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27649 PE-1750D CONCEPT STORMWATER DRAINAGE REPORT ~ ~ CONCEPT STORMWATER ~ DRAINAGE REPORT SHELLEY L~~E 5T'ADDITION PRELIM-INARY PLAT Spokane,Washington ' June, 2005 Prepared by: 5ayw!rs Engineering 327 W e Ave, Suite 240 Spvkane, V1JA 99204 Ph 609-774-0300Fax 504-774-0302 This report has been prepared by bMe staff of Saywers Engtneering under the direetion of the undersigned professional engineer whvse seal antl signature a erean. _ K ~ ~ ~ ~ ~ ~ C#ST~~'~ A ~ ~ JaFen F. Saywers, P.E. - 1 ' GENERAL - The proposed Shelley Lake 5ih Addition Preliminary Plat development consists of 58 ' residential lots ranging in size from less than 8,400 ft2 to over 28,500 ft2 and 2 open space lots located on approximately 20 acres. The proe~t is part of the Shelley Lake PUD Preliminary Plat and is adjacent to Shelley Lake 4u, Addition. The site is located in the city of Spokane Valley and lies in the southeast quarter of section 24, T 25 N., R 44 E., W.M., and is located within the aquifer sensitive area. A vicinity map is attached. PURPOSE The purpose of this drainage report is to determine the storm drainage facilities that will be required to treat and dispose of the increase in storm water runoff for the new development. The facilities will be designed to treat and dispose of the ten and fifty- year storms. Stormwater will be collected and treated in a pond designed to meet the requirements of City of Spokane Valley Ordinance No. 05-013 and disposed of through drywells and the existing wetiands on the site. The ten and fifty-year tntensity, Duration, and Frequency (IDF) curves from the Spokane, Medical Lake, Reardon, Cheney and Rockford intensity curve are used for the bowstring calculations. 1 ANALYSIS METH4DOLOGY - The Rational Method, which is recommended for basins less than ten acres in size, is ' used to determine peak discharges and runoff volumes for all basins included in this report. TOPOGR.APHY The site slopes generally toward the northeast with some small hills and one major rock ' outcropping with side slopes up to 80%. SOILS . 1 As can be seen from the accompany+ng soils map from the Spokane County Soils Survey as performed by the USDA, Soil Conservation Service (SCS), the site consists ' of soil tYPe GmB. The soil descriPtion is as follows. GmB - Garrison very gravelly loam, 0 to 8 percent slopes: Soils within this soil type ' are forrned on 9ravellY 9lacial outwash material from a varietY of i9neous rock. These soils are described as somewhat excessively drained. Surface runoff is stow and the hazard of erosion is slight. Spokane County Guidelines for Stormwater ManaQement indicate this to be a Soil Group Type B and pre-approved for drywell installation. Hydrologic Soi/ C/assification - B Saywers Engirleering Consultants Page 2 of 5 Shelley Lake S" Addition- Concept Drainage Report DRAINAGE NARRATIVE The offsite drainage which flows onto the project site has been included in caiculations for both pre- and post-deve{oped flows. This includes flows from adjacent yards in . Rotchford Estates and Shelley Acres as well as redirected flows from Shelley Lake 4th Addition basin C. Bowstring worlcsheets are included in the appendix showing areas, treatment and storage requirements and flooded width values. Flooded widths were determined to ensure a dry roadway width of at least 12 feet for the fifty-year storm. BASlN SUMMARY- Pre-Developed The existing site is divided into six basins as shown on the attached pre-developed basin map. The basins discharge to different locations offsite. However, all flow eventually reaches the wetland channel shown at the far northeast corner of the property. The pre-developed stormwater is either infittrated, evaporated, or runs off into Shelley Lake. Table 1. Pre Developed Basin Summary Table Runoff Volume (ft3) Basin Area (ft) 10 Year ~ 50 Year - A ~ 28,155 34 372 B ~ 118,828 521 1,580 C ~ 343,083 2,188 4,668 D 192,306 914 2,536 E 259,587 1,458 3,477 F ~ 329,233 ~ 2,039 ~ 4,456 TOTAL ~Y 1,271,192 ~ 7,154 17,089 BAS1N SUMMARY- Post-Developed The post developed site is divided into nineteen basins as shown on the attached basin ~ map. Each basin discharges to an inlet and is then piped to the treatment area at the northeast comer of the property on the drainage tract. Flows from Shelley Lake 4t' Addition 6asin C will also be included as the existing pond will be redesigned to be a ' residential lot. A Pond will be constructed to treat all flows from roadways and . driveways and to store the required volume for the fifty-year stoRn. Each lot is assumed to have an 1800 square foot house and 750 square foot driveway. Table 2 summarizes the post-developed basins and a more detailed summary of each basin is provided in the appendix. Street areas from back of curb to back of curb and the number of driveways were calculated for each basin to determine the treatment volume for this project. Srrywers Engineering Consultants Page 3 of 5 Shelley Lake S``° Addition- Concept Drainage Report Table 2. Post Develqped IBasin Summary Table Area (ft2) Treatrnent Va~um~ ~eq'~ , Basin Pervio~,s lrr~peF►r~nus ""reatrx~e€~t To~l ~ I 16,368 13,301 I 7,901 29,669 I 206 2 I 4,536 10,446 I 5,046 14,982 -131 3 15,013 18,671 ~ 9,671 33,684 ~ 252 4 I 13*776 I W 14t993 7,793 1-28,769 203 5 166,849 ~ - I - ~ 166,849 - 6 35,279 151434 10,784 ~ 50f713 ~ 280 ~ 7 36t054 9f426 5,826 45,480 152 8 15i8s4 6}852 5,052 22,736 131 ~ s I 118,153 19,202 12,002 137,355 312 10 95,188 6,377 6,377 101,565 166 11 6*890 B+008 I 4,408 I 14zss8 115 12 99r918 26,030 15,230 125,948 396 13 43,865 14,148 10TS48 58,013 274 14 I 141457 1 14,763 7,563 - 29,220 197 15 4 118,568 18,659 11,459 137,227 298 , 16 I 35,897 1 7,321 3,721 I 43,218 97 17 39y3a2 7,350 3,750 46,652 98 18 ~ 52,014 1 14,165 8,765 66,179 . 