 0.31 0.000 0.00 4.9 0.1 82 0.2 4.1 0.71 0.3 0.09 0 0 0.19 0.24 N/A 0.25 632.02 640.75 637.55 42.56 12 0.17 0.000 0.00 4.1 0.1 83 0.00 0 0 0.07 0.09 N/A 0.09 637.64 645.25 586.69 24.09 12 0.36 0.000 0.00 4.2 0.1 1 0.00 90 0 0.07 0.09 N/A 0.09 586.78 589.58 596.26 69.71 12 2.26 0.003 0.24 9.0 0.3 2 1.9 8.7 16.2 1.2 0.41 30 0.33 1.05 1.37 N/A 1.61 597.87 603.50 599.65 65.20 12 1.86 0.002 0.15 8.7 0.3 3 1.4 8.0 11.2 1.0 0.35 0 0 0.64 0.84 N/A 0.99 600.64 611.50 605.91 92.63 12 1.39 0.001 0.12 8.0 0.3 4 0.9 6.9 6.04 0.7 0.26 0 0 0.51 0.66 N/A 0.78 606.69 617.50 613.33 135.50 12 0.88 0.001 0.07 6.9 0.2 Hydraulic Grade Line Page 3 Hydraulic Grade Line Calculation Design Year: 10 Project: Kenridge Job#: #### Prepared by: Scott Collins INLET OUTLET WATER ;e 1 D„ Q. Sr }If i JUNCTION LOSS FINAL I INLET WATER RIM STATION SURFACE ELEV ZW i. Vo H, QM Vry Q'V; Vi2/2g H; ANGLE He H; 1.3Ii, .SH, H SURFACE ELEV., ELEV 5 0.4 2.4 0.84 0.1 0.03 0 0 0.21 0.28 N/A 0.35 613.68 625.50 620.03 109.07 12 0.35 0.000 0.01 2.4 0.0 6 0.00 0 0 0.02 0.03 N/A 0.04 620.07 623.75 630.80 35.76 12 0.07 0.000' 0.00 2.0 0.0 92 0.00 90 0 0.02 0.02 N/A 0.02 630.82 633.50 585.80 19.59 12 0.15 0.000 0.00 6.0 0.1 84 0.00 45 0 0.14 0.18 N/A 0.18 585.98 591.50 588.87 11.70 12 4.15 0.012 0.14 8.3 0.3 85 3.9 11.5 45.3 2.0 0.72 45 0.78 1.76 2.29 N/A 2.42 591.29 593.50 591.29 94.67 12 3.95 0.010 0.99 11.5 0.5 86 3.2 10.0 31.7 1.6 0.55 0 0 1.06 1.37 N/A 2.36 593.66 597.25 594.05 84.46 12 3.16 0.007 0.57 10.0 0.4 87 2.0 9.0 18.4 1.3 0.44 0 0 0.83 1.08 N/A 1.64 595.69 602.25 599.36 49.93 12 2.05 0.003 0.14 9.0 0.3 88 1.7 8.4 14 1.1 0.38 0 0 0.69 0.90 N/A 1.04 600.40 610.75 608.96 58.35 12 1.67 0.002 0.11 8.4 0.3 89 1.2 7.5 8.85 0.9 0.31 0 0 0.58 0.75 N/A 0.86 609.82 621.00 615.88 86.00 12 1.18 0.001 0.08 7.5 0.2 90 0.6 6.1 3.59 0.6 0.20 0 0 0.42 0.55 N/A 0.63 616.51 629.00 624.18 93.34 12 0.59 0.000 0.02 6.1 0.1 91 0.2 4.4 0.84 0.3 0.11 0 0 0.25 0.33 N/A 0.35 624.53 638.25 632.85 59.87 12 0.19 0.000 0.00 4.4 0.1 93 0.00 0 0 0.08 0.10 N/A 0.10 632.95 643.25 Hydraulic Grade Line Page 4 Attachment C Inlet Calculations r Ir Argot't- die ' ct4444•144.0 KENRIDGE-3-24.TXT PROJECT 22816-KENRIDGE HEC12 Version: V70112.2 User S/N: 77010018 Run Date: 03-24-2006 ---------------------------------------------------------------- INLET NUMBER 220 LENGTH 8.0 STATION 11+36 DRAINAGE AREA = 0.163 ACRES C VALUE = .900 CA = 0.147 SUM CA= 0.147 INT= 4.00 CFS= 0. 587 CO= 0.000 GUTTER FLOW= 0. 587 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT 46'� SPREAD W W/T SW SW/SX Eo a S'W SE 3. 56 0.2 0.05 0.0200 1.0 0.12 5. 5 2.706 0.351 C 14C XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 6.1 EFFICIENCY= 1.00 1 CFS INTERCEPTED= 0.59 CFS CARRYOVER= 0.00 i ==================================-=========== , ---------- - INLET NUMBER 218 LENGTH 6.0 STATION 11+34 DRAINAGE AREA = 0.080 ACRES C VALUE = .900 CA = 0.072 SUM CA= 0.072 INT= 4.00 CFS= 0.288 CO= 0.000 GUTTER FLOW= 0.288 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.73 0.2 0.06 0.0200 1.0 0.16 5. 5 2.706 0.447 XXXX O(X)OO< CURB INLET ON A CONTINUOUS GRADE XXXXX} CXXX REQUIRED LENGTH= 3.9 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.29 CFS CARRYOVER= 0.00 INLET NUMBER 216 LENGTH 4.0 STATION 12+27 DRAINAGE AREA = 0.066 ACRES C VALUE = .900 CA = 0.059 SUM CA= 0.059 INT= 4.00 CFS= 0.238 CO= 0.000 GUTTER FLOW= 0.238 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2. 54 0.2 0.07 0.0200 1.0 0.17 5. 5 2.706 0.477 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXX{XXX REQUIRED LENGTH= 3. 5 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.24 CFS CARRYOVER= 0.00 INLET NUMBER 226 LENGTH 8.0 STATION 12+20 DRAINAGE AREA = 0.210 ACRES C VALUE = .900 CA = 0.189 SUM CA= 0.189 INT= 4.00 CFS= 0.756 CO= 0.000 GUTTER FLOW= 0.756 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.92 0.2 0.04 0.0200 1.0 0.11 5. 5 2.706 0.322 XXXXXX)OOCX CURB INLET ON A CONTINUOUS GRADE XXX)<XXX)CXX Page 1 KENRIDGE-3-24.TXT REQUIRED LENGTH= 7.1 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.76 CFS CARRYOVER= 0.00 ------------------------------------------------------ INLET NUMBER 214 LENGTH 14.0 STATION 12+44 DRAINAGE AREA = 0.460 ACRES C VALUE = .900 CA = 0.414 SUM CA= 0.414 INT= 4.00 CFS= 1.656 CO= 0.000 GUTTER FLOW= 1.656 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 5.26 0.2 0.03 0.0200 1.0 0.08 5.5 2.706 0.247 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 11.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.66 CFS CARRYOVER= 0.00s �p ■-'- 4` I. Git-,. cto& - 0 1A+-tt t ftI.T ,4 ' .. �,►�lea t i' INLET NUMBER 212 LENGTH 14.0 STATION 12+87 DRAINAGE AREA = 0. 510 ACRES C VALUE = .900 CA = 0.459 SUM CA= 0.459 INT= 4.00 CFS= 1.836 CO= 0.000 GUTTER FLOW= 1.836 GUTTER SLOPE = 0.0550 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 6.11 0.2 0.03 0.0200 1.0 0.07 5. 5 2.706 0.216 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXX)OOOOCXX REQUIRED LENGTH= 11.0 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.84 CFS CARRYOVER= 0.00 INLET NUMBER 210 LENGTH 4.0 STATION 13+49L DRAINAGE AREA = 0.040 ACRES C VALUE = .900 CA = 0.036 SUM CA= 0.036 INT= 4.00 CFS= 0.144 CO= 0.000 GUTTER FLOW= 0.144 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) IS 2.84 (ft.) Ate �� XXX)O( XXXX CURB INLET IN A SUMP XXXX)OO(XXX P EFFEC. LENGTH = 4.31 H = 0. 500 tf` t 4. DEPTH OF WATER = 0.06 SPREAD = 2.97 t 4 INLET NUMBER 208 LENGTH 6.0 STATION 13+49R DRAINAGE AREA = 0.091 ACRES C VALUE = .900 CA = 0.082 SUM CA= 0.082 INT= 4.00 CFS= 0.328 CO= 0.000 GUTTER FLOW= 0.328 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) IS 3.87 (ft.) Page 2 KENRIDGE-3-24.TXT XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.31 H = 0. 500 DEPTH OF WATER = 0.08 SPREAD = 3.99 ----------------------------------------------------------------- INLET NUMBER 130 LENGTH 6.0 STATION 12+20R DRAINAGE AREA = 0.084 ACRES C VALUE = .900 CA = 0.076 SUM CA= 0.076 INT= 4.00 CFS= 0.302 CO= 0.000 GUTTER FLOW= 0.302 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) IS 3.76 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.31 H = 0. 500 DEPTH OF WATER = 0.08 SPREAD = 3.78 INLET NUMBER 106 LENGTH 4.0 STATION 12+20L DRAINAGE AREA = 0.070 ACRES C VALUE = .900 CA = 0.063 SUM CA= 0.063 INT= 4.00 CFS= 0.252 CO= 0.000 GUTTER FLOW= 0.252 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) IS 3. 51 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXX)O(XXXX P EFFEC. LENGTH = 4.31 H = 0. 500 DEPTH OF WATER = 0.09 SPREAD = 4.32 INLET NUMBER 108 LENGTH 6.0 STATION 11+33 DRAINAGE AREA = 0.150 ACRES C VALUE = .900 CA = 0.135 SUM CA= 0.135 INT= 4.00 CFS= 0. 540 CO= 0.000 GUTTER FLOW= 0. 540 GUTTER SLOPE = 0.0584 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.82 0.2 0.04 0.0200 1.0 0.11 5. 5 2.706 0.330 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 5.2 EFFICIENCY= 1.00 CFS INTERCEPTED= 0. 54 CFS CARRYOVER= 0.00 INLET NUMBER 110 LENGTH 4.0 STATION 11+07 DRAINAGE AREA = 0.098 ACRES C VALUE = .900 CA = 0.088 SUM CA= 0.088 INT= 4.00 CFS= 0.353 CO= 0.000 GUTTER FLOW= 0.353 GUTTER SLOPE = 0.0584 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT Page 3 KENRIDGE-3-24.TXT SPREAD W W/T SW SW/SX EO SE 3.26 0.2 0.05 0.0200 1.0 a sew 0.13 5. 5 2.706 0.381 XX)CXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 4.0 CFS INTERCEPTED= 0.35 CFS EFFIRI CARRYOVERE = 1.00= 0.0 INLET NUMBER 112 LENGTH 2.0 STATION 9+70 DRAINAGE AREA = 0.011 ACRES C VALUE = .900 CA = SUM CA= 0.010 INT= 4.00 CFS= 0.040 CO= 0.000 GUTTER FLOW=IO 0.040 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW 1.30 0.2 0.13 0.0200 1.0SX Eo a sew SE 0.31 5. 5 2.706 0.867 XXX)CX)CX)OCX CURB INLET ON A CONTINUOUS GRADE XXXXXX)OCXX REQUIRED LENGTH= 1.1 EFFIRIVE = 1.00 CFS INTERCEPTED= 0.04 CFS CARRYOVER= 0.00 INLET NUMBER 132 LENGTH 6.0 STATION 9+30 DRAINAGE AREA = 0.092 ACRES C VALUE _ .900 CA = 0. SUM CA= 0.083 INT= 4.00 CFS= 0.331 CO= 0.000 GUTTER FLOW083 0.331 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo 2.88 0.2 0.06 0.0200 1.0 a 5'W SE 0.15 5.5 2.706 0.426 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXX)OOOOOCX REQUIRED LENGTH= 4.3 EFFIRIVE = 1.00 CFS INTERCEPTED= 0.33 CFS CARRYOVER= 0.00 INLET NUMBER 114 LENGTH 2.0 STATION 9+30 DRAINAGE AREA = 0.019 ACRES C VALUE = .900 CA = 0. SUM CA= 0.017 INT= 4.00 CFS= 0.068 CO= 0.000 GUTTER FLOW=17 0.068 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo 1. 59 0.2 0.11 0.0200 1.0 a S'W SE 0.26 5. 5 2.706 0.725 XX)<XXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXX)OOCX)CX REQUIRED LENGTH= 1.6 CFS INTERCEPTED= 0.07 EFFIRI = 1.00 CFS CARRYOVVER= 0.00 INLET NUMBER 116 LENGTH 4.0 STATION 9+13 DRAINAGE AREA = 0.065 ACRES C VALUE = .900 CA = 0.058 SUM CA= 0.058 INT= 4.00 CFS= 0.234 CO= 0.000 GUTTER FLOW= 0.234 Page 4 GUTTER SLOPE = O.1000 FT FT KENRIDGE-3-24.TXT / PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX EO a S W 2.52 0.2 0.07 0.0200 1.0 4E 0.17 5.5 2.706 0.480 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 3.4 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.23 CFS CARRYOVER= 0.00 ------------------ _________ INLET NUMBER 118 ___________________________ ----_______________________ LENGTH 8.0 STATION 8+24 DRAINAGE AREA = 0.130 ACRES C VALUE = .900 SUM CA= 0.117 INT= 4.00 CFS= 0.468 CO= 0.000 GUTTER FLOW=17 0.468 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX EO SE 3.27 0.2 0.05 0.0200 1.0 a S'W 0.13 5. 5 2.706 0. 379 XXXXX)OOOCX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 5.3 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.47 CFS CARRYOVER= 0.00 INLET NUMBER 134 LENGTH 8.0 STATION 7+94 DRAINAGE AREA = 0.220 ACRES C VALUE = .700 SUM CA= 0.154 INT= 4.00 CFS= 0.616 CO= 0.000 GUTTER FLOW=54 0.616 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX EO 3.63 0.2 0.05 0.0200 1.0 a SSW SE 0.12 5. 5 2.706 0. 345 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XX)OCX)OCXXX REQUIRED LENGTH= 6.3 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.62 CFS CARRYOVER= 0.00 INLET NUMBER 136 LENGTH 6.0 STATION 5+63 DRAINAGE AREA = 0.050 ACRES C VALUE = .900 SUM CA= 0.045 INT= 4.00 CFS= 0.180 CO= 0.000 GUTTER FLOW045 0.180 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) IS 3.09 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.31 H = 0. 500 DEPTH OF WATER = 0.05 SPREAD = 2.68 INLET NUMBER 138 LENGTH 6.0 STATION 5+65 DSUUAMICA=E AREA =0.045 IOT0504.0000ESCFS= 0.180UECO=.900 CA = 0.045 0.000 GUTTER FLOW= 0.180 Page 5 KENRIDGE-3-24.TXT GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) IS 3.09 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.31 H = 0. 