228 19 21,851 11,014 5,614 32,865 I 146 ~ C (ath ~►dd ~43,315 I 103,o~3 57,083 246,398 1r485 - _ - - . Total 1,093,177 339a243 1971843 1,432,4201 51.191 , sr~RNWArER Src~RA~~ ~~QU~~~~ENTs The storage vofume for the fifty-year stvrm was calcuMated fac each basin using the bowstring method. The required stotage valumes ruere #hen added togetFrer #o determine the t+vtal size of the pnnd to he cacrs#ruc#ed in the drainage tract, One double-depth -dryvtireIE W'll be installed to drain the pond. The pand is sized to provide a - minimum of one foot of freeboard over the fifky-year stoffm. The volume reyuirernents are summarizei in Table 3, 5'ay}vers Enginee g Consultarxts Page 4 of 5 Shelley I.ake Y" Addition- Corrcept Drainage Reporr Table 3. Storage Volume Summary Tabte Required Storage Volume (ft3) Basin 10-Year ~ 50-Year . 1 123 310 2 ~ 0 126 3 259 505 4 156 357 5 435 881 6 263 556 7 107 287 8 0 61 9 ~ 848 1,488 10 287 599 11 0 48 12 ~ 972 1,615 13 266 563 14 153 665 15 727 1,193 16 51 206 17 67 229 18 303 623 19 87 258 C (4th Add) 4,275 7,643 Total 9,379 18,213 Table 4 summarizes the pond bottom area and volume information. Table 4. Pond Summary Tabie Treatment Bottom Volume @ 6" Total Storage Area Bottom Depth Volume Max WSEL Freeboard (ft) Elev (ft3) (ft3) (50-yr) (ft) 9,882 2023.00 5,266 18,322 2024.54 0.96 , CONCLUSION This report demonstrates that the proposed stormwater facilities provide sufficient treatment and storage to meet the storm water treatment requirements of the City of Spokane Valley. Saywers Engineering Consultants Page 5 of 5 Shelley Lake S' Addition- Concept Drainage Report . . ~p ! ~ ~ ~ VICIlvITY MAP 1 , E.rU E rd A~j_NlapPoinl . _ Z-'s-.,s _ i - it ' ~k ...-o~>>'•-~: .H' V ~~,Le t;y~~F ' ^ _~F. ^ • 2'{ • _ _ `{1' 5..- 3~« ` • ~ - ~+~•,,,•.r-"~~ fy " ? - alr~4..~ ~ ' r - - ~ A " . ~ ~ - s~~ ~_,,k, ~ ~t ~ r" . ~ " ~ . • _ ~ E 1a~ssion 4~, ~1 • -'.-~:.l. • ~ -t,o " ~ ° ~ ~ 1 a ..e.~_~_~..~ + N• C • ~ s . 1 :r=. ~ { _.ti:.__y _ c ~....--..'-.-F- _ ~C" Z~ .t~" 1 S - • ~L t .1 1.~ r ' ' t~ ~ _ ! J A? 291 294 ;,,,y-,•'s Elroadvve~ ~ ve. ? ~ d•=~~ ' - - - L~f~i Lk~s E Aae " 8us A v ~Greer~ac~e's'' E`~S~i-ague Ave-. " _tb~ANr O"t'~' ~i ; `J...;,``-_°~ a i::. ~ i P'~ i E°8ttive $th:Awe _s ~-t)th; A~ie„~ ~ • - ~ ~ ^ ~ zi~~ ...~..T: ' ~ ~ • ' E' 1~~:,•Av-P__c~~--• ° 7 ~_:__~`lt.' ~ ; • y ~'s t -~4K r '6th ;p►~~~~a. ~ tfl _ . ~ •i y~ ~t ' '.?~X.r ~ ~',~~d •l," ' , t r-. -•Y,•- I'.+ . , ; ` • . LVa~ Ati1l."~: 1~,,. j,~-~ Ql'' •"'t j ~~-~_t~. Y - - i PROJECT T2am ~;v_G. Gl~. r'.- ~~~r - =-LOCATION ~ ~3.~, _ _ •t ` , (r} E,3ZA' - ~ ~ . _Av.e___._ E .3w.Ave i•~~::., ;41Q - 3~~.Qp~ . _ ~i ~ , ~ : , `CtCSt6T Y7 V), ~#h- 14ve~•~_ CF)i yf ~ , '~l , • ~ ..i i h " ~ . • - r ~ • t . ,4. VICINITY MAP ~ S SQTL T~pNS CULA BpwsTgdNG ~ ~ ~ ~w ~ ~ m mr r mm mmw mmmm w rr r PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: A DESIGNER; GLA BASIN: A DATE: 21-May-05 Tot. Area 28,155 SF 0.65 Acres Imp. Area 0 SF C= 0.9 Time Inc,rement (min) 5 Perv, Area 28,155 SF C= 0.15 Time of Conc. (min) 6.11 Wt C= 0.15 Outflow (cis) 0 Design Year Flow 10 CASE 1 Area (acres) 0.65 Impervious Area (sq ft) 0 297 ft, Overiand Flow 'C' Factor 0.15 Area " C 0.097 Ct = 0,15 Treatment Area 0 L = 291 ft. n= 0.40 Time Time Inc, Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0606 (min sec (inlhr) (cu ftL . (cu ft) JaU ft) . . ~ 6.11 367 2.91 0.28 139 0 139 ' Tc = 6,11 min., by Equation 3-2 of Guidelines 5 300 3.18 0,31 124 0 124 0 ft. Gutter flow 10 600 2.24 0,22 157 0 151 15 900 1.76 0,17 174 0 174 Z1= 50.0 ForZ2 20 1200 1,45 0.14 187 0 187 Z2 = 3.5 Type B=1,0 15 1540 1.23 0,12 194 0 194 n= 0.016 Rolled = 3.5 30 1800 1,05 0.10 196 0 196 S= 0.0100 35 2100 0,91 0,09 196 0 196 40 2400 0,81 0,08 198 0 198 d= 0.0930 ft. Flow Width 4.7 ft. 45 2100 0.74 0,01 202 0 202 50 3000 0,69 0.07 209 0 209 55 3300 0,65 0.08 215 0 215 A R Q Tc Tc total I Qc BO 3600 0,61 0.06 222 0 222 , :U , 0.23 0.05 0,28 0.00 6.11 2.91 0.28 65 3900 0,58 0.06 228 0 228 70 4200 0.56 0.05 231 0 237 Qpeak for Case 1= 0.28 cfs 75 4500 0,55 0.05 249 0 249 80 4800 0.55 0.05 262 0 262 85 5100 0.53 0,05 271 0 271 90 5404 0.50 0.05 266 0 266 CASE 2 95 5700 0.45 0.04 255 0 255 100 6000 0.49 0.05 291 0 291 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.00 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided TreatmeM Volume 0 cu ft So, the Peak flaw for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.28 cfs Maximum Storage Required by Sowstring 291 cu ft Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Singfe 0 Double ~w ~ ~ on,= mr m mmm mrr ~ rw r mm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASiN DESIGN BASIN: B DESIGNER; GLA BASIN: B DATE: 27-May-05 Tot. Area 118,828 SF 2.73 Acres Imp. Area 0 SF C= 0.9 Tlme Increment (min) 5 Perv. Area 118,828 SF C= 0,15 Time of Conc. (min) 7.85 Wt. C= 0,15 Ouiflow (cfs) 0 Design Year Flow 10 CASE 1 Area (acres) 2.13 Impervious Area (sq ft) 0 432 ft. Overland Flow 'C Factor 0,15 Area " C 0.409 Ct = 0,15 Treatment Area 0 L = 432 ft. n= 0,40 Time Time Inc. Intena. Q Devel. VoI.In Vol.Out Storage - S- 0.0556 min), s , ec~ . „ Srnmr? .Swft~. L 1 4~' ftL 1,85 411 ~ 2,56 1,05 662 0 662 Tc = 7.85 min., by Equation 3-2 of Guidelines 5 300 3.18 1.30 523 0 523 0 ft. Gutter flow 10 600 2.24 0.92 697 0 691 15 900 1,76 0.72 761 0 761 21= 50.0 ForZ2 20 1200 1,45 0.59 809 0 809 Z2 = 3.5 Type 6=1.0 25 