500 DEPTH OF WATER = 0.05 SPREAD = 2.68 Page 6 KEN106-128-3-24.TXT PROJECT 22816 HEC12 Version: V70112.2 User S/N: 77010018 Run Date: 03-24-2006 _____________________________________________________________________ INLET NUMBER 304 LENGTH 10.0 STATION 5+31 DRAINAGE AREA = 0.055 ACRES C VALUE = .900 CA = 0.050 SUM CA= 0.050 INT= 4.00 CFS= 0.198 CO= 0.000 GUTTER FLOW= 0.198 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .100 (ft./ft.) IS 2.37 (ft.) XXXXXX 00<X CURB INLET IN A SUMP XXXXXX)CXXX P EFFEC. LENGTH = 10.31 H = 0.500 DEPTH OF WATER = 0.04 SPREAD = 2.06 ______________________________________________________________________ INLET NUMBER 306 LENGTH 10.0 STATION 5+31 DRAINAGE AREA = 0.210 ACRES C VALUE = .650 CA = 0.136 SUM CA= 0.136 INT= 4.00 CFS= 0.546 co= 0.000 GUTTER FLOW= 0. 546 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .100 (ft./ft.) IS 3.47 (ft.) XXXXXX?CXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 10.31 H = 0. 500 DEPTH OF WATER = 0.08 SPREAD = 4.04 INLET NUMBER 308 LENGTH 6.0 STATION 6+77 DRAINAGE AREA = 0.088 ACRES C VALUE = .900 CA = 0.079 SUM CA= 0.079 INT= 4.00 CFS= 0.317 CO= 0.000 GUTTER FLOW= 0.317 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .100 (ft./ft.) Is 2.83 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXX)OCX)CX P EFFEC. LENGTH = 6.31 H = 0.500 DEPTH OF WATER = 0.08 SPREAD = 3.90 INLET NUMBER 310 LENGTH 10.0 STATION 6+77 DRAINAGE AREA = 0.480 ACRES C VALUE = . 500 CA = 0.240 SUM CA= 0.240 INT= 4.00 CFS= 0.960 CO= 0.000 GUTTER FLOW= 0.960 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .100 (ft./ft.) Is 4.29 (ft.) Page 1 KEN106-128-3-24.TXT XXXXXXXX)CX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 10.31 H = 0. 500 DEPTH OF WATER = 0.12 SPREAD = 5.89 ___________________________________________________________________ INLET NUMBER 314 LENGTH 4.0 STATION 4+54 DRAINAGE AREA = 0.160 ACRES C VALUE = .800 CA = 0.128 SUM CA= 0.128 INT= 4.00 CFS= 0.512 C0= 0.000 GUTTER FLOW= 0. 512 GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX EO a S'W SE 5.21 0.2 0.03 0.0200 1.0 0.08 5.5 2.706 0.249 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 3. 5 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.51 CFS CARRYOVER= 0.00 INLET NUMBER 316 LENGTH 10.0 STATION 4+20 DRAINAGE AREA = 0.050 ACRES C VALUE = .900 CA = 0.045 SUM CA= 0.045 INT= 7.00 CFS= 0.315 CO= 0.000 GUTTER FLOW= 0.315 GUTTER SLOPE = 0.0400 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX EO a S'W SE 3.35 0.2 0.05 0.0200 1.0 0.13 5. 5 2.706 0.371 XXXXXX)O(XX CURB INLET ON A CONTINUOUS GRADE XXXXXXX)CXX REQUIRED LENGTH= 3.5 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.32 CFS CARRYOVER= 0.00 INLET NUMBER 312 LENGTH 10.0 STATION 7+43 DRAINAGE AREA = 1.250 ACRES C VALUE = .400 CA = 0. 500 SUM CA= 0.500 INT= 4.00 CFS= 2.000 CO= 0.000 GUTTER FLOW= 2.000 GUTTER SLOPE = 0.0968 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX EO a S'W SE 3.27 0.2 0.05 0.0833 4.2 0.15 5.6 2.769 0.431 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXX)OOOCX REQUIRED LENGTH= 8.9 EFFICIENCY= 1.00 CFS INTERCEPTED= 2.00 CFS CARRYOVER= 0.00 INLET NUMBER 222 LENGTH 4.0 STATION 8+31 DRAINAGE AREA = 0.100 ACRES C VALUE = .900 CA = 0.090 SUM CA= 0.090 INT= 4.00 CFS= 0.360 CO= 0.000 GUTTER FLOW= 0.360 GUTTER SLOPE = 0.0968 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT Page 2 KEN106-128-3-24.TXT SPREAD W W/T SW SW/SX Eo a S'W SE 1.22 0.2 0.14 0.0833 4.2 1.00 5.6 2.769 2.789 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 1.4 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.36 CFS CARRYOVER= 0.00 ____________________________________________________________________ INLET NUMBER 224 LENGTH 4.0 STATION 8+31 DRAINAGE AREA = 0.100 ACRES C VALUE = .900 CA = 0.090 SUM CA= 0.090 INT= 4.00 CFS= 0.360 CO= 0.000 GUTTER FLOW= 0.360 GUTTER SLOPE = 0.0968 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 1.22 0.2 0.14 0.0833 4.2 1.00 5.6 2.769 2.789 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XX XXXXXXX REQUIRED LENGTH= 1.4 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.36 CFS CARRYOVER= 0.00 INLET NUMBER 120 LENGTH 4.0 STATION 7+11 DRAINAGE AREA = 0.200 ACRES C VALUE = .550 CA = 0.110 SUM CA= 0.110 INT= 4.00 CFS= 0.440 CO= 0.000 GUTTER FLOW= 0.440 GUTTER SLOPE = 0.1000 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 1.31 0.2 0.13 0.0833 4.2 1.00 5.6 2.769 2.789 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 1.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.44 CFS CARRYOVER= 0.00 INLET NUMBER 122 LENGTH 4.0 STATION 6+26 DRAINAGE AREA = 0.170 ACRES C VALUE = .450 CA = 0.076 SUM CA= 0.076 INT= 4.00 CFS= 0.306 CO= 0.000 GUTTER FLOW= 0.306 GUTTER SLOPE = 0.0430 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 1.34 0.2 0.13 0.0833 4.2 1.00 5.6 2.769 2.789 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 1.0 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.31 CFS CARRYOVER= 0.00 INLET NUMBER 124 LENGTH 8.0 STATION 5+30 DRAINAGE AREA = 0.140 ACRES C VALUE = .430 CA = 0.060 Page 3 KEN106-128-3-24.TXT SUM CA= 0.060 INT= 4.00 CFS= 0.241 CO= 0.000 GUTTER FLOW= 0.241 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .020 (ft./ft.) IS 3.45 (ft.) XX)CXXXXXXX CURB INLET IN A SUMP XXXXXXXX)CX P EFFEC. LENGTH = 8.31 H = 0. 500 DEPTH OF WATER = 0.05 SPREAD = 2.70 _____________________________________________________________________ INLET NUMBER 126 LENGTH 6.0 STATION 8+60 DRAINAGE AREA = 0.140 ACRES C VALUE = .430 CA = 0.060 SUM CA= 0.060 INT= 4.00 CFS= 0.241 CO= 0.000 GUTTER FLOW= 0.241 GUTTER SLOPE = 0.0771 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.68 0.2 0.06 0.0200 1.0 0.16 5.5 2.706 0.455 XXXX)CX)OCXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 3.3 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.24 CFS CARRYOVER= 0.00 INLET NUMBER 128 LENGTH 8.0 STATION 8+60 DRAINAGE AREA = 0.200 ACRES C VALUE = .900 CA = 0.180 SUM CA= 0.180 INT= 4.00 CFS= 0.720 CO= 0.000 GUTTER FLOW= 0.720 GUTTER SLOPE = 0.0771 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 4.04 0.2 0.04 0.0200 1.0 0.11 5.5 2.706 0.313 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 6.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.72 CFS CARRYOVER= 0.00 Page 4 KEN_142.TXT PROJECT 22816 HEC12 Version: V70112.2 User S/N: 77010018 Run Date: 04-05-2006 ___________________________________________________________________ INLET NUMBER 102 LENGTH 4.0 STATION 13+54. 53 DRAINAGE AREA = 0.140 ACRES C VALUE = .350 CA = 0.049 SUM CA= 0.049 INT= 4.00 CFS= 0.196 CO= 0.000 GUTTER FLOW= 0.196 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.19 0.2 0.05 0.0200 1.0 0.14 5.5 2.706 0.388 XXX)OOOOCXX CURB INLET ON A CONTINUOUS GRADE X)000 XXXXX REQUIRED LENGTH= 2.2 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.20 CFS CARRYOVER= 0.00 _____________________________________________________________________ INLET NUMBER 104 LENGTH 4.0 STATION 12+16.12 DRAINAGE AREA = 0.020 ACRES C VALUE = .350 CA = 0.007 SUM CA= 0.007 INT= 4.00 CFS= 0.028 CO= 0.000 GUTTER FLOW= 0.028 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 1.54 0.2 0.11 0.0200 1.0 0.27 5.5 2.706 0.746 XXX)OCX)000C CURB INLET ON A CONTINUOUS GRADE XXXXX?:KXXX REQUIRED LENGTH= 0.7 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.03 CFS CARRYOVER= 0.00 INLET NUMBER 140 LENGTH 4.0 STATION 10+24.20 DRAINAGE AREA = 0.120 ACRES C VALUE = .580 CA = 0.070 SUM CA= 0.070 INT= 4.00 CFS= 0.278 CO= 0.000 GUTTER FLOW= 0.278 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 1.49 0.2 0.11 0.0833 4.2 1.00 5.6 2.769 2.789 XXX)OOOOOCX CURB INLET ON A CONTINUOUS GRADE REQUIRED LENGTH= 0.8 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.28 CFS CARRYOVER= 0.00 INLET NUMBER 142 LENGTH 4.0 STATION 10+00 DRAINAGE AREA = 0.020 ACRES C VALUE = .900 CA = 0.018 SUM CA= 0.018 INT= 4.00 CFS= 0.072 CO= 0.000 GUTTER FLOW= 0.072 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 0.90 0.2 0.19 0.0833 4.2 1.00 5.6 2.769 2.789 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE REQUIRED LENGTH= 0.4 EFFICIENCY= 1.00 Page 1 KEN_142.TXT CFS INTERCEPTED= 0.07 CFS CARRYOVER= 0.00 _____________________________________________________________________ INLET NUMBER 202 LENGTH 4.0 STATION 15+89.07 DRAINAGE AREA = 0.190 ACRES C VALUE = .350 CA = 0.067 SUM CA= 0.067 INT= 4.00 CFS= 0.266 CO= 0.000 GUTTER FLOW= 0.266 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3. 58 0.2 0.05 0.0200 1.0 0.12 5. 5 2.706 0.350 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE X)O(XXXCXXX REQUIRED LENGTH= 2.7 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.27 CFS CARRYOVER= 0.00 _____________________________________________________________________ INLET NUMBER 204 LENGTH 4.0 STATION 14+42.04 DRAINAGE AREA = 0.250 ACRES C VALUE = .350 CA = 0.087 SUM CA= 0.087 INT= 4.00 CFS= 0.350 CO= 0.000 GUTTER FLOW= 0.350 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.97 0.2 0.04 0.0200 1.0 0.11 5. 5 2.706 0.318 XXX)OOOOO<X CURB INLET ON A CONTINUOUS GRADE XXX)OOCXXXX REQUIRED LENGTH= 3.2 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.35 CFS CARRYOVER= 0.00 INLET NUMBER 206 LENGTH 4.0 STATION 12+66.30 DRAINAGE AREA = 0.030 ACRES C VALUE = .900 CA = 0.027 SUM CA= 0.027 INT= 4.00 CFS= 0.108 CO= 0.000 GUTTER FLOW= 0.108 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 1.05 0.2 0.16 0.0833 4.2 1.00 5.6 2.769 2.789 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXX XXXX REQUIRED LENGTH= 0. 5 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.11 CFS CARRYOVER= 0.00 INLET NUMBER 228 LENGTH 4.0 STATION 11+74.77 DRAINAGE AREA = 0.070 ACRES C VALUE = . 590 CA = 0.041 SUM CA= 0.041 INT= 4.00 CFS= 0.165 CO= 0.000 GUTTER FLOW= 0.165 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.00 0.2 0.06 0.0200 1.0 0.14 5. 5 2.706 0.411 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE X:XXX)000OCX REQUIRED LENGTH= 2.0 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.17 CFS CARRYOVER= 0.00 Page 2 KEN_142.TXT INLET NUMBER 230 LENGTH 4.0 STATION 11+15.26 DRAINAGE AREA = 0.120 ACRES C VALUE = .620 CA = 0.074 SUM CA= 0.074 INT= 4.00 CFS= 0.298 CO= 0.000 GUTTER FLOW= 0.298 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.74 0.2 0.05 0.0200 1.0 0.12 5. 