1500 1,13 0,50 835 0 835 n= 0.016 Rolled = 3.5 30 1800 1,05 0,43 842 4 842 S= 0.0100 35 21 Q4 0.91 0.31 842 0 842 40 2400 0,81 0,33 848 0 848 d= 0.1530 ft. Flow Width 7.1 ft. 45 2700 0.74 0.30 865 0 865 50 3000 0.69 0.28 891 0 891 55 3300 0.65 0,27 919 0 919 A R Q Tc„ . Tc total I _ Qc 60 3600 0.61 0,25 945 0 945 0.63 0.08 1.05 0.40 7.85 2.56 ~ 1.05 65 3900 0.59 0.24 971 0 911 70 4200 0.56 0.23 1007 0 1007 Qpeak for Case 1= 1.05 cfs 75 4500 0.55 0.23 1057 0 1057 80 4800 0.55 0.22 1114 0 1114 85 5100 0,53 0.22 1150 0 1150 90 5400 0.50 0.20 1132 0 1132 CASE 2 95 5704 0.45 0,18 1083 0 1083 100 6000 0,49 0.20 1236 0 1236 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 iMensity)(Imp. Area) = 0.00 cfs "05-413" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft So, the Peak flow for the Basin is the greeter of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.05 cfa Maximum Storage Required by Bowstring 1236 cu ft Provided Storege Volume 0 cu ft Numbe► and Type of Drywells Required 0 Single 0 Double mA soN A MMMA MMMMM~Mmmm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley lake 5th Addtion 10-Year Design Storm DETENTION BASfN DESIGN BASIN: C DESIGNER: GLA BASIN: C DATE; 27-May-05 Tot. Area 343,083 SF 7,88 Acres Imp. Area 0 SF C= 0.9 Time Increment (min) 5 Perv. Area 343,083 SF C= 0.15 Time of Conc. (min) 13,93 Wt. C= 0.15 Outflow (cfs) 0 Design Year Flow 10 CASE 1 Area (acres) 7.68 Impervious Area (aq ft) 0 984 ft, Overland Flow 'C' Factor 0.15 Area' C 1.181 Ct = 0.15 Treatment Area 0 L = 984 ft. n= 0,40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0427 min sec finlhr), . ~Y (cu ft) (ft (cu ft)s . , . , 13.93 836 1.84 2.17 2432 0 2432 Tc = 13.93 min., by Equation 3-2 of Guidelines 5 300 3.18 3.15 1509 0 1509 0 ft. Gutter flow 10 646 2,24 2.65 2129 0 2129 15 900 1,76 2,07 2455 0 2455 Z1= 50.0 ForZ2 20 1200 1,45 1,72 2548 0 2548 Z2 = 3.5 Type B=1,0 25 1500 1,23 1,45 2591 0 2591 n= 0.016 Roiled = 3.5 30 1860 1,05 1,24 2585 0 2585 S= 0.0100 35 2100 0,91 1.08 2555 0 2565 40 2400 0.81 0.96 2561 0 2561 d= 02009 ft, Flow Width 10.0 ft, 45 2100 0.74 0,87 2606 0 2606 50 3000 0.69 0.81 2613 0 2673 55 3300 0.65 0,71 2147 0 2741 A R Q Tc Tc total I Qc 60 3600 0.61 0,73 2817 0 2817 1.08 0.10~ 2.17 0.00 13.93 1.84 2.17 65 3900 0.58 0.69 2890 0 2890 70 4200 0.56 0.61 2989 4 2989 Qpeak for Case 1= 2.17 cts 75 4500 0,55 0.65 3133 0 3133 80 4800 0.55 0.65 3298 0 3298 85 5100 0.53 0.63 3400 0 3400 90 5400 0.50 0.59 3340 0 3340 CASE 2 95 5700 0,45 0.53 3193 0 3193 100 6000 4.49 0.58 3641 0 3641 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.00 cfs "05-013" TREATMENT REQUIREMENTS , Minimum "05-413" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 2,17 cfs Maximum Storage Required by Bowstring 3641 cu ft ' Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ m MIMIMM PEAK FLOW CALCULATION PROJECT: Sheiley Lake 5th Addtion BOWSTRING METHOD , PROJECT; Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN; D DESIGNER; GLA BASIN: D . DATE: 21-May-05 Tot, Area 192,306 SF 4.41 Acres Imp. Area 0 SF C= 0.9 Time Increment (min) 5 Perv. Area 192,306 SF C= 0,15 Time of Conc. (min) 5.83 Wt, C= 0.15 Outflow (cfs) 0 Design Year Flow 10 CASE 1 Area (acres) 4.41 Imperoious Area (sq ft) 0 287 ft. Overland Flow 'C Factor 0.15 Area " C 0.662 Ct = 0.15 Treatment Area 0 L = 287 ft, n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0662 m(n),,, 4inihr? cf~cu ft) (cu ft) (cxu ft~ 5.83 350 2.91 . 1.97 923 0 923 Tc = 5,83 min., by Equation 3-2 of Guidelines 5 300 3.18 2,10 846 0 846 0 ft. Gutter flow 10 600 2.24 1,46 1067 0 1067 15 900 1,76 1,16 1184 0 1184 Z1= 50.4 For Z2 20 1200 1.45 0.96 1269 0 1269 Z2 = 3.5 Type B=1.0 25 1500 1,23 0,81 1318 0 1318 n= 0.016 Rolled = 3.5 30 1800 1,05 0,70 1334 0 1334 S= 0.0100 35 2100 0.91 0.60 1338 0 1336 40 2400 0.81 0.54 1350 0 1350 d= 0.1937 it, Flow Width 9.7 ft. 45 2700 0.74 0,49 1380 4 1380 50 3000 0,69 0,46 1423 0 1423 55 3300 0,65 0,43 1469 0 1469 A R Q Tc Tc total I Qc 60 3600 0.61 0,41 1512 0 1512 . , , 1.00 0.10 1.97 0.40 5.83 2.91 ~ 1.97 65 3900 0.58 0.39 1556 0 1556 70 4200 0.56 0.37 1614 0 1614 Qpeak for Case 1= 1.91 cfs 15 4500 0,55 0.37 1695 0 1695 80 4800 0.55 0.36 1788 0 1788 85 5100 0.53 0.35 1847 0 1847 90 5400 0.50 0.33 1818 0 1818 CASE 2 . 95 5700 0.45 0.30 1740 0 1740 100 6000 0,49 0.32 1981 0 1987 Case 2 assumes a Time of Conceniration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.00 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1,97 cfs Maximum Storage Requlred by Bowstring 1981 cu ft Provided Storage Valume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double ~w mm rr Mon m mr mm mmm Maw = m m- PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD . PROJECt: Shel4ey Lake 3th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: E DESIGNER: GLA BASIN: E DATE: 27-May-05 Tot. Area 259,587 SF 5.95 Acres Imp. Area 0 SF C= 0.9 Time Increment (min) 5 Perv. Area 259,587 SF C= 0.15 Time of Conc. (min) 9.78 Wt. C= 0.15 Outflow (cis) 0 Deeign Year Flow 10 CASE 1 Area (acres) 5,96 Impervious Area (sq ft) 0 600 ft. Overland Flow 'C Factor 0.95 Area " C 0.894 Ct = 0.15 Treatment Area 0 L = 600 ft. n= 0.40 Time Time Inc, Intens, Q Devel. Vol,ln Vol.Out Storege S= 0A517 m~n sec) in~r cfs cu ft ftcu ft . ~ . L !cu ~ . , J, L 9.78 587 2.21 2.03 1595 0 1595 Tc = 9.78 min., by Equation 3-2 of Guidelines 5 300 3.18 2.84 1142 0 1142 0 ft. Gutter flow 10 600 224 2.00 1602 0 1602 15 900 1.16 1.57 1725 0 1725 21= 50.0 ForZ2 20 1200 1,45 1.30 1818 0 1818 7-2 = 3.5 Type B=1.0 25 1500 1,23 1.10 1861 0 1867 n= 0.016 Rolled = 3.5 30 1800 1,05 0.94 1816 0 1876 S= 0,0100 35 2100 0.91 0.81 1812 0 1812 44 2400 0,81 0.12 1881 0 1881 d= 0.1959 R. Flow Width 9.8 ft. 45 2700 0.74 0.66 1916 0 1916 50 3000 0.69 0,62 1970 0 1970 55 3300 0.65 0,56 2030 0 2030 A R Q Tc Tc total I Qc 60 3600 0.61 0,55 2085 0 2085 1.03 0.10 2,030.00 9.78 2.21 2.03 65 3900 0.58 0,52 2142 0 2142 70 4200 0,56 0.50 2219 0 2219 Qpeak for Case 1= 2.03 ds 15 4500 4.55 0,50 2328 0 2328 80 4604 0.55 0.49 2453 0 2453 85 5100 0.53 0,48 2532 0 2532 90 5400 0,50 0,44 2494 0 2490 CASE 2 95 5700 0,45 0,40 2381 0 2381 100 6000 0,49 0.44 2718 0 2718 Case 2 assumes a Time of Concentretion less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp, Area) = 0.00 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft So, the Peak flow for the Basin is the greater af the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 2.03 cfs Maximum Storage Required by Bowstring 2718 cu ft Provided Storage Volume 0 cu ft Number and Type ot Drywells Required 0 Single 0 Double , ~r ~ t~r r~r ~ ~ ~r ~ rr ~r ~ w~ ~r rr ~ ww ~ r ~r PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Sheliey Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: F DESIGNER: GLA @ASIN; F DATE: 27-May-05 Tot. Area 329,233 SF 7,56 Acres Imp. Area 0 SF C= 0.9 Time Increment (min) 5 Perv. Area 329,233 SF C= 0.15 Time of Conc. (min) 12.54 Wt. C= 0.15 Outflaw (cfs) 0 Design Year Flow 10 CASE 1 Area (acres) 1.56 Impervious Area (sq ft) 0 634 ft, Overland Flow 'C' Factor 0.15 Area " C 1.134 Ct = 0.15 Treatment Area 0 L = 634 ft, n= 0.40 Time Time Inc. Intens. 0 Devel. Vol.ln Vol,Out Storage S= 0.0252 (min) (sec) (inmr~~_ (cu ft)_ (cu ft~ 12.54 752 1,96 2,22 2240 02240 Tc = 12.54 min., by Equation 3-2 of Guldelines 5 300 3.18 3.60 1448 0 1448 0 ft. Gutter flow 10 600 2,24 2.54 2043 0 2043 15 900 1.76 1.99 2300 0 2300 Z1= 50.0 For22 20 1200 1.45 1,65 2399 0 2399 Z2 = • 3,5 Type B=1.0 15 1500 1.23 1.39 2446 0 2446 n= 0.016 Rolled = 3.5 30 1800 1.05 1.19 2447 0 2441 S= 0.0100 35 2100 0.81 1,03 2433 0 2433 40 2400 0.81 0,92 2437 0 2437 d= 0.2028 R. Flow Width 10.1 ft. 45 2700 0.74 0.84 2477 0 2477 50 3000 0.69 0.78 2542 0 2542 55 3300 0.65 0.74 2616 0 2616 A R Q Tc Tc totai I Qc 60 3600 0,61 0.70 2684 0 2684 ---1.10 0.10 2220.00 12.54 1.96 2.22 65 3900 4.58 0.66 2754 0 2754 70 4200 0,56 0,64 2850 0 2850 Qpeak for Case 1= 2.22 cfs ,75 4500 0.55 0,63 2988 Q 2988 80 4800 0.55 0,62 3147 0 3141 85 5100 0.53 0.61 3245 0 3245 90 5400 0.50 0.56 3189 0 3189 CASE 2 95 5700 0.45 0.51 3049 0 3049 100 6000 0.49 0,56 3479 0 3479 Case 2 assumes a Time of Conceniratlon les9 than 5 minutes so that the peak flow =.90(Tc=5 iMensity)(Imp. Area) = 0.00 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 2,22 cfs , Maximum Storage Required by Bowstring 3479, cu ft EProvided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double ~ =so m A mmA MMw~~ ~ M-1 on-M PEAK FLOVII CALCULATION PRAJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5!h Addlion 50•Year Qesign Storm DETENTION BASIN DESIGN BASIN: A DESIGNER GLA BASIN; A DATE, 27-Mey-05 Tot. Area 28,155 SF 0.65 Acres Time Increment (min) 5 Imp, Area 0 SF C= 6.9 Time of Conc. (min) 6,11 Perv. Area 28,155 SF G= 0,15 Outflow (cfs) 0 UVt. C= 0.15 Design Year Flow 50 Area (ecres) 0.65 CASE 1 Impervious Area (sq ft) 0 'C' Fector 0.15 297 ft. Overland Flow Area' C 0.097 Treatment Area 0 Ct= 0.15 L= 291 ft. Time Time Inc, Intens, Q Devel. Vol.ln Vol.Out Storage . n= 0.40 (min) (sec) linlhrl (cu fl) (cu ft~ Jcu ft) S= 0.0606 6.11 367 4,20 0,41 200 0 200 Tc = 6.11 min,, by Equation 3-2 of Guidellnes 5 304 4.56 0.44 178 0 178 10 600 3.21 0,31 225 0 225 0 A. Gutter flow 15 900 2,44 0,24 243 0 243 20 1200 1,98 0,19 254 0 254 t1= 50.0 ForZ2 25 1500 1,66 0.16 264 0 264 Z2 = 3,5 Type B=1,0 30 1800 1.46 0,14 272 0 272 n= 0.016 Rolled = 3,5 35 2100 1,30 0,13 280 0 280 S= 0,0100 40 2400 1.18 0.11 288 0 288 45 2700 1.06 0.11 197 0 297 d~ 0.1080 ft, Flow Width 5.4 ft, 50 3000 1.01 0.10 345 0 305 , 55 3300 0,94 0.09 312 0 312 60 3600 0,88 0.09 318 0 318 A R Q Tc Tc total I Qc 65 3900 0.63 0,08 325 0 325 ~0.31 0,05 0.41 ! 0.00 6,11 4.20 0.41 70 4200 0.79 0.08 333 0 333 75 4500 0.17 0.07 345 0 345 Qpeak for Cese 1= 0.41 cfs 60 4800 0.75 0.07 360 0 360 65 5100 0.73 0,07 312 0 372 90 5400 0.70 0.07 314 0 374 95 5700 0.66 0.06 371 0 371 CASE 2 , 100 6000 0.68 0.07 404 0 404 Case 2 assumes e Time of Cancentration less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intenaity)(Imp, Area) = 0.00 cfs Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So,, thE Peak flow for the Basin is the greiater of the two ftows, Maximum Storage Required by Bowstring 372 cu ft 0.41 cfs Prov~ded Storage Volume 0 cu ft Number and Type oi Drywells Required 0 Single 0 Double ~ ~ ~w ~ w ~w ~r ~ ~r ~ ~w ~ ~r ~r ~ ~r PEAK FLOW CALCULATION PROJECT; Sheliey Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50 Year Design Storm DETENTION BASIN DESIGN BASIN: B DESIGNER GLA BASIN: B DATE; 27•May-05 Tot. Area 118,828 SF 2.73 Acres Time Inaement (min) 5 Imp. Area 0 SF C= 0.9 Time of Cona (min) 7.85 PeN, Area 116,828 SF C= 0.15 Outflow (ds) 0 Wt. C= 0.15 Deslgn Year Flaw 50 Area (eaes) 2.73 CASE 1 Impervious Aree (sq ft) 0 'C' Fector 0.15 432 ft. Overiand Flow Area"C 0.409 Treatment Area 0 Ci= 0.15 L= 432 ft. Time Time Ina Intens, Q Devel, Vol.In Vol.Out Storege n = 0.40 (min) (sec~ -fiNhrl (cfs) Jai fl) (cu ft) (cu flL. S= 0.0556 7.85 471 3.70 1.51 955 0 955 Tc a 7.85 min,, by Equation 3•2 of Guidelines 5 300 4.58 1,87 153 0 753 10 604 3.21 1,31 896 0 998 0 ft. Gutter flow 15 900 2.44 1.00 1059 0 1059 20 1200 1.98 0.81 1102 0 1102 21= 50.0 For Z2 25 1500 1.68 0,69 1139 0 1139 