5 2.706 0.336 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 2.9 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.30 CFS CARRYOVER= 0.00 INLET NUMBER 232 LENGTH 4.0 STATION 10+70.21 DRAINAGE AREA = 0.150 ACRES C VALUE = .350 CA = 0.053 SUM CA= 0.053 INT= 4.00 CFS= 0.210 CO= 0.000 GUTTER FLOW= 0.210 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.28 0.2 0.05 0.0200 1.0 0.13 5.5 2.706 0.379 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 2.3 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.21 CFS CARRYOVER= 0.00 ______________________________________________________________________ INLET NUMBER 234 LENGTH 4.0 STATION 10+00 DRAINAGE AREA = 0.250 ACRES C VALUE = .800 CA = 0.200 SUM CA= 0.200 INT= 4.00 CFS= 0.800 CO= 0.000 GUTTER FLOW= 0.800 GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 2.85 0.2 0.06 0.0833 4.2 0.17 5.6 2.769 0.495 XXXX)OOOOCX CURB INLET ON A CONTINUOUS GRADE XXXXX)OO(XX REQUIRED LENGTH= 3. 5 EFFICIENCY= 1.00 CFS INTERCEPTED= 0.80 CFS CARRYOVER= 0.00 0 Page 3 Attachment D Routing of BMPs Job File: J:\PPACK\Kenn\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Rain Dir: J:\PPACK\KenR\ a�g= JOB TITLE= Project Date: 4/3/2006 Project Engineer: Graham Murray Project Title: Kenridge Detention/Storm Sewer Analysis Project Comments: • • • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Table of Contents Table of Contents ********************** MASTER SUMMARY ********************** Watershed Mod. Rational Grand Summary 1.01 Mod. Rational Grand Summary 1.02 Mod. Rational Grand Summary 1.03 Master Network Summary 1.04 *************** NETWORK SUMMARIES (DETAILED) *************** Watershed 2 Executive Summary (Nodes) 2.01 Executive Summary (Links) 2.02 Watershed 10 Executive Summary (Nodes) 2.04 Executive Summary (Links) 2.05 Watershed 100 Executive Summary (Nodes) 2.07 Executive Summary (Links) 2.08 Network Calcs Sequence 2.10 ****************** DESIGN STORMS SUMMARY ******************* Alb Co 11-05 Sto Rational Storms 3.01 ********************** RAINFALL DATA *********************** Alb Co- 10 Yr... 10 I-D-F Table 4.01 Alb Co- 100 Yr.. 100 I-D-F Table 4.03 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Table of Contents Table of Contents (continued) Alb Co- 2 Yr.... 2 I-D-F Table 4.05 ********************** TC CALCULATIONS DETENTION AREA 1 POST Tc Calcs 5.01 DETENTION AREA 2 POST Tc Calcs 5.03 OVERLAND FLOW... POST Tc Calcs 5.05 ********************** REACH ROUTING *********************** REACH1 2 Reach Routing Summary 6.01 REACH? 10 Reach Routing Summary 6.02 REACH? 100 Reach Routing Summary 6.03 REACH2 2 Reach Routing Summary 6.04 REACH2 10 Reach Routing Summary 6.05 REACH2 100 Reach Routing Summary 6.06 *********************** POND VOLUMES *********************** BIOFILTER Vol: Elev-Volume 7.01 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 7i Table of Contents iii Table of Contents (continued) STORM SEWER-1... Vol: Elev-Volume 7.02 STORM SEWER-2... Vol: Elev-Volume 7.03 ******************** OUTLET STRUCTURES ********************* Biofilter Out... Outlet Input Data 8.01 Outfall System-1 Outlet Input Data 8.03 Outfall System-2 Outlet Input Data 8.05 *********************** POND ROUTING *********************** BIOFILTER IN 2 Node: Pond Inflow Summary 9.01 BIOFILTER IN 10 Node: Pond Inflow Summary 9.02 BIOFILTER IN 100 Node: Pond Inflow Summary 9.03 BIOFILTER OUT 2 Pond Routing Summary 9.04 BIOFILTER OUT 10 Pond Routing Summary 9.05 BIOFILTER OUT 100 Pond Routing Summary 9.06 STORM SEWER-lIN 2 Node: Pond Inflow Summary 9.07 STORM SEWER-1IN 10 Node: Pond Inflow Summary 9.08 STORM SEWER-1IN 100 Node: Pond Inflow Summary 9.09 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Table of Contents iv Table of Contents (continued) STORM SEWER-LOUT 2 Pond Routing Summary 9.10 STORM SEWER-LOUT 10 Pond Routing Summary 9.11 STORM SEWER-LOUT 100 Pond Routing Summary 9.12 STORM SEWER-2IN 2 Node: Pond Inflow Summary 9.13 STORM SEWER-2IN 10 Node: Pond Inflow Summary 9.14 STORM SEWER-2IN 100 Node: Pond Inflow Summary 9.15 STORM SEWER-20UT 2 Pond Routing Summary 9.16 STORM SEWER-20UT 10 Pond Routing Summary 9.17 STORM SEWER-20UT 100 Pond Routing Summary 9.18 ****************** RATIONAL METHOD CALCS ******************* DETENTION AREA 1 2 Mod. Rational Graph 10.01 Mod. Rational Storm Calcs 10.02 DETENTION AREA 1 10 Mod. Rational Graph 10.03 Mod. Rational Storm Calcs 10.04 DETENTION AREA 1 100 Mod. Rational Graph 10.05 Mod. Rational Storm Calcs 10.06 DETENTION AREA 1 POST C and Area 10.07 DETENTION AREA 2 2 Rational Predev. Peak Q 10.08 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Table of Contents v Table of Contents (continued) Mod. Rational Graph 10.09 Mod. Rational Storm Calcs 10.10 DETENTION AREA 2 10 Mod. Rational Graph 10.11 Mod. Rational Storm Calcs 10.12 DETENTION AREA 2 100 Mod. Rational Graph 10.13 Mod. Rational Storm Calcs 10.14 DETENTION AREA 2 POST C and Area 10.15 OVERLAND FLOW... 2 Rational Predev. Peak Q 10.16 Mod. Rational Graph 10.17 Mod. Rational Storm Calcs 10.18 OVERLAND FLOW... 10 Mod. Rational Graph 10.19 Mod. Rational Storm Calcs 10.20 OVERLAND FLOW... 100 Mod. Rational Graph 10.21 Mod. Rational Storm Calcs 10.22 OVERLAND FLOW... POST C and Area 10.23 ji S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 4 Type.... Mod. Rational Grand Summary Page 1.01 Name.... Watershed File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW ************************************************************************ ************************************************************************ * * * * MODIFIED RATIONAL METHOD * * ---- Grand Summary For All Storm Frequencies ---- * * * . * ************************************************************************ ************************************************************************ Q - CiA * Units Conversion Where Conversion = 43560 / (12 * 3600) 0 Area 2.300 :cres Tc = .2500 hrs VOLUMES Freq. Adjusted Duration I Qpeak Allowable Inflow Storage years 'C' hrs in/hr cfs cfs ac-ft ac-ft 1 2 .400 .4333 2.6000 2.41 1.80 .086 .035 10 .400 .4667 3.5000 3.25 2.47 .125 .052 100 .400 .5667 4.5000 4.17 3.51 .196 .077 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Grand Summary Page 1.02 Name.... Watershed File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW ************************************************************************ ************************************************************************ * * * MODIFIED RATIONAL METHOD * ---- Grand Summary For All Storm Frequencies ---- * * ************************************************************************ ************************************************************************ Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) 71 Y16'{� Area = 3.980 acres Tc = .1167 hrs VOLUMES Freq. Adjusted Duration I Qpeak Allowable Inflow Storage years 'C' hrs in/hr cfs cfs ac-ft ac-ft 2 .400 .4333 2.6000 2.41 1.80 .086 .035 10 ,.400 .4667 3.5000 3.25 2.47 .125 .052 100 .5667 4.5000 11.52 10.06 .540 .256 It, t S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Grand Summary Page 1.03 Name.... Watershed File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW ************************************************************************ ************************************************************************ * * MODIFIED RATIONAL METHOD * ---- Grand Summary For All Storm Frequencies ---- * * ************************************************************************ ************************************************************************ Q = CiA * Units Conversion; Where Conversion - 43560 / (12 * 3600) 6 1 N Area = 6.980 acres Tc = .1883 hrs � ![� VOLUMES Freq. Adjusted Duration I Qpeak Allowable Inflow Storage years 'C' hrs in/hr cfs cfs ac-ft ac-ft 2 .400 .4333 2.6000 2.41 1.80 .086 .035 10 40 .4667 3.5000 3.25 2.47 .125 .052 100 .2833 6.5000 16.74 16.21 .392 .076 e? 1t S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Master Network Summary Page 1.04 Name.... Watershed File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW MASTER DESIGN STORM SUMMARY Default Network Design Storm File, ID Alb Co 11-05 Sto Rainfall Return Event Type IDF ID 2 I-D-F Curve Alb Co- 2 Yr. 10 I-D-F Curve Alb Co- 10 Yr 100 I-D-F Curve Alb Co- 100 Yr MASTER NETWORK SUMMARY Modified Rational Method Network (*Node=Outfall; +Node=Diversion;) (True= HYG Truncation: Blank-None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft BIOFILTER IN POND 2 .523 .4100 11.84 BIOFILTER IN POND 10 .737 .3300 19.99 BIOFILTER IN POND 100 1.127 .3000 31.40 BIOFILTER OUT POND 2 .256 2.5000 .47 2.04 .345 BIOFILTER OUT POND 10 .470 .5400 8.40 2.40 .410 BIOFILTER OUT POND 100 .859 .4500 19.47 2.70 .464 DETENTION AREA 1 AREA 2 .199 L .1883 8.50 DETENTION AREA 1 AREA 10 .267 L .1883 12.10 DETENTION AREA 1 AREA 100 .392 L .1883 16.74 DETENTION AREA 2 AREA 2 .238 L .1167 6.66 DETENTION AREA 2 AREA 10 .346 L .1167 8.96 DETENTION AREA 2 AREA 100 .539 L .1167 11.52 JUNCTION1 JCT 2 .199 .3600 5.24 JUNCTION1 JCT 10 .267 .2800 11.06 JUNCTION' JCT 100 .392 .2700 16.74 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Master Network Summary Page 1.05 Name.... Watershed File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW MASTER NETWORK SUMMARY Modified Rational Method Network (*Node=Outfall; +Node=Diversion;) (Trun- HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage Node ID Type Event ac-ft Trun hrs cfs ft ac-ft JUNCTION2 JCT 2 .238 .4200 6.65 JUNCTION2 JCT 10 .346 .3500 8.96 JUNCTION2 JCT 100 .539 .3000 11.52 OVERLAND FLOW AREA 2 .086 .2500 2.41 OVERLAND FLOW AREA 10 .125 .2500 3.25 OVERLAND FLOW AREA 100 .196 .2500 4.17 STORM SEWER-1IN POND 2 .199 .1900 8.50 STORM SEWER-1IN POND 10 .267 .1900 12.11 STORM SEWER-1IN POND 100 .392 .1900 16.74 STORM SEWER-LOUT POND 2 .199 .3600 5.24 7.10 .158 STORM SEWER-LOUT POND 10 .267 .2800 11.06 7.44 .163 STORM SEWER-LOUT POND 100 .392 .2700 16.74 7.71 .168 STORM SEWER-2IN POND 2 .238 .1200 6.66 STORM SEWER-2IN POND 10 .346 .1200 8.96 STORM SEWER-2IN POND 100 .540 .1200 11.52 STORM SEWER-20UT POND 2 .238 .4200 6.65 7.19 .160 STORM SEWER-20UT POND 10 .346 .3500 8.96 7.33 .162 STORM SEWER-20UT POND 100 .539 .3000 11.52 7.46 .164 *ULTIMATE OUTFALL JCT 2 .256 2.5000 .47 *ULTIMATE OUTFALL JCT 10 .470 .5400 8.40 *ULTIMATE OUTFALL JCT 100 .859 .4500 19.47 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Nodes) Page 2.01 Name.... Watershed Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name - Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft BIOFILTER IN POND .523 .4100 11.84 BIOFILTER OUT POND .256 2.5000 .47 2.04 DETENTION AREA 1 AREA .199 L .1883 8.50 DETENTION AREA 2 AREA .238 L .1167 6.66 JUNCTION1 JCT .199 .3600 5.24 JUNCTION2 JCT .238 .4200 6.65 OVERLAND FLOW AREA .086 .2500 2.41 STORM SEWER-1IN POND .199 .1900 8.50 STORM SEWER-1OUT POND .199 .3600 5.24 7.10 STORM SEWER-2IN POND .238 .1200 6.66 STORM SEWER-20UT POND .238 .4200 6.65 7.19 Outfall ULTIMATE OUTFALL JCT .256 2.5000 .47 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Links) Page 2.02 Name.... Watershed Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL-DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points HYDROGRAPH-1 ADD UN .199 L .1883 8.50 DETENTION AREA 1 DL .199 L .1883 8.50 DN .199 .1900 8.50 STORM SEWER-1IN HYDROGRAPH-2 ADD UN .238 L .1167 6.66 DETENTION AREA 2 DL .238 L .1167 6.66 DN .238 .1200 6.66 STORM SEWER-2IN OUTFALL PONDrt UN .523 .4100 11.84 BIOFILTER IN OUTFALL .256 2.5000 .47 BIOFILTER OUT DL .256 2.5000 .47 DN .256 2.5000 .47 ULTIMATE OUTFALL OVERLAND TO BIO ADD UN .086 .2500 2.41 OVERLAND FLOW DL .086 .2500 2.41 DN .523 .4100 11.84 BIOFILTER IN REACH1 REACH UN .199 .3600 5.24 JUNCTION1 DL .199 .3700 5.09 DN .523 .4100 11.84 BIOFILTER IN REACH2 REACH UN .238 .4200 6.65 JUNCTION2 DL .238 .4400 6.39 DN .523 .4100 11.84 BIOFILTER IN ROUTING- AREA1 PONDrt UN .199 .1900 8.50 STORM SEWER-1IN ROUTING- AREA1 .199 .3600 5.24 STORM SEWER-LOUT DL .199 .3600 5.24 DN .199 .3600 5.24 JUNCTION1 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Links) Page 2.03 Name.... Watershed Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 NETWORK SUMMARY -- LINKS (UN-Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points ROUTING- AREA2 PONDrt UN .238 .1200 6.66 STORM SEWER-2IN ROUTING- AREA2 .238 .4200 6.65 STORM SEWER-2OUT DL .238 .4200 6.65 DN .238 .4200 6.65 JUNCTION2 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 • • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Nodes) Page 2.04 Name.... Watershed Event: 10 yr File.... J:\PPACK\Kenn\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 NETWORK SUMMARY -- NODES (Trun.- HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft BIOFILTER IN POND .737 .3300 19.99 BIOFILTER OUT POND .470 .5400 8.40 2.40 DETENTION AREA 1 AREA .267 L .1883 12.10 DETENTION AREA 2 AREA .346 L .1167 8.96 JUNCTION1 JCT .267 .2800 11.06 JUNCTION2 JCT .346 .3500 8.96 OVERLAND FLOW AREA .125 .2500 3.25 STORM SEWER-1IN POND .267 .1900 12.11 STORM SEWER-LOUT POND .267 .2800 11.06 7.44 STORM SEWER-2IN POND .346 .1200 8.96 STORM SEWER-2OUT POND .346 .3500 8.96 7.33 Outfall ULTIMATE OUTFALL JCT .470 .5400 8.40 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Links) Page 2.05 Name.... Watershed Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank-None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points HYDROGRAPH-1 ADD UN .267 L .1883 12.10 DETENTION AREA 1 DL .267 L .1883 12.10 DN .267 .1900 12.11 STORM SEWER-1IN HYDROGRAPH-2 ADD UN .346 L .1167 8.96 DETENTION AREA 2 DL .346 L .1167 8.96 DN .346 .1200 8.96 STORM SEWER-2IN OUTFALL PONDrt UN .737 .3300 19.99 BIOFILTER IN OUTFALL .470 .5400 8.40 BIOFILTER OUT DL .470 .5400 8.40 DN .470 .5400 8.40 ULTIMATE OUTFALL OVERLAND TO BIO ADD UN .125 .2500 3.25 OVERLAND FLOW DL .125 .2500 3.25 DN .737 .3300 19.99 BIOFILTER IN REACH1 REACH UN .267 .2800 11.06 JUNCTION1 DL .267 .2900 10.86 DN .737 .3300 19.99 BIOFILTER IN REACH2 REACH UN .346 .3500 8.96 JUNCTION2 DL .345 .4500 8.96 DN .737 .3300 19.99 BIOFILTER IN ROUTING- AREA1 PONDrt UN .267 .1900 12.11 STORM SEWER-1IN ROUTING- AREA1 .267 .2800 11.06 STORM SEWER-LOUT DL .267 .2800 11.06 ' DN .267 .2800 11.06 JUNCTION1 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Links) Page 2.06 Name.... Watershed Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL-DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points ROUTING- AREA2 PONDrt UN .346 .1200 8.96 STORM SEWER-2IN ROUTING- AREA2 .346 .3500 8.96 STORM SEWER-20UT DL .346 .3500 8.96 DN .346 .3500 8.96 JUNCTION2 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Nodes) Page 2.07 Name.... Watershed Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R-Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = • Storm Tag Name = Data Type, File, ID = Total Rainfall Depth= .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. hrs cfs ft BIOFILTER IN POND 1.127 .3000 31.40 BIOFILTER OUT POND .859 .4500 19.47 2.70 DETENTION AREA 1 AREA .392 L .1883 16.74 DETENTION AREA 2 AREA .539 L .1167 11.52 JUNCTION1 JCT .392 .2700 16.74 JUNCTION2 JCT .539 .3000 11.52 OVERLAND FLOW AREA .196 .2500 4.17 STORM SEWER-1IN POND .392 .1900 16.74 STORM SEWER-LOUT POND .392 .2700 16.74 7.71 STORM SEWER-2IN POND .540 .1200 11.52 STORM SEWER-20UT POND .539 .3000 11.52 7.46 Outfall ULTIMATE OUTFALL JCT .859 .4500 19.47 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Links) Page 2.08 Name.... Watershed Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank-None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File,ID = Storm Tag Name = Data Type, File, ID = Total Rainfall Depths .0000 in Duration Multiplier = 0 Resulting Duration = .0000 hrs Resulting Start Time= .0000 hrs Step= .0000 hrs End= .0000 hrs HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points HYDROGRAPH-1 ADD UN .392 L .1883 16.74 DETENTION AREA 1 DL .392 L .1883 16.74 DN .392 .1900 16.74 STORM SEWER-1IN HYDROGRAPH-2 ADD UN .539 L .1167 11.52 DETENTION AREA 2 DL .539 L .1167 11.52 DN .540 .1200 11.52 STORM SEWER-2IN OUTFALL PONDrt UN 1.127 .3000 31.40 BIOFILTER IN OUTFALL .859 .4500 19.47 BIOFILTER OUT DL .859 .4500 19.47 DN .859 .4500 19.47 ULTIMATE OUTFALL OVERLAND TO BIO ADD UN .196 .2500 4.17 OVERLAND FLOW DL .196 .2500 4.17 DN 1.127 .3000 31.40 BIOFILTER IN REACH1 REACH UN .392 .2700 16.74 JUNCTION1 DL .392 .2700 16.72 DN 1.127 .3000 31.40 BIOFILTER IN REACH2 REACH UN .539 .3000 11.52 JUNCTION2 DL .539 .4000 11.52 DN 1.127 .3000 31.40 BIOFILTER IN ROUTING- AREA1 PONDrt UN .392 .1900 16.74 STORM SEWER-1IN ROUTING- AREA1 .392 .2700 16.74 STORM SEWER-LOUT DL .392 .2700 16.74 DN .392 .2700 16.74 JUNCTION1 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Executive Summary (Links) Page 2.09 Name.... Watershed Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. hrs cfs End Points ROUTING- AREA2 PONDrt UN .540 .1200 11.52 STORM SEWER-21N ROUTING- AREA2 .539 .3000 11.52 STORM SEWER-2OUT DL .539 .3000 11.52 DN .539 .3000 11.52 JUNCTION2 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Network Calcs Sequence Page 2.10 Name.... Watershed Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 NETWORK RUNOFF NODE SEQUENCE Runoff Data =a Applya==S to Node a'- Receiving aLink Mod.Rat DETENTION AREA 2 Subarea DETENTION AREA 2 Add Hyd DETENTION AREA 2 Mod.Rat DETENTION AREA 1 Subarea DETENTION AREA 1 Add Hyd DETENTION AREA 1 Mod.Rat OVERLAND FLOW Subarea OVERLAND FLOW Add Hyd OVERLAND FLOW S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Network Calcs Sequence Page 2.11 Name.... Watershed Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 NETWORK ROUTING SEQUENCE Link Operation UPstream Node DNstream Node Add Hyd HYDROGRAPH-1 Subarea DETENTION AREA 1 Pond STORM SEWER-1IN POND ROUTE TOTAL OUTFLOW... Total Pond Outflow Pond STORM SEWER-UIN Outflow STORM SEWER-1OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW... Outlet ROUTING- AREA1 Outflow STORM SEWER-LOUT Jct JUNCTION1 Add Hyd HYDROGRAPH-2 Subarea DETENTION AREA 2 Pond STORM SEWER-2IN POND ROUTE TOTAL OUTFLOW... Total Pond Outflow Pond STORM SEWER-2IN Outflow STORM SEWER-2OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW... Outlet ROUTING- AREA2 Outflow STORM SEWER-2OUT Jct JUNCTION2 Reach REACH2 Jct JUNCTION2 Pond BIOFILTER IN Add Hyd OVERLAND TO BIO Subarea OVERLAND FLOW Pond BIOFILTER IN Reach REACHI Jct JUNCTION1 Pond BIOFILTER IN POND ROUTE TOTAL OUTFLOW... Total Pond Outflow Pond BIOFILTER IN Outflow BIOFILTER OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW... Outlet OUTFALL Outflow BIOFILTER OUT Jct ULTIMATE OUTFALL S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Rational Storms Page 3.01 Name.... Alb Co 11-05 Sto File.... J:\PPACK\KenR\ Title... Project Date: 4/3/2006 Project Engineer: Graham Murray Project Title: Kenridge Detention/Storm Sewer Analysis Project Comments: I-D-F DESIGN STORM SUMMARY Storm Queue File,ID = Alb Co 11-05 Sto Storm Tag Name = 2 File: Type, ID = : I-D-F Storm... Alb Co- 2 Yr. { Storm Frequ. = 2 yr Storm Tag Name = 10 File: Type, ID = : I-D-F Storm... Alb Co- 10 Yr Storm Frequ. = 10 yr Storm Tag Name = 100 File: Type, ID = : I-D-F Storm... Alb Co- 100 Yr Storm Frequ. = 100 yr S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... I-D-F Table Page 4.01 Name.... Alb Co- 10 Yr Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\ Storm... Alb Co- 10 Yr Tag: 10 Rainfall-Intensity-Duration Curve Time, hrs Intens., in/hr .0833 6.8000 .1000 6.5000 .1167 6.3000 .1333 6.0000 .1500 5.8000 .1667 5.6000 .1833 5.4000 .2000 5.3000 .2167 5.1000 .2333 4.9000 .2500 4.8000 .2667 4.7000 .2833 4.5000 .3000 4.4000 .3167 4.3000 .3333 4.2000 .3500 4.1000 .3667 4.0000 .3833 3.9000 .4000 3.8000 .4167 3.7000 .4333 3.6000 .4500 3.5000 .4667 3.5000 .4833 3.4000 .5000 3.3000 .5167 3.2000 .5333 3.2000 .5500 3.1000 .5667 3.1000 .5833 3.0000 .6000 3.0000 .6167 2.9000 .6333 2.8000 .6500 2.8000 .6667 2.8000 .6833 2.7000 .7000 2.7000 .7167 2.6000 .7333 2.6000 .7500 2.5000 .7667 2.5000 .7833 2.5000 .8000 2.4000 .8167 2.4000 .8333 2.4000 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... I-D-F Table Page 4.02 Name.... Alb Co- 10 Yr Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\ Storm... Alb Co- 10 Yr Tag: 10 Time, hrs Intens., in/hr .8500 2.3000 .8667 2.3000 .8833 2.3000 .9000 2.2000 .9167 2.2000 .9333 2.2000 .9500 2.1000 .9667 2.1000 .9833 2.1000 1.0000 2.1000 2.0000 1.2000 3.0000 .8000 4.0000 .6000 5.0000 .5000 6.0000 .4000 8.0000 .3000 10.0000 .3000 12.0000 .2000 18.0000 .1000 24.0000 .1000 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... I-D-F Table Page 4.03 Name.... Alb Co- 100 Yr Tag: 100 Event: 100 yr • File.... J:\PPACK\Kenn\ Storm... Alb Co- 100 Yr Tag: 100 Rainfall-Intensity-Duration Curve Time, hrs Intens., in/hr .0833 9.5000 .1000 9.1000 .1167 8.8000 .1333 8.5000 .1500 8.2000 .1667 7.9000 .1833 7.7000 .2000 7.5000 .2167 7.2000 .2333 7.0000 .2500 6.8000 .2667 6.7000 .2833 6.5000 .3000 6.3000 .3167 6.1000 .3333 6.0000 .3500 5.9000 .3667 5.7000 .3833 5.6000 .4000 5.5000 .4167 5.3000 .4333 5.2000 .4500 5.1000 .4667 5.0000 .4833 4.9000 .5000 4.8000 .5167 4.7000 .5333 4.6000 .5500 4.5000 .5667 4.5000 .5833 4.4000 .6000 4.3000 .6167 4.2000 .6333 4.2000 .6500 4.1000 .6667 4.0000 .6833 4.0000 .7000 3.9000 .7167 3.8000 .7333 3.8000 .7500 3.7000 .7667 3.7000 .7833 3.6000 .8000 3.6000 .8167 3.5000 .8333 3.5000 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 ro m o d z H a .. ro N O !n M p7.UG N O r 9 ro x r 1-1 CD m CD�' a . . mr H 01 . N O r .�' 4N O r•• r I 0 ro O O 0 M II H H M NO la- r/r'' Nrrr NONHJ amNOmdN .pWNr ON • • Wc0o 0000000o000t0W WWMW0 OOOOOOo0000MMOWrOW01N 0' ry -11 00000000000wrnoWMOWmo n H O O O O O O O O O O O W J O W J O W J O W H oH N r? G m r •. 4 O O n 1-•'r ca W W W W W W W W W •• O r O 0 N N W.p U1 m m W N J O r r r N N W W .p.p 0 d 00000000000000000000 4.- H 00000000000000000000 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m n r N W W ro 3 m a• m rt. n ro m y W r m 0 W 0•11. 440 N n p 0 0 01 Type.... I-D-F Table Page 4.05 Name.... Alb Co- 2 Yr. Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\ Storm... Alb Co- 2 Yr. Tag: 2 Rainfall-Intensity-Duration Curve Time, hrs Intens., in/hr .0833 5.2000 .1000 4.9000 .1167 4.7000 .1333 4.5000 .1500 4.3000 .1667 4.2000 .1833 4.0000 .2000 3.9000 .2167 3.7000 .2333 3.6000 .2500 3.5000 .2667 3.4000 .2833 3.3000 .3000 3.2000 .3167 3.1000 .3333 3.0000 .3500 2.9000 .3667 2.8000 .3833 2.8000 .4000 2.7000 .4167 2.6000 .4333 2.6000 .4500 2.5000 .4667 2.4000 .4833 2.4000 .5000 2.3000 .5167 2.3000 .5333 2.2000 .5500 2.2000 .5667 2.1000 .5833 2.1000 .6000 2.1000 .6167 2.0000 .6333 2.0000 .6500 1.9000 .6667 1.9000 .6833 1.9000 .7000 1.8000 .7167 1.8000 .7333 1.8000 .7500 1.8000 .7667 1.7000 .7833 1.7000 .8000 1.7000 .8167 1.6000 .8333 1.6000 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... I-D-F Table Page 4.06 Name.... Alb Co- 2 Yr. Tag: 2 Event: 2 yr File.... J:\PPACK\Kenn\ Storm... Alb Co- 2 Yr. Tag: 2 Time, hrs Intens., in/hr .8500 1.6000 .8667 1.6000 .8833 1.5000 .9000 1.5000 .9167 1.5000 .9333 1.5000 .9500 1.5000 .9667 1.4000 .9833 1.4000 1.0000 1.4000 2.0000 .8000 3.0000 .5000 4.0000 .4000 • 5.0000 .3000 6.0000 .3000 8.0000 .2000 10.0000 .2000 12.0000 .1000 18.0000 .1000 24.0000 .1000 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Tc Calcs Page 5.01 Name.... DETENTION AREA 1 Tag: POST File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: User Defined 1 Segment #1 Time: .1883 hrs Total Tc: .1883 hrs S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Tc Calcs Page 5.02 Name.... DETENTION AREA 1 Tag: POST File.... J:\PPACK\RenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Tc Equations used... ___= User Defined =_____= Tc = Value entered by user Where: Tc = Time of concentration S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Tc Calcs Page 5.03 Name.... DETENTION AREA 2 Tag: POST File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW TIME OF CONCENTRATION CALCULATOR Segment #1: Tc: User Defined Segment #1 Time: .1167 hrs Total Tc: .1167 hrs S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Tc Calcs Page 5.04 Name.... DETENTION AREA 2 Tag: POST File.... J:\PPACK\RenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Tc Equations used... ___= User Defined Tc = Value entered by user Where: Tc = Time of concentration S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Tc Calcs Page 5.05 Name.... OVERLAND FLOW Tag: POST File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW TIME OF CONCENTRATION CALCULATOR Segment 11: Tc: User Defined Segment 11 Time: .2500 hrs ----= --- _ Total Tc: .2500 hrs • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 . , . Type.... Tc Calcs Page 5.06 Name.... OVERLAND FLOW Tag: POST File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Tc Equations used... ___= User Defined =___ - ____ Tc = Value entered by user Where: Tc = Time of concentration S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Reach Routing Summary Page 6.01 Name.... REACH1 Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - JUNCTION1 2 Outflow HYG file = NONE STORED - REACH1 2 Reach Link Data = REACH1 Reach Length = 175.00 ft Approx. Total Tt = .0177 hrs (based on Wtd.Q = .98 cfs) Reach Channel = 30" RCP-1 (Chn-Circular) Overflow Elev. = 2.35 ft Overflow Channel = NONE No Infiltration • INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY = Peak Inflow = 5.24 cfs at .3600 hrs Peak Outflow = 5.09 cfs at .3700 hrs MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .199 - Infiltration = .000 - HYG Vol OUT = .199 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Reach Routing Summary Page 6.02 Name.... REACH1 Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - JUNCTION1 10 Outflow HYG file = NONE STORED - REACH1 10 Reach Link Data = REACH1 Reach Length = 175.00 ft Approx. Total Tt = .0123 hrs (based on Wtd.Q = 3.38 cfs) Reach Channel = 30" RCP-1 (Chn-Circular) Overflow Elev. = 2.35 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 11.06 cfs at = .2800 hrs Peak Outflow 10.86 cfs at .2900 hrs MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .267 - Infiltration = .000 - HYG Vol OUT = .267 - Retained Vol = .000 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Reach Routing Summary Page 6.03 Name.... REACH1 Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - JUNCTION1 100 Outflow HYG file = NONE STORED - REACH1 100 Reach Link Data = REACH1 Reach Length = 175.00 ft Approx. Total Tt = .0097 hrs (based on Wtd.Q = 7.90 cfs) Reach Channel = 30" RCP-1 (Chn-Circular) Overflow Elev. = 2.35 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY = Peak Inflow = 16.74 cfs at .2700 hrs Peak Outflow = 16.73 cfs at .2700 hrs MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .392 - Infiltration = .000 - HYG Vol OUT = .392 - Retained Vol = .000 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) WARNING: For weighted average inflow, the approximate total travel time through entire reach is shorter than the inflow hydrograph time step. Consider reducing calculation time step. Wtd.Avg.Q = 7.90 cfs Approx.Total Tt = .0097 hrs S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Reach Routing Summary Page 6.04 Name.... REACH2 Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - JUNCTION2 2 Outflow HYG file = NONE STORED - REACH2 2 Reach Link Data = REACH2 Reach Length = 500.00 ft Approx. Total Tt = .0413 hrs (based on Wtd.Q = 1.95 cfs) Reach Channel = 30" RCP-2 (Chn-Circular) Overflow Elev. = 2.35 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS Starting WS Elev .00 ft _ Starting Volume .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 6.65 cfs at .4200 hrs Peak Outflow = 6.39 cfs at .4400 hrs MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .238 - Infiltration = .000 - HYG Vol OUT = .238 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Reach Routing Summary Page 6.05 Name.... REACH2 Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - JUNCTION2 10 Outflow HYG file = NONE STORED - REACH2 10 Reach Link Data = REACH2 Reach Length - 500.00 ft Approx. Total Tt - .0324 hrs (based on Wtd.Q = 4.46 cfs) Reach Channel - 30" RCP-2 (Chn-Circular) Overflow Elev. = 2.35 ft Overflow Channel - NONE No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .000 ac-ft Starting Outflow .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment - .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY = Peak Inflow = 8.96 cfs at .3500 hrs Peak Outflow = 8.96 cfs at .4500 hrs MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .346 - Infiltration = .000 - HYG Vol OUT = .345 - Retained Vol = .000 Unrouted Vol - .000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Reach Routing Summary Page 6.06 Name.... REACH2 Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED PULS REACH ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - JUNCTION2 100 Outflow HYG file = NONE STORED - REACH2 100 Reach Link Data = REACH2 • Reach Length = 500.00 ft Approx. Total Tt = .0278 hrs (based on Wtd.Q = 7.70 cfs) Reach Channel = 30" RCP-2 (Chn-Circular) • Overflow Elev. = 2.35 ft Overflow Channel = NONE No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 11.52 cfs at .3000 hrs Peak Outflow 11.52 cfs at .4000 hrs MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .539 - Infiltration = .000 - HYG Vol OUT = .539 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Vol: Elev-Volume Page 7.01 Name.... BIOFILTER File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW USER DEFINED VOLUME RATING TABLE Elevation Volume (ft) (ac-ft) .00 .070 1.00 .189 • 2.00 .337 3.00 .518 • 4.00 .739 5.00 .996 6.00 1.287 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 • Type.... Vol: Elev-Volume Page 7.02 Name.... STORM SEWER-1 File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW USER DEFINED VOLUME RATING TABLE Elevation Volume (ft) (ac-ft) .00 .000 .90 .002 1.90 .015 2.90 .038 3.90 .068 4.90 .100 5.90 .133 6.60 .151 7.00 .157 8.00 .172 8.90 .183 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Vol: Elev-Volume Page 7.03 Name.... STORM SEWER-2 File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW USER DEFINED VOLUME RATING TABLE Elevation Volume (ft) (ac-ft) .00 .000 .90 .002 1.90 .015 2.90 .038 3.90 .068 4.90 .100 5.90 .133 6.60 .151 7.00 .157 8.00 .172 8.90 .183 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Outlet Input Data Page 8.01 Name.... Biofilter Out !!� File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= .00 ft Increment = .10 ft Max. Elev.= 6.00 ft OUTLET CONNECTIVITY ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Weir-Rectangular WR ---> TW 2.000 6.000 TW SETUP, DS Channel S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Outlet Input Data Page 8.02 Name.... Biofilter Out File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW OUTLET STRUCTURE INPUT DATA Structure ID = WR Structure Type = Weir-Rectangular # of Openings = 1t itk- Crest Elev. _ :00 Weir Length = ft • Weir Coeff. = 3.330000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. NW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Outlet Input Data Page 8.03 Name.... Outfall System-1 File.... J:\PPACR\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= .00 ft Increment = .05 ft Max. Elev.= 8.90 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (Upstream to DnStream) <--- Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Orifice-Circular OR ---> TW .000 8.900 Weir-Rectangular WR ---> TW 6.600 8.900 TW SETUP, DS Channel • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Outlet Input Data Page 8.04 Name.... Outfall System-1 File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW OUTLET STRUCTURE INPUT DATA Structure ID = OR Structure Type = Orifice-Circular # of Openings = 1 ) «'�` Invert Elev. _ .00 fte Diameter = .1666 ft Orifice Coeff. _ .600 Structure ID = WR Structure Type = Weir-Rectangular # of Openings = 1 g�,t� E Crest Elev. - 6.60 ft Weir Length = 4.22 ft Weir Coeff. = 3.330000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance - .00 cfs S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Outlet Input Data Page 8.05 Name.... Outfall System-2 File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW • REQUESTED POND WS ELEVATIONS: Min. Elev.= .00 ft Increment = .05 ft Max. Elev.= 8.90 ft OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to Upstream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Orifice-Circular OR ---> TW .000 8.900 Weir-Rectangular WR ---> TW 6.600 8.900 TW SETUP, DS Channel S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Outlet Input Data Page 8.06 Name.... Outfall System-2 File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW OUTLET STRUCTURE INPUT DATA Structure ID = OR Structure Type = Orifice-Circular # of Openings 1 Invert Elev. _ .00 ft Diameter = .1666 ft Orifice Coeff. _ .600 Structure ID = WR Structure Type = Weir-Rectangular # of Openings 1 Crest Elev. 6.60 ft Weir Length = 4.22 ft Weir Coeff. = 3.330000 Weir TW effects (Use adjustment equation) Structure ID = TW Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES... Maximum Iterations= 40 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .00 cfs Max. Q tolerance = .00 cfs S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.01 Name.... BIOFILTER IN Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 SUMMARY FOR HYDROGRAPH ADDITION at Node: BIOFILTER IN HYG Directory: J:\PPACK\KenR\ =s • Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag REACH2 JUNCTION2 REACH2 2 OVERLAND TO BIC OVERLAND FLOW OVERLAND FLOW 2 REACH1 JUNCTION1 REACH1 2 INFLOWS TO: BIOFILTER IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs REACH2 2 .238 .4400 6.39 OVERLAND FLOW 2 .086 .2500 2.41 REACH1 2 .199 .370.0 5.09 TOTAL FLOW INTO: BIOFILTER IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs BIOFILTER IN 2 .523 .4100 11.84 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PH Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.02 Name.... BIOFILTER IN Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 SUMMARY FOR HYDROGRAPH ADDITION at Node: BIOFILTER IN HYG Directory: J:\PPACK\KenR\ s s Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag REACH2 JUNCTION2 REACH2 10 OVERLAND TO BIO OVERLAND FLOW OVERLAND FLOW 10 REACH1 JUNCTION1 REACH1 10 INFLOWS TO: BIOFILTER IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs REACH2 10 .345 .4500 8.96 OVERLAND FLOW 10 .125 .2500 3.25 REACH1 10 .267 .2900 10.86 TOTAL FLOW INTO: BIOFILTER IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs BIOFILTER IN 10 .737 .3300 19.99 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.03 Name.... BIOFILTER IN Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 SUMMARY FOR HYDROGRAPH ADDITION at Node: BIOFILTER IN HYG Directory: J:\PPACK\KenR\ s Upstream Link ID Upstream ID HYG file HYG ID HYG tag REACH2 JUNCTION2 REACH2 100 OVERLAND TO BIO OVERLAND FLOW OVERLAND FLOW 100 REACH1 JUNCTION1 REACH1 100 INFLOWS TO: BIOFILTER IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs REACH2 100 .539 .4000 11.52 OVERLAND FLOW 100 .196 .2500 4.17 REACH1 100 .392 .2700 16.72 TOTAL FLOW INTO: BIOFILTER IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs BIOFILTER IN 100 1.127 .3000 31.40 • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.04 Name.... BIOFILTER OUT Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - BIOFILTER IN 2 Outflow HYG file = NONE STORED - BIOFILTER OUT 2 Pond Node Data = BIOFILTER • Pond Volume Data = BIOFILTER Pond Outlet Data = Biofilter Out No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .070 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 11.84 cfs at .4100 hrs Peak Outflow = .47 cfs at 2.5000 hrs Peak Elevation = 2.04 ft Peak Storage - .345 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .070 + HYG Vol IN = .523 - Infiltration = .000 - HYG Vol OUT - .256 - Retained Vol = .337 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.05 Name.... BIOFILTER OUT Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - BIOFILTER IN 10 Outflow HYG file = NONE STORED - BIOFILTER OUT 10 Pond Node Data = BIOFILTER Pond Volume Data = BIOFILTER Pond Outlet Data = Biofilter Out No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .070 ac-ft Starting Outflow .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 19.99 cfs at .3300 hrs Peak Outflow = 8.40 cfs at .5400 hrs Peak Elevation = 2.40 ft Peak Storage = .410 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .070 + HYG Vol IN = .737 - Infiltration = .000 - HYG Vol OUT .470 - Retained Vol = .337 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.06 Name.... BIOFILTER OUT Tag: 100 Event: 100 yr File.... J:\PPACK\RenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - BIOFILTER IN 100 Outflow HYG file = NONE STORED - BIOFILTER OUT 100 Pond Node Data = BIOFILTER Pond Volume Data = BIOFILTER Pond Outlet Data = Biofilter Out No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .070 ac-ft Starting Outflow - .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY ==-=5 Peak Inflow 31.40= e cfs at .3000 hrs Peak Outflow = 19.47 cfs at .4500 hrs Peak Elevation = 2.70 ft Peak Storage .464 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .070 + HYG Vol IN = 1.127 - Infiltration = .000 - HYG Vol OUT - .859 - Retained Vol - .337 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.07 Name.... STORM SEWER-1IN Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 SUMMARY FOR HYDROGRAPH ADDITION at Node: STORM SEWER-1IN HYG Directory: J:\PPACK\KenR\ Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag WARNING: Adding in hydrograph that is truncated on left... WARNING: Missed peak when adding hydrograph... HYDROGRAPH-1 DETENTION AREA 1 DETENTION AREA 12 INFLOWS TO: STORM SEWER-1IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs DETENTION AREA 1 2 .199 .1883 8.50 TOTAL FLOW INTO: STORM SEWER-1IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs STORM SEWER-1IN 2 .199 .1900 8.50 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.08 Name.... STORM SEWER-1IN Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 SUMMARY FOR HYDROGRAPH ADDITION at Node: STORM SEWER-1IN HYG Directory: J:\PPACK\KenR\ Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag HYDROGRAPH-1 DETENTION AREA 1 DETENTION AREA 110 INFLOWS TO: STORM SEWER-1IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs DETENTION AREA 1 10 .267 .1883 12.10 TOTAL FLOW INTO: STORM SEWER-1IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs STORM SEWER-1IN 10 .267 .1900 12.11 S/N: 021C0162E1C4 Timmons Group • PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.09 Name.... STORM SEWER-lIN Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 SUMMARY FOR HYDROGRAPH ADDITION at Node: STORM SEWER-1IN HYG Directory: J:\PPACK\KenR\ Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag HYDROGRAPH-1 DETENTION AREA 1 DETENTION AREA 1100 INFLOWS TO: STORM SEWER-1IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs DETENTION AREA 1 100 .392 .1883 16.74 TOTAL FLOW INTO: STORM SEWER-1IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs STORM SEWER-1IN 100 .392 .1900 16.74 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 t. . Type.... Pond Routing Summary Page 9.10 Name.... STORM SEWER-LOUT Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - STORM SEWER-1IN 2 Outflow HYG file = NONE STORED - STORM SEWER-LOUT 2 Pond Node Data = STORM SEWER-1 Pond Volume Data = STORM SEWER-1 Pond Outlet Data = Outfall System-1 No Infiltration INITIAL CONDITIONS • Starting WS Elev = .00 ft Starting Volume .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY = Peak Inflow 8.50 cfs at .1900 hrs Peak Outflow = 5.24 cfs at .3600 hrs Peak Elevation = 7.10 ft Peak Storage = .158 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .199 - Infiltration = .000 - HYG Vol OUT = .199 - Retained Vol = .000 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.11 Name.... STORM SEWER-LOUT Tag: 10 Event: 10 yr File.... J:\PPACK\Kenn\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - STORM SEWER-1IN 10 Outflow HYG file = NONE STORED - STORM SEWER-LOUT 10 Pond Node Data = STORM SEWER-1 Pond Volume Data = STORM SEWER-1 Pond Outlet Data = Outfall System-1 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 12.11 cfs at .1900 hrs Peak Outflow = 11.06 cfs at .2800 hrs Peak Elevation = 7.44 ft Peak Storage = .163 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .267 - Infiltration = .000 - HYG Vol OUT = .267 - Retained Vol = .000 Unrouted Vol = .000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.12 Name.... STORM SEWER-LOUT Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - STORM SEWER-1IN 100 Outflow HYG file = NONE STORED - STORM SEWER-LOUT 100 Pond Node Data = STORM SEWER-1 Pond Volume Data = STORM SEWER-1 Pond Outlet Data = Outfall System-1 No Infiltration INITIAL CONDITIONS Starting WS E1ev = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow - 16.74 cfs at .1900 hrs Peak Outflow = 16.74 cfs at .2700 hrs Peak Elevation = 7.71 ft Peak Storage = .168 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN - .392 - Infiltration = .000 - HYG Vol OUT = .392 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.13 Name.... STORM SEWER-2IN Event: 2 yr File.... J:\PPACR\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 SUMMARY FOR HYDROGRAPH ADDITION at Node: STORM SEWER-2IN HYG Directory: J:\PPACK\KenR\ sa Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag HYDROGRAPH-2 DETENTION AREA 2 DETENTION AREA 22 INFLOWS TO: STORM SEWER-21N Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs DETENTION AREA 2 2 .238 .1167 6.66 TOTAL FLOW INTO: STORM SEWER-2IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs STORM SEWER-2IN 2 .238 .1200 6.66 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.14 Name.... STORM SEWER-2IN Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 SUMMARY FOR HYDROGRAPH ADDITION at Node: STORM SEWER-2IN HYG Directory: J:\PPACK\KenR\ Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag HYDROGRAPH-2 DETENTION AREA 2 DETENTION AREA 210 INFLOWS TO: STORM SEWER-2IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs DETENTION AREA 2 10 .346 .1167 8.96 TOTAL FLOW INTO: STORM SEWER-2IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs STORM SEWER-2IN 10 .346 .1200 8.96 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Node: Pond Inflow Summary Page 9.15 Name.... STORM SEWER-21N Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 SUMMARY FOR HYDROGRAPH ADDITION at Node: STORM SEWER-2IN HYG Directory: J:\PPACK\KenR\ as Upstream Link ID UpstreamNode ID HYG file HYG ID 6HYG tag HYDROGRAPH-2 DETENTION AREA 2 DETENTION AREA 2100 INFLOWS TO: STORM SEWER-21N Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs DETENTION AREA 2 100 .539 .1167 11.52 TOTAL FLOW INTO: STORM SEWER-2IN Volume Peak Time Peak Flow HYG file HYG ID HYG tag ac-ft hrs cfs STORM SEWER-2IN 100 .540 .1200 11.52 • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.16 Name.... STORM SEWER-2OUT Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file - NONE STORED - STORM SEWER-2IN 2 Outflow HYG file = NONE STORED - STORM SEWER-2OUT 2 ,Pond Node Data - STORM SEWER-2 Pond Volume Data = STORM SEWER-2 Pond Outlet Data = Outfall System-2 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume .000 ac-ft Starting Outflow - .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout- .00 cfs Time Increment = .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow - =- s 6.66 cfs at-== .1200 hrs Peak Outflow = 6.65 cfs at .4200 hrs Peak Elevation - 7.19 ft Peak Storage = .160 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN - .238 - Infiltration = .000 - HYG Vol OUT = .238 - Retained Vol - .000 Unrouted Vol - .000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.17 Name.... STORM SEWER-20UT Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - STORM SEWER-2IN 10 Outflow HYG file = NONE STORED - STORM SEWER-20UT 10 Pond Node Data = STORM SEWER-2 Pond Volume Data = STORM SEWER-2 Pond Outlet Data = Outfall System-2 No Infiltration INITIAL CONDITIONS Starting WS Slew = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment - .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 8.96 cfs at .1200 hrs Peak Outflow = 8.96 cfs at .3500 hrs Peak Elevation = 7.33 ft Peak Storage = .162 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .346 - Infiltration = .000 - HYG Vol OUT = .346 - Retained Vol - .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Pond Routing Summary Page 9.18 Name.... STORM SEWER-20UT Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 LEVEL POOL ROUTING SUMMARY HYG Dir = J:\PPACK\KenR\ Inflow HYG file = NONE STORED - STORM SEWER-2IN 100 Outflow HYG file = NONE STORED - STORM SEWER-2OUT 100 Pond Node Data = STORM SEWER-2 Pond Volume Data = STORM SEWER-2 Pond Outlet Data = Outfall System-2 No Infiltration INITIAL CONDITIONS Starting WS Elev = .00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment - .0100 hrs INFLOW/OUTFLOW HYDROGRAPH SUMMARY = Peak Inflow _= 11.52 cfs at .1200 hrs Peak Outflow = 11.52 cfs at .3000 hrs Peak Elevation = 7.46 ft Peak Storage = .164 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .540 - Infiltration = .000 - HYG Vol OUT = .539 - Retained Vol = .000 Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume) S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.01 Name.... DETENTION AREA 1 Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) * RETURN FREQUENCY: 2 yr I Allowable Outflow: 8.33 cfs * 'C' Adjustment: 1.000 I Required Storage: .037 ac-ft * Peak Inflow: 8.50 cfs * .HYG File: 2 * Q I Td = .2833 hrs 1 Return Freq: 2 yr Approx. Duration for Max. Storage / C adj.factor:1.000 Tc= .1883 hrs I - 3.9700 in/hr Area = 6.980 acres . Q = 10.23 cfs Weighted C = .366 •I . Adjusted C - .366 . 1 I Required Storage .-- .037 ac-ft Td= .2833 hrs 1 I I = 3.3000 in/hr xxxxxxxlxxxxxxxxxxx Q = 8.50cfs • I x x o Q = 8.33.cfs • x 0 x (Allow.Outflow) . x 0 x o NOT TO SCALE x . x 0 =___________ * x .2870 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Storm Calcs Page 10.02 Name.... DETENTION AREA 1 Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000Allowable Q = 8.33 cfs Hydrograph Storm Duration, Td = .2833 hrs Tc - .1883 hrs Hydrograph File: 2 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft I .366 .366 .1883 3.9700 6.980 10.23 I .159 .029 .366 .366 .2500 3.5000 6.980 9.02 I .186 .035 ************************************************************ Storage Maximum .366 .366 .2833 3.3000 6.980 8.50 I .199 .037 **************************************************************************** .366 .366 .3333 3.0000 6.980 7.73 I Qpeak < Qallow S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.03 Name.... DETENTION AREA 1 Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 10 yr I Allowable Outflow: 11.35 cfs * 'C' Adjustment: 1.000 I Required Storage: .054 ac-ft * Peak Inflow: 12.11 cfs * .HYG File: 10 * ********************************************************************** Q I Td = .2667 hrs I Return Freq: 10 yr / Approx. Duration for Max. Storage / C adj.factor:1.000 Tc- .1883 hrs I = 5.3700 in/hr Area = 6.980 acres . Q = 13.83 cfs Weighted C = .366 I Adjusted C = .366 . I . . I . Required Storage • .-- .054 ac-ft Td- .2667 hrs I I I = 4.7000 in/hr x x x x x x xlx x x x x x x x x x x Q = 12.11 cfs • I x x o Q = 11.35 cfs . x x (Allow.Outflow) . x o • x o NOT TO SCALE x . x ° • x .2785 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 I Type.... Mod. Rational Storm Calcs Page 10.04 I Name.... DETENTION AREA 1 Tag: 10 Event: 10 yr File.... J:\PPACR\RenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion - 43560 / (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment - 1.000Allowable Q = 11.35 cfs Hydrograph Storm Duration, Td = .2667 hrs Tc = .1883 hrs Hydrograph File: 10 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft 1 .366 .366 .1883 5.3700 6.980 13.83 1 .215 .039 .366 .366 .2500 4.8000 6.980 12.36 1 .255 .050 Storage Maximum .366 .366 .2667 4.7000 6.980 12.11 1 .267 .054 **************************************************************************** .366 .366 .3333 4.2000 6.980 10.82 1 Qpeak < Qallow I S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.05 Name.... DETENTION AREA 1 Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 100 yr I Allowable Outflow: 16.21 cfs * 'C' Adjustment: 1.000 I Required Storage: .076 ac-ft * * Peak Inflow: 16.74 cfs * * .HYG File: 100 * ********************************************************************** Q I Td = .2833 hrs I Return Freq: 100 yr Approx. Duration for Max. Storage / C adj.factor:1.000 Tc- .1883 hrs I = 7.6400 in/hr Area = 6.980 acres . Q = 19.68 cfs Weighted C = .366 I . Adjusted C = .366 1 • I Required Storage .-- .076 ac-ft Td- .2833 hrs I I I = 6.5000 in/hr x x x x x x xIx x x x x x x x x x x Q = 16.74 cfs 1 x x o Q = 16.21 cfs x o x (Allow.Outflow) . x o x o NOT TO SCALE x . x o x .2894 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Storm Calcs Page 10.06 Name.... DETENTION AREA 1 Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000Allowable Q = 16.21 cfs Hydrograph Storm Duration, Td = .2833 hrs Tc = .1883 hrs Hydrograph File: 100 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs 1 ac-ft ac-ft 1 .366 .366 .1883 7.6400 6.980 19.68 I .306 .054 .366 .366 .2500 6.8000 6.980 17.52 I .362 .068 ************************************************************ Storage Maximum .366 .366 .2833 6.5000 6.980 16.74 I .392 .076 **************************************************************************** .366 .366 .3333 6.0000 6.980 15.46 1 Qpeak < Qallow • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... C and Area Page 10.07 Name.... DETENTION AREA 1 Tag: POST File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW RATIONAL C COEFFICIENT DATA Area C x Area Soil/Surface Description C acres acres Post-Development-Detention Area 1 .3660 6.980 2.555 WEIGHTED C & TOTAL AREA ---> .3660 6.980 2.555 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Rational Predev. Peak Q Page 10.08 Name.... DETENTION AREA 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 SUMMARY OF RATIONAL METHOD PEAK DISCHARGES --- PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Tag Freq File IDF Curve • 2 2 Alb Co- 2 Yr. Tc = .2000 hrs • Tag Freq C C adj I C I Area I Peak Q (years) factor I final in/hr acres I cfs I I 2 2 .390 1.000 1 .390 3.9000 3.410 I 5.23 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.09 Name.... DETENTION AREA 2 Tag: 2 Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) • ********************************************************************** * RETURN FREQUENCY: 2 yr I Allowable Outflow: 5.23 cfs * 'C' Adjustment: 1.000 I Required Storage: .120 ac-ft * * * Peak Inflow: 6.66 cfs * .HYG File: 2 ********************************************************************** Q I Td = .4333 hrs I Return Freq: 2 yr Approx. Duration for Max. Storage / C adj.factor:1.000 Tc= .1167 hrs I = 4.7000 in/hr Area = 3.980 acres . Q = 12.03 cfs Weighted C = .638 I. Adjusted C = .638 I . . I . Required Storage .-- .120 ac-ft Td= .4333 hrs • I I I = 2.6000 in/hr x x x x x x xlx x x x x x x x x x x Q = 6.66 cfs 1 x x o Q = 5.23 cfs • x o x (Allow.Outflow) x p x o NOT TO SCALE x . x * x .4583 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Storm Calcs Page 10.10 Name.... DETENTION AREA 2 Tag: 2 Event: 2 yr File.... J:\PPACK\RenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000Allowable 0 = 5.23 cfs Hydrograph Storm Duration, Td = .4333 hrs Tc = .1167 hrs Hydrograph File: 2 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage 'C' 'C' hrs in/hr acres cfs ac-ft ac-ft .638 .638 .1167 4.7000 3.980 12.03 .116 .066 .638 .638 .1667 4.2000 3.980 10.75 .148 .087 .638 .638 .2500 3.5000 3.980 8.96 .185 .106 • .638 .638 .3333 3.0000 3.980 7.68 .212 .114 ************************************************************ Storage Maximum .638 .638 .4333 2.6000 3.980 6.66 I .238 .120 .638 .638 .5000 2.3000 3.980 5.89 .243 .110 .638 .638 .6667 1.9000 3.980 4.86 I Qpeak < Qallow S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.11 Name.... DETENTION AREA 2 Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 10 yr I Allowable Outflow: 7.11 cfs * * 'C' Adjustment: 1.000 I Required Storage: .174 ac-ft * * * Peak Inflow: 8.96 cfs * .HYG File: 10 Q I Td = .4667 hrs I Return Freq: 10 yr Approx. Duration for Max. Storage / C adj.factor:1.000 Tc= .1167 hrs I = 6.3000 in/hr Area = 3.980 acres . Q = 16.13 cfs Weighted C = .638 •I. Adjusted C = .638 • I . • I • Required Storage .-- .174 ac-ft Td= .4667 hrs 1 1 I = 3.5000 in/hr x x x x x x xlx x x x x x x x x x x Q = 8.96 cfs 1 x x o Q = 7.11 cfs • x o x (Allow.Outflow) . x o • x o NOT TO SCALE x . x o =__ ___ * x .4908 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 i Type.... Mod. Rational Storm Calcs Page 10.12 ^ Name.... DETENTION AREA 2 Tag: 10 Event: 10 yr File.... J:\PPACK\Kenn\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion - 43560 / (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000Allowable Q = 7.11 cfs Hydrograph Storm Duration, Td = .4667 hrs Tc = .1167 hrs Hydrograph File: 10 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage 'C' 'C' hrs in/hr acres cfs ac-ft ac-ft .638 .638 .1167 6.3000 3.980 16.13 .156 .087 .638 .638 .1667 5.6000 3.980 14.34 .197 .114 .638 .638 .2500 4.8000 3.980 12.29 .254 .146 .638 .638 .3333 4.2000 3.980 10.75 .296 .164 ************************************************************ Storage Maximum .638 .638 .4667 3.5000 3.980 8.96 I .346 .174 .638 .638 .5000 3.3000 3.980 8.45 I .349 .168 .638 .638 .6667 2.8000 3.980 7.17 I .395 .165 .638 .638 .8333 2.4000 3.980 6.14 I Qpeak < Qallow S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.13 Name.... DETENTION AREA 2 Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 100 yr I Allowable Outflow: 10.06 cfs * * 'C' Adjustment: 1.000 1 Required Storage: .256 ac-ft * Peak Inflow: 11.52 cfs * * .HYG File: 100 * ********************************************************************** Q I Td = .5667 hrs I Return Freq: 100 yr Approx. Duration for Max. Storage / C adj.factor:1.000 Tc= .1167 hrs I - 8.8000 in/hr Area = 3.980 acres . Q = 22.53 cfs Weighted C = .638 • •I . Adjusted C = .638 . 1 . • I . Required Storage .-- .256 ac-ft Td= .5667 hrs I I I = 4.5000 in/hr x x x x x x xlx x x x x x x x x x x Q = 11.52 cfs • I x x o Q - 10.06 cfs • x o x (Allow.outflow) . x o • x 0 NOT TO SCALE x . x o -------____ o x .5815 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Storm Calcs Page 10.14 Name.... DETENTION AREA 2 Tag: 100 Event: 100 yr File.... J:\PPACR\RenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion - 43560 / (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000Allowable Q = 10.06 cfs Hydrograph Storm Duration, Td = .5667 hrs Tc = .1167 hrs Hydrograph File: 100 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage 'C' 'C' hrs in/hr acres cfs ac-ft ac-ft .638 .638 .1167 8.8000 3.980 22.53 .217 .120 .638 .638 .1667 7.9000 3.980 20.23 .279 .161 .638 .638 .2500 6.8000 3.980 17.41 .360 .207 .638 .638 .3333 6.0000 3.980 15.36 .423 .236 .638 .638 .5000 4.8000 3.980 12.29 .508 .252 •*********************************************************** Storage Maximum .638 .638 .5667 4.5000 3.980 11.52 I .540 .256 .638 .638 .6667 4.0000 3.980 10.24 .564 .239 .638 .638 .8333 3.5000 3.980 8.96 I Qpeak < Qallow S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... C and Area Page 10.15 Name.... DETENTION AREA 2 Tag: POST File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW RATIONAL C COEFFICIENT DATA Area C x Area Soil/Surface Description c acres acres Post-Development- Detention Area #2 .6380 3.980 2.539 WEIGHTED C fi TOTAL AREA ---> .6380 3.980 2.539 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 - . Type.... Rational Predev. Peak Q Page 10.16 Name.... OVERLAND FLOW Event: 2 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 SUMMARY OF RATIONAL METHOD PEAK DISCHARGES --- PREDEVELOPED CONDITIONS --- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Tag Freq File IDF Curve 2 2 Alb Co- 2 Yr. Tc = .2250 hrs Tag Freq C C adj I C I Area I Peak Q (years) factor I final in/hr acres 1 cfs 1 1 2 2 .350 1.000 1 .350 3.6500 1.400 1 1.80 • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.17 Name.... OVERLAND FLOW Tag: 2 Event: 2 yr File.... J:\PPACK\Kenn\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q - CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 2 yr 1 Allowable Outflow: 1.80 cfs * 'C' Adjustment: 1.000 1 Required Storage: .035 ac-ft * * Peak Inflow: 2.41 cfs * * .HYG File: 2 * Q I Td = .4333 hrs I Return Freq: 2 yr Approx. Duration for Max. Storage / C adj.factor:1.000 Tc= .2500 hrs I - 3.5000 in/hr Area = 2.300 acres . Q - 3.25 cfs Weighted C = .400 I. Adjusted C - .400 • 1 • • I • Required Storage • .-- .035 ac-ft Td= .4333 hrs I • I I = 2.6000 in/hr x x x x x x xlx x x x x x x x x x x Q = 2.41 cfs 1 x x o Q = 1.80 cfs x o x (Allow.Outflow) x o • x 0 NOT TO SCALE x . x o ===-=a--—_ * x .4964 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Storm Calcs Page 10.18 Name.... OVERLAND FLOW Tag: 2 Event: 2 yr File.... J:\PPACK\Kenn\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 2 Yr. Tag: 2 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000Allowable 0 = 1.80 cfs Hydrograph Storm Duration, Td = .4333 hrs Tc = .2500 hrs Hydrograph File: 2 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage 'C' 'C' hrs in/hr acres cfs I ac-ft ac-ft I .400 .400 .2500 3.5000 2.300 3.25 I .067 .030 .400 .400 .3333 3.0000 2.300 2.78 I .077 .033 ************************************************************ Storage Maximum .400 .400 .4333 2.6000 2.300 2.41 I .086 .035 **************************************************************************** .400 .400 .5000 2.3000 2.300 2.13 I .088 .032 .400 .400 .6667 1.9000 2.300 1.76 I Qpeak < Qallow S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.19 Name.... OVERLAND FLOW Tag: 10 Event: 10 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED RATIONAL METHOD • ---- Graphical Summary for Maximum Required Storage ---- Method I Q - CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 10 yr I Allowable Outflow: 2.47 cfs * * 'C' Adjustment: 1.000 1 Required Storage: .052 ac-ft * * * * Peak Inflow: 3.25 cfs * .HYG File: 10 Q I Td = .4667 hrs ( Return Freq: 10 yr / Approx. Duration for Max. Storage / C adj.factor:1.000 Tc- .2500 hrs I = 4.8000 in/hr Area = 2.300 acres . Q 4.45 cfs Weighted C = .400 .1. Adjusted C - .400 . 1 . I • Required Storage .-- .052 ac-ft Td= .4667 hrs 1 I I = 3.5000 in/hr xxxxxxxlxxxxxxxxxxx Q .* 3.25 cfs 1 x x • o Q = 2.47 cfs • x o x (Allow.Outflow) x 0 . x o NOT TO SCALE x . x * x .5264 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Storm Calcs Page 10.20 Name.... OVERLAND FLOW Tag: 10 Event: 10 yr File.... J:\PPACK\RenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 10 Yr Tag: 10 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment - 1.000Allowable Q = 2.47 cfs Hydrograph Storm Duration, Td - .4667 hrs Tc = .2500 hrs Hydrograph File: 10 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak 1 Inflow Storage 'C' 'C' hrs in/hr acres cfs 1 ac-ft ac-ft 1 .400 .400 .2500 4.8000 2.300 4.45 1 .092 .041 .400 .400 .3333 4.2000 2.300 3.90 1 .107 .048 ************************************************************ Storage Maximum .400 .400 .4667 3.5000 2.300 3.25 1 .125 .052 **************************************************************************** .400 .400 .5000 3.3000 2.300 3.06 1 .127 .050 .400 .400 .6667 2.8000 2.300 2.60 1 .143 .050 .400 .400 .8333 2.4000 2.300 2.23 1 Qpeak < Qallow S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Graph Page 10.21 Name.... OVERLAND FLOW Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED RATIONAL METHOD ---- Graphical Summary for Maximum Required Storage ---- Method I Q = CiA * Units Conversion; Where Conversion - 43560 / (12 * 3600) ********************************************************************** * RETURN FREQUENCY: 100 yr I Allowable Outflow: 3.51 cfs * * 'C' Adjustment: 1.000 I Required Storage: .077 ac-ft * * * * Peak Inflow: 4.17 cfs * .HYG File: 100 ********************************************************************** Q I Td = .5667 hrs I Return Freq: 100 yr Approx. Duration for Max. Storage / C adj.factor:1.000 Tc= .2500 hrs I = 6.8000 in/hr Area = 2.300 acres . Q = 6.31 cfs Weighted C = .400 I. Adjusted C = .400 • 1 • • I • Required Storage • .-- .077 ac-ft Td= .5667 hrs I I I = 4.5000 in/hr x x x x x x xlx x x x x x x x x x x Q = 4.17 cfs . I x x o Q = 3.51 cfs • x o x (Allow.Outflow) • x 0 • x o NOT TO SCALE x . x * x .6066 hrs T S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... Mod. Rational Storm Calcs Page 10.22 Name.... OVERLAND FLOW Tag: 100 Event: 100 yr File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW Storm... Alb Co- 100 Yr Tag: 100 MODIFIED RATIONAL METHOD ---- Summary for Single Storm Frequency ---- Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000Allowable Q = 3.51 cfs Hydrograph Storm Duration, Td - .5667 hrs Tc = .2500 hrs Hydrograph File: 100 VOLUMES Wtd. Adjusted Duration Intens. Area Qpeak Inflow Storage 'C' 'C' hrs in/hr acres cfs ac-ft ac-ft .400 .400 .2500 6.8000 2.300 6.31 .130 .058 .400 .400 .3333 6.0000 2.300 5.57 .153 .069 .400 .400 .5000 4.8000 2.300 4.45 .184 .075 Storage Maximum .400 .400 .5667 4.5000 2.300 4.17 I .196 .077 **************************************************************************** .400 .400 .6667 4.0000 2.300 3.71 I .204 .072 .400 .400 .8333 3.5000 2.300 3.25 I Qpeak < Qallow S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Type.... C and Area Page 10.23 Name.... OVERLAND FLOW Tag: POST File.... J:\PPACK\KenR\DETENTION AREA 6- 4-3-06 SUBMITTAL.PPW RATIONAL C COEFFICIENT DATA Area C x Area Soil/Surface Description c acres acres Post Development Overland Detention .4000 2.300 .920 WEIGHTED C & TOTAL AREA ---> .4000 2.300 .920 • S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006 Appendix A A-1 Index of Starting Page Numbers for ID Names A Alb Co 11-05 Sto... 3.01 Alb Co- 10 Yr 10... 4.01 Alb Co- 100 Yr 100... 4.03 Alb Co- 2 Yr. 2... 4.05 B BIOFILTER... 7.01 BIOFILTER IN 2... 9.01, 9.02, 9.03 BIOFILTER OUT 2... 9.04, 9.05, 9.06 Biofilter Out... 8.01, 10.01, 10.02, 10.03, 10.04, 10.05, 10.06, 5.01, 10.07 D DETENTION AREA 2 2... 10.08, 10.09, 10.10, 10.11, 10.12, 10.13, 10.14, 5.03, 10.15 0 Outfall System-1... 8.03 Outfall System-2... 8.05 OVERLAND FLOW 2... 10.16, 10.17, 10.18, 10.19, 10.20, 10.21, 10.22, 5.05, 10.23, 6.01, 6.02, 6.03, 6.04, 6.05, 6.06 S STORM SEWER-1... 7.02 STORM SEWER-1IN 2... 9.07, 9.08, 9.09 STORM SEWER-1OUT 2... 9.10, 9.11, 9.12 STORM SEWER-2... 7.03 STORM SEWER-21N 2... 9.13, 9.14, 9.15 STORM SEWER-2OUT 2... 9.16, 9.17, 9.18 W Watershed... 1.02, 1.01, 1.03, 1.04, 2.01, 2.02, 2.04, 2.05, 2.07, 2.08, 2.10 S/N: 021C0162E1C4 Timmons Group PondPack Ver. 09.00.077.00 Time: 12:39 PM Date: 4/3/2006