Z2 = 3.5 Type B=1,0 30 1800 1,46 0,60 1171 0 1171 n= 0.016 Rolled = 3.5 35 2100 1,30 0.53 1201 0 1201 S= 0.0100 40 2400 1,18 0.48 1234 0 1234 45 2700 1.08 0.44 1288 0 1268 d= 0,1752 ft. FlowWidth 8.8 ft. 50 3000 1,01 0.41 1302 0 1302 , 65 3300 0.94 0.38 1332 0 1332 r 60 3600 0.88 0,36 1357 0 1357 A R Q Tc Tc totel I Qc 65 3900 0.83 0.34 1382 0 1382 0.62 0.09 1,51 0.00 1.85 3.70 1.51 70 4200 0.79 0,33 1417 0 1417 75 4500 0.77 0.32 1469 0 1469 Qpeak for Cese 1= 1.51 cfs 80 4800 0,75 0,31 1530 0 1530 85 5100 0.73 0,30 1680 0 1580 ' 90 5400 0.10 0.29 1590 0 1590 95 5700 0.66 0.27 1577 0 1571 CASE 2 100 6000 0.68 0.28 1714 0 1714 Cese 2 assumes a Time of Conoentration less tfian 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.80(Tc=5 intensity)(Imp. Area) = 0.00 cfs Minimum "05-013" Vohime Required 0 cu ft Provided Treatment Volume 0 cu ft DRYWELI REQUIREMENTS - 50 YEAR DESIGN STORM So, lhe Peak flaw for the Basin is the greater ot the iwo flows, Manimum Storege Required by Bowstnng 1580 cu ft 1.61 cfs Provided Storege Vofume 0 cu R Number and Type oi Drywells Required 0 Single 0 Double ~ ~ ~ ~ mu"' mm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtlon BOWSTRING METHOD PROJECT: Shelley Leke 5th Addtion 50•Year Design Storm DETENTION BASIN OESIGN BASlN; C DESIGNER GLA • BASIN: C DATE: 27-May05 Tot. Area 343,083 SF 7.86 Acxes Time Increment (min) 5 Imp, Area 0 SF C= 0.9 Time of Conc. (min) 13.93 Pen►. Area 343,083 SF C= 0.15 Outflow (ds) 0 Wt, C= 0,15 Design Year Flow 50 Area (ecres) 7.88 CASE 1 Impervfous Area (sq ft) 0 'C Fector 0.15 984 ft. Overiand Flow Area' C 1.181 Treatment Area 0 Ct= 0,15 L= 984 ft. Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storege n = 0.40 .miDj._.,_.. sec _ (inlhr) (ELSL (cu fl) (cu ft) (cu ft~ S= 0.0427 13.93 836 2,57 3.04 3403 0 3403 Tc ~ 13.93 min., by Equation 3-2 ot Guidelines 5 300 4,58 5.41 2174 0 2174 10 600 3,21 3.79 3046 0 3046 0 ft. Gutter flow 15 900 2.44 - 2,88 3415 0 3415 26 1200 1,98 2.34 3473 0 3473 21= 50.0 For Z2 25 1500 1.68 1,98 3533 0 3533 Z2 = 3.5 Type B=1,4 30 1800 1.46 1,71 3593 0 3593 n= 0.016 Rolled = 3,5 35 2100 1.30 1.53 3658 0 3658 S= 0.0100 40 2400 1,18 1.39 3734 0 3734 , 45 2700 1,08 1.28 3821 0 3821 d= 02280 ft. Flow Width 11,4 ft, 50 3000 1,01 1,19 3908 0 3908 . 55 3300 0.94 1.91 3983 0 3983 60 3600 0.68 1.04 4046 0 4046 A R Q Tc Tctatal I Qc 65 3900 0.63 0.96 4112 0 4112 1.39 0.11 3.04 0.00 13.93 2.57 3.04 70 4200 0.79 0.94 4208 8 4208 . 75 4500 0.77 0,91 4353 0 4353 apeek for Case 1= 3,04 cfs , 80 4800 0.75 0.69 4529 0 4529 ` 85 5100 0.73 0.87 4686 0 4668 90 5400 0,10 0.83 4692 0 4692 95 5100 0.66 0.78 4648 0 4648 CASE 2 100 6000 0.88 0.80 5049 0 5049 Ceae 2 essumes a Time of Concentration less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(imp. Area) = 0,00 cis Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Pesk flow for the Basin is ihe greater of the two flows, Maxamum Storage Required by Bowsiring 4668 cu ft 3.04 cfs Pmvided Storage Volume 0 cu ft Number and Type of OryweNs Requfred 0 Single 0 Double , PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50-Year Design Storm DETENTION BASIN DESiGN BASIN: D DESIGNER GLA BASIN: D DATE: 27-May05 Toi. Area 192,306 SF 4,41 Aaes Time Inaement (min) 5 Imp, Area 0 SF C= 0,9 Time oi Conc. (min) 5.83 Perv. Area 192,306 SF C= 0.15 Oufflow (cfs) 0 Wt. C= 0.15 Qesign Year Flaw 50 Area (acxes) 4,41 CASE 1 Impervious Area (sq ft) 0 '0___ 'C' Feaor 0.15 287 ft. Overland Flow Area' C 0.662 Treatment Area 0 Ct= 0.15 L= 287 ft. Time Time Inc, Intena. Q Devel. Vol.ln Vol.Out Storage n = 0.40 (min) (sec) (iNhr) ~tD (cu ft1 ~ (cu it) (cu 8~ S= 0.0662 5.83 350 4.29 2.84 r1332 0 1332 Tc = 5,83 min., by Equation 3-2 of Guidelines 5 300 4.58 3.03 1219 0 1219 10 600 3.21 2.12 1521 0 1527 0 ft. Gutter flow 15 900 2.44 1.62 1641 0 1647 20 1200 1,98 1.31 1730 0 1730 21= 50,0 ForZ2 25 1500 1,68 1.11 1797 0 1797 Z2 = 3.5 Type B=1,0 30 1600 1.46 0.97 1854 0 1854 n= 0.016 Rolled = 3.5 35 2100 1.30 0.86 1908 0 1908 S= 0.0100 ~ 40 2400 1,18 OJS 1964 0 1964 45 2700 -1,08 0.72 2023 0 2023 d= 0.2222 ft, Flow Width 11,1 ft, 50 3000 1,01 0.67 2080 0 2Q80 . 55 3300 0.94 0.62 2130 0 2130 60 3600 , 0.88 0.58 2111 0 2171 A R Q Tc Tc total I Qc 65 3900 0,83 0,55 2214 0 2214 1.32 0.11 2.84 0,00 5.83 4.29 2.84 70 4200 0,79 0,53 2272 0 2272 75 4500 0.77 0,51 2356 0 2358 Qpeak for Case 1= 2,84 cfa 60 4800 0,75 0.50 2456 0 2456 65 5100 0.73 0.49 2536 0 2536 90 5400 0.70 0.46 2553 0 2553 95 5700 0.66 0,44 2533 0 2533 CASE 2 100 6009 0.68 0,45 2156 0 2756 Case 2 assumes a Time of ConceMration 4eas then 5 minutea so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensityr)(Imp, Area) = 0.00 cfs Minimum "05-013" Volume Required 0 au ft Provided Treatment Volume 0 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak ftow for the Basin is the greater ot the two flows, Meximum Storege Required by Bowstring 2536 w fl 2.84 cfs Provided Storage Vofume 0 cu ft N4mber and Tjrpe oi Drywella Required 0 Single 0 Double , ~ mm m m wMMM'="=M= mm m- m PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Adddon BOWSTRING METHOD PROJECT: Shelley Lake Sth AddGon 50-Year Design Storm DETENTION BASIN DESIGN BASIN: E DESIGNER GLA BASIN: E DATE: 27-May-05 Tot. Area 259,587 SF 5.96 Aaes Time Increment (min) 5 Imp. Area 0 SF G 0.9 Time of Conc, (min) 9,78 Perv, Area 259,581 SF C= 0.15 Outflow (ds) 0 Wt C= 0.15 Design Year Flow 50 Area (acres) 5,96 CASE 1 Impervious Area (sq ft) 0 'C Fector 0,15 600 ft. Overtand Flow Area' C 0.894 Treatment Area 0 Ct= 0.15 L= 600 ft. Tlme Time Inc. lntena, Q Devel. Vol.ln Vol.Out Storage n = 0.40 (min) (sec) (iNhr) Ccf 5 Icu fl) (cu ft) (cu ftL. S= 0,0517 9.78 587 325 2,91 2185 0 2185 Tc = 9.78 min,, by Equation 3-2 of Guidelines 5 300 4,58 4,09 1645 0 1645 10 600 3.21 2.87 2292 0 2291 0 ft. Gutter flow 15 800 2.44 2.18 2399 0 2389 20 1200 1.96 1.77 2478 0 2478 Z1= 50.0 ForZ2 25 1500 1,66 1.50 2546 0 2546 Z2 = 3.5 Type B=1.0 30 1800 1.46 1.30 2608 0 2608 n= 0.016 Rolled = 3.5 35 2100 1.30 1.16 2669 0 2669 S= 0.0100 40 2400 1.18 1,05 2736 0 2736 ' 45 2100 1.06 0.97 2809 0 2809 d= 0.2244 ft, Flow Width 11,2 ft. 50 3000 ,1.01 0.90 2880 0 2880 . 55 3300 0.94 0.84 2942 0 2942 60 3600 0.88 0,79 2594 0 2994 _ A~ R Q Tc Tc total IQc. _ 65 3900 0.83 0.74 3048 0 3048 1,35 0.11 2.91 0.00 9,78 3,25 2,91 70 4200 0.79 0,71 3124 0 3124 76 4500 0.77 0,69 3235 0 3235 Qpeek for Case 1= 2.91 cfs 80 4800 0.75 0.67 3369 0 3369 85 5100 0.73 0.66 3477 0 3477 90 5400 0.70 0.62 3497 0 3497 95 5700 0.66 0.59 3467 0 3467 CASE 2 100 6000 0,68 0.61 3169 0 3769 Case 2 assumes a Time af ConcenVation less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensiry)(Imp. Area) = 0.00 cfs Minimum "05•013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, lhe Peak flow for the Basin Is the greater of the two flows, MaAmum Storage Required by Bowstdng 3477 cu ft 2.91 cfs Provided Storage Volume 0 cu ft Number end Type of Oryweils Required 0 Single 0 Qouble PEAK FLOW CALCUlATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addlion 50•Year Deslgn Storm DETENTION BASIN DESIGN BASIN: F DESIGNER GLA BASIN: F DATE: 27-Mey-05 Tot. Area 329,233 SF 7.56 Acres Time Increment (min) 5 imp, Area 0 SF C= 0.9 Time oi Conc. (min) 12.54 Perv. Area 329,233 SF C= 0.15 Outflow (de) 0 Wt. C= 0.15 Desfgn Year Flow 50 Area (aaes) 7.56 CASE 1 Impervious Area (aq n) 0 , ''C' Factor 0.15 634 ft. Overland Flow Area "C 1.134 Trealment Area 0 Ct= 0.15 L= 634 ft, Time Time {nc. Intens, Q Devel. Vol,ln Vol.Out Storage cu ft n= 0.40 (min) sec.? (inmr) cfa (cu ft) __(c._u ftL._.~._, S= 0.0252 12,54 752 2.77 3.14 3161 0 3161 Tc = 12,54 min,, by Equation 3-2 of Guidelines 5 300 4.58 5.19 2087 0 2087 10 600 3,21 3.64 2923 0 2923 0 ft. Gutter ftow 15 900 2.44 2.77 3199 0 3199 20 1200 1.96 2.25 3269 0 3269 Z1= 50,0 For ZZ 25 1500 1.68 1.90 3337 0 3331 22 = 3.5 Type B=1,0 30 1800 9,.46 1.65 3401 0 3401 n= 0.016 RoOed = 3.5 35 2100 1.30 1.41 3468 0 3468 S= 0.0100 40 2400 1.18 ' 1.33 3545 0 3545 45 2700 , 1.08 1.23 3631 0 3831 d= 0.2307 ft. Flow Width 11.5 ft. 50 3000 1.01 1.14 3117 0 3717 , 55 3300 0.94 1.01 3792 0 3792 60 3600 0.88 1.00 3854 0 3854 A R Q Tc Tc total I Qc 65 3900 0.83 0.94 3919 0 3919 1,42 0.12 3.14 0,00 12,54 2,77 ~3.14 10 4200 0.19 0.90 4013 0 4013 75 4500 0.77 0.87 4152 0 4152 Qpeak for Case 1= 3,14 cfs 60 4800 0,75 0.85 4321 0 4321 85 5100 0.73 0.83 4456 0 4456 90 5400 0.70 0.19 4480 0 4480 95 5700 0.66 0.75 4439 0 4439 CASE 2 100 6000 0,68 0.77 4824 0 4814 Case 2 assumes a Time of ConceMration less than 5 minutes so that the °05•013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.00 cfs Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft DRYWEII REQUIREMENTS - 50 YEAR OESIGN STORM So, the Peak 8ow for tthe Besin is the greater of the two flows, Maximum Storage Required by Bowstring 4456 cu ft 3.14 cfs Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double mmm mm MMMi -Mr ~ ~ ~ ~ ~ mmm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING MEtHOD PROJECT: Shelley Lake 5th Addtion 10•Year Design Stonn DETENTION BASIN DESIGN BASIN: 1 DESIGNER; GLA BASIN; 1 DATE: 21-May-05 Tot. Area 29,669 SF 4.68 Acres Imp. Area 13,301 SF C= 0.9 Time Increment (min) 5 Perv. Area 16,368 SF C= 0.15 Time of Conc. (min) 5.00 Wi. C= 0.49 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0.68 Imperoious Area (sq ft) 13301 0 ft. Overiand Flow 'C Factor 0.49 Area * C 0.331 Ct = 0,15 Treatment Area 1,901 L = 0 ft. n= 0.40 Time Time Inc, Intens, Q Devel, Vol.In Vol.Out Storage S= 0.1090 ~min) (sec) ~iNhrL. t2!!~_ (cu ft) _ (cu ft) (cu ft~ 5.00 300 3.18 1.05 423 '300 123 Tc = 0.00 min., by Equation 3-2 of Guidelines 5 300 3,18 1.05 423 300 123 221.55 ft. Gutter flow 10 600 2.24 0,74 521 600 -79 15 900 1.76 0.58 582 900 -318 Z1= 50.0 For72 20 1200 1,45 0,48 627 1200 -573 Z2 = 3.5 Type B=1.0 25 1504 1,23 ' 0,41 652 1540 -848 n= 0.016 Rolled = 3.5 30 1800 1.05 0.35 661 1800 •1139 S= 0.0089 35 2100 0.91 0.30 664 2100 -1436 40 2460 0.81 0.27 671 2400 -1729 , d= 0.1565 ft, Flow Width 1,8 ft. 45 2100 0.74 0.24 686 2700 -2014 . 50 3000 , 0.69 0.23 708 3000 -2292 55 3300 0,65 0.21 131 3300 •2569 A R Q Tc Tc total I Qc 60 3600 0.61 0.20 753 3600 -2847 0.660.08 1.05 2,30 5,00 3.18 ~ 1.05 65 3900 0,58 0.19 775 3900 -3125 70 4200 0.56 0.19 804 4200 -3396 Qpeak for Case 1= 1.05 cfs 75 4500 0,55 0.18 845 4540 -3655 80 4800 0.55 0.18 891 4800 •3909 85 5100 0,53 0.18 921 5100 -4119 90 5400 0.50 0.16 906 5400 -4494 CASE 2 95 5700 0.45 0.15 868 5700 -4832 100 6000 0.49 0.16 991 6000 -5009 Case 2 assumes a Time of Concenuation less than 5 minutes so that the peak flow =,90(Tc=5 intensity)(Imp. Area) = 0.87 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 329 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Besin is the greater of the Nvo flows, ORYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.05 cfs Maximum Storage Required by Bowstring 123 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATfON PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 2 . DESIGNER: GLA BASIN; 2 DATE: 27-May-05 Tot. Area 14,982 SF 0.34 Aaes Imp. Area 10,446 SF C= 0.9 Time Increment (min) 5 Perv. Area 4,536 SF C= 0.15 Time of Conc. (min) 5.00 1Mt, C= 0.67 Outflow (cfs) 1 Design Year Flow , 10 CASE 1 Area (acres) 0.34 Impervious Area (sq ft) 10446 0 ft. Overtand Flow 'C Factor 0.67 Area " C 0.231 Ct = 0.15 Treatment Area 5,046 L = 0 ft. n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.1090 min sec, inmr (cfsl. _(cu ft) (cu n) „ 1cu ftl~ 5.00 300 3.18 0.74 296 300 4 Tc = 0.00 min,, by Equation 3-2 of Guidelines 5 300 3.18 0.74 296 300 4 174 ft. Gutter flow 10 600 2.24 0.52 364 600 -236 15 900 1.16 0.41 407 900 -493 Z1= 50.0 For Z2 20 1200 1.45 0,34 438 1200 -162 Z2 = 3.5 Type B=1.0 25 1500 1.23 0.28 456 1500 -1044 n= 0.016 Rolled = 3.5 30 1800 1.05 0.24 462 1800 -1338 S= 0,0089 35 2100 0.91 0.21 464 2100 -1636 40 2400 0.81 0.19 469 2400 -1931 d= 0.1370 ft. Flow Width 6.9 ft. 45 2704 0.74 0,17 479 2700 •2221 50 3000 0.69 0.16 495 3000 •2505 55 3300 0.65 0.15 511 3300 •2789 A R Q Tc Tc total I Qc 60 3600 0.61 0.14 526 3600 -3014 0.50 0.07 0.74 9.98~ 5.00 3.18 0.74 65 3900 0,58 0.14 541 3900 •3359 70 4200 0.56 0.13 562 4200 •3638 Opeak for Case 1= 0.14 cfs 75 4500 0.55 0.13 590 4500 •3910 80 4900 0.55 0.13 623 4800 4171 85 5100 0.53 0.12 643 5100 -4457 90 5400 0,50 0.12 633 5400 -4767 CASE 2 95 5700 0.45 0.10 606 5700 -5094 100 6000 0.49 0,11 693 6000 -5307 Cese 2 assumes a Time of Concentration lesa lhan 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0,69 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 210 cu ft Provided Treatment Votume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.74 cfs Maximum Storege Required by Bowstring 4 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METH00 PROJECT: Shelley Lake 5th Addtion 10-Year Design Stocm DETEMTION BASIN DESIGN BASIN: 3 DESIGNER; GLA BASIN; 3 DATE: 27•Mey05 Tot. Area 33,684 SF 0.17 Acres Imp. Area 18,671 SF C= 0.9 'fime fncrement (min) 5 Perv. Area 15,013 SF C= 0.15 Time of Conc. (min) 5.00 Wt, C= 0.57 Outflow (cfs) 1 Design Year Flaw 10 CASE 1 Area (acres) 0.17 (mpervious Area (sq ft) 18671 0 ft. Overiand Flow 'C' Factor 0.51 Area' C 0.437 Ct = 0,15 Treatment Area 9,671 L = 0 ft. n= 0.40 Time Time Inc. Intena. Q Devel. Vol.In Vol,Out Storege S= 0.0680 minl ; _ (sec) _ (in~r) _ a (cu ft) !au ftl__., (cu ft~ 5.00 900 3.18 1.39 559 300 259 Tc = 0.00 min., by Equation 3-2 of Guidelines 5 300 3.18 1.39 559 300 259 395 ft. Gutter flaw 10 600 2.24 0.98 688 600 86 15 900 1,76 0,77 769 900 -131 21= 50.0 For Z2 20 1200 1.45 0,64 828 1200 -372 Z2 = 3.5 Type B=1,0 25 1500 1,23 6.54 861 1500 -639 n= 0.016 Rolled = 3.5 30 1800 1,05 0.46 874 1800 -926 S= 0.4114 35 2100 0,91 0.40 877 2100 •1223 40 2400 0,81 0,35 886 2400 -1514 d= 0.1658 ft, Flow Width 8.3 ft, 45 2704 0,74 0.32 906 2100 -1794 50 3000 0.69 0.30 935 3000 •2065 55 3300 0.65 0.28 986 3300 -2334 A R Q Tc Tc total I Qc 60 3600 0.61 0.27 994 3600 -2606 , 0.74 0.08 1.39 3.49 5.00 3.18 1.39 65 3900 0.58 0.26 1023 3900 -2877 16 4200 0.56 0,25 1062 4200 -3138 Qpeak for Case 1= 1.39 cfs 75 4500 0.65 0.24 1116 4500 -3384 80 4804 0.55 0.24 1177 4800 -3623 85 5100 0.53 0.23 1216 5100 -3884 90 5400 0.50 0.22 1191 5400 -4203 CASE 2 95 5700 0.45 0.20 1146 5700 -4554 100 6000 0.49 0.21 1309 6000 -0691 Case 2 assumes a Time of Concentration less ihan 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp, Area) = 1,23 cfs "05-013" TREATMENT REQUIREMENTS . Minimum "05-013" Volume Required 403 cu ft , Provided Treatment Volume 5,266 cu tt So, the Peak flow for the Basin is the greater of the two flaws, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.39 cfs Maximum Storage Required by Bowstdng 259 cu ft Provided Storage Vdume 18322 ou ft Number and Type of Drywells Required 0 Single 1 Daubie PEAK FLOW CALCULATION PROJECT: Sheliey Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 4 DESIGNER: GLA BASIN: 4 DATE: 21-Mey-05 Tot. Area 28,769 SF 0,66 Acres Imp. Area 14,993 SF C= 0.9 Time Increment (min) 5 Perv. Area 13,716 SF C= 6.15 Time of Conc. (min) 5.00 Wt. C= 0,54 outflow (c1s) 1 Design Year Flow 10 CASE 1 Area (acres) 0.66 Imperviaus Area (aq ft) 14993 0 ft. Overiand Flow 'C Factor 0.54 Area • C 0.357 Ct = 0.15 TBatment Area 7,793 L = 0 ft. n= 0.40 Time Time Inc, Intens. Q Devel. Vol,ln Vol,Out Storage S= 0,0680 ~min) , sec (inlhrl (Cfs) (cu ft) (cu ft) . „ , (cu R~ 5.00 300 3.18 1,14 458 3061' 156 Tc = 0.00 min,, by Equation 3-2 of Guidelines 5 300 3.46 1.14 456 300 156 300 ft. Gutter flow 10 . 600 2.24 0.80 562 600 -38 15 900 1.76 0.63 628 900 -272 Z1= 50.0 For Z2 20 1200 1.45 0.52 676 1200 •524 Z2 = 3.5 Type B=1.0 25 1500 1.23 0,44 703 1500 -797 n= 0.016 Roiled = 3.5 30 1800 1.05 0,38 713 1800 -1087 S= 0.0183 35 2100 0.91 0,33 716 2100 -1384 40 2400 0,81 0.29 724 2400 -1678 d= 0.1410 ft, Flaw Width 7,1 ft. 45 2100 0.74 0.26 140 2700 •1960 50 3000 0,69 0.25 163 3000 -2237 55 3300 0.65 0.23 788 3300 -2512 A R Q Tc Tc total I Qc 60 3600 0.61 0.22 812 3600 -2788 A-'.._... 18 1.14 65 3900 0,58 0.21 836 3900 •3064 0,53 0.07 1.14 2.33 5.00 3. 10 4200 0,56 0,20 867 4200 -3333 QpeakforCase 1= 1,14 cfs 75 4500 0.55 0.20 911 4504 -3589 80 4600 0,55 0.20 961 4800 -3839 85 5100 0.53 0,19 993 5100 -4107 90 5400 0.60 0.18 978 5400 4422 CASE 2 95 5100 0,45 0.16 936 5700 -4764 100 6000 0.49 0.18 1069 6000 4931 Case 2 assumes a Time of Concentration less than 5 minutes so that the . peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.98 cfs "05-013" 7REATMENT REQUIREMENTS Minimum "05-013" Volume Required 325 cu ft Provided 7reatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESlGN STORM 1.14 cfs Maximum Storage Requlred by Bowstring 156 cu ft Provided Storage Vdume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Dauble PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 10-Year Design Stonn OETENTION BASIN DESIGN BASIN; 5 DESIGNER; GLA • BASIN: 5 DATE: 27-Mey-05 Tot. Area 166,849 SF 3,83 Acres imp. Area 0 SF C= 0,9 Time Increment (min) 5 Perv. Area 166,849 SF C= 0.15 Time oi Conc. (min) 11.59 Wt C= 0.15 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 3.83 Impervious Area (aq ft) 0 581 ft. Overland Flow 'C Factor 0.15 Area ` C 0.515 Ct = 0.15 Treatment Area 0 L = 581 fi. n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage S= 0.0215 ~min) (sec): , ~inlhr) (cu ft) . . (cu ft) (cu ft~ 11.59 695 2.45 1.18 1100 695 405 Tc = 11.59 min., by Equalion 3-2 of Guidelines 5 300 3,18 1,83 734 300 434 0 ft. Gutterflow 10 600 2.24 1,29 1035 600 435 15 900 1,76 1.01 1146 900 246 21= 50.0 ForZ2 20 1204 1,45 0.84 1199 1200 -1 Z2 = 3.5 Type B=1,0 25 1500 1,23 0.11 1726 1500 -274 n= 0.016 Rolled = 3.5 30 1800 1.05 0.60 1228 1800 -572 S= 0.0427 35 2100 0.91 0.52 1223 2100 -877 40 2400 0,81 0.47 1226 2400 -1174 d= 0.1217 ft, Flow Width 6.1 ft. 45 2700 0.74 0,42 1247 2700 -1453 50 3000 0.69 0.40 1281 3000 -1119 55 3300 0.65 0,37 1318 3340 -1982 A R Q Tc Tc total I Qc 60 3640 0.61 0.35 1353 3640 -2241 - - - ~ 0.00 11.59 2.05 ^ . . - 0.40 0.06_ 1,18 1,18 65 3900 0.56 0,34 1389 3900 -2511 ' 10 4200 0.56 0.32 1438 4200 •2162 Qpeak for Case 1= 1.18 cfs 75 4500 0.55 0,32 1508 4500 -2992 60 4800 0.55 0.32 1589 4800 -3211 85 5100 0.53 0,31 1639 5100 -3461 90 5400 0.50 0,29 1611 5400 -3189 CASE 2 95 5700 0.45 0.26 1540 5700 -4180 100 6000 0.49 0,28 1157 8000 -4243 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =,90(Tc=5 intensity)(Imp. Area) = 0,00 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1,18 cfs Maximum Storage Required by Bowstring 435 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCUtATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN; 6 DESIGNER: GLA BASI N: 6 DATE: 27-May-05 Tot. Area 50,113 SF 1.16 Acres Imp. Area 15,434 SF C= 0.9 Time Increment (min) 5 Pero. Area 35,279 SF C= 0.15 Time of Conc. (min) 7.65 1Nt. C= 0.38 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 1.16 Imperoiaus Area (sq ft) 15434 245 ft. Overland Flow 'C Factor 0.38 Area " C 0.440 Ct = 0.15 Treatment Area 10,784 L = 245 ft. n= 0.40 Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage S= 0.0327 min (sec) (inlhrL (cu ftL (cu ft) (cu ftL 7.65 459 2,60 1.15 704 459 245 Tc = 6.55 min., by Equatiorl3•2 of Guidelines 5 300 3.18 1.40 563 300 263 228 ft. Gutter flow 10 600 2,24 0.99 146 600 146 15 900 1,76 0.77 816 900 -84 , Z1= 50.0 For Z2 20 1200 1.45 0.64 868 1200 -332 Z2 = 3.5 Type B=1.0 25 1500 1.23 0.54 896 1500 -604 n= 0.016 Rolled = 3.5 30 1800 1.05 0,46 904 1800 -896 S= 0.0660 35 2100 0.91 0.40 905 2100 -1195 40 2440 0.81 0,36 911 2400 •1489 d= 0.1110 ft, Flow Width 5.6 ft. 45 2700 0,74 0.33 930 2700 -1770 50 3000 0.69 0,30 957 3000 -2043 55 3300 0.65 0,29 987 3300 -2313 A R Q Tc Tc total I Qc 60 3600 0.61 0.21 1016 3600 -2584 . . . , 0.33 0.06 1.15 1.09 7.65 2.60 1.15 65 3900 0.58 0.26 1044 3900. -2856 70 4200 0.56 0,25 1082 4200 •3118 Qpeak for Case 1= 1,15 cfs 75 4500 0.55 0.24 1136 4500 •3364 60 4800 0.55 0,24 1198 4800 -3642 85 5100 0.53 024 1237 5100 •3863 90 5400 0.50 0.22 1217 5400 -4183 CASE 2 95 5700 0.45 0.20 1165 5700 -4535 100 6000 0.49 0.22 1330 6000 -4610 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.01 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 449 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.16 cfs Maximum Storage Required by Bowstring 263 cu ft Provided Storage Vdume 18322 cu ft Number and Type of Drywells Required 0 Single , 1 Double PEAK FLOUV CALCULATION PRO,IECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 7 QESIGNER; GLA BAS1N: 7 DATE: 27-May-05 Tot. Area 45,480 SF 1.04 Acres Imp. Area 9,426 SF C= 0.9 Time Increment (min) 5 Perv, Area 36,054 SF C= 0.15 Time of Conc. (min) 8.23 Wt, C= 0.31 Outflow (cfs) 1 Design Year Flaw 10 CASE 1 Area (acres) 1.04 Impervious Area (sq ft) 9426 196 ft. Overland Flow 'C Factor 0.31 Area ` C 0.319 Ct = 0.15 7reatment Area 5,826 L = 196 ft n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0255 ~min) Jsec) Jnmr) (cfs) (cu fl) Jcu ft} ~ „ ; icu ft) 8.23 494 2,50 0.80 528 494~ 34 Tc = 6.18 min., by Equatian 3-2 of Guidelines 5 300 3,18 1.01 407 304 107 149 ft. Gutter flow 10 660 2,24 0,71 549 604 •51 • 15 900 1.76 0.56 598 900 -302 Z1= 50.0 For Z2 20 1200 1.45 0.46 634 1200 -566 Z2 = 3.5 Type B=1,0 25 1500 1.23 0.39 654 1500 -846 n= 0.016 Roiled = 3,5 30 1800 1,05 0.33 659 1800 •1141 S= 0.0050 35 2140 0.91 0.29 659 2100 -1441 40 2400 0.81 0.26 663 2400 •1737 d= 0.1575 ft. Flow Width 7.9 ft. 45 2700 0.14 0.24 678 2700 -2024 50 3000 0.69 0.22 696 3000 -2304 55 3300 0.65 0.21 716 3300 -2582 A R Q Tc Tc total I Qc 60 3600 0.61 0.20 738 3600 •2862 . , . . . 0.66 0.08 0.80 2.06 8.23 2.50 0.80 65 3900 0.58 0.19 758 3900 -3142 70 4200 0,56 0.18 786 4200 -3414 Qpeak for Case 1= 0.80 cfs 75 4500 0.55 0.18 825 4500 -3675 80 4800 0.55 0.18 870 4800 •3930 85 5100 0.53 0.17 898 5100 -4202 90 5400 0.50 0.16 883 5400 -4517 CASE 2 95 5700 0.45 0.14 845 5700 -4855 100 6000 0.49 0,16 965 6004 -5035 Case 2 asaumes a Time of Concentration less than 5 minutes so that the peak flow =,90(Tc=5 intensity)(lmp. Area) = 0,62 cfs "05-013" TREATMENT REQUIREMENTS ' Mfnimum "05-013" Volume Required 243 cu ft Provided TreatmeM Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, ~ DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.80 cfs Maximum Storage Required by Bowstring 101 cu ft Provided Storage Volume 18322 cw ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10•Year Design Stortn DETENTION BASIN DESIGN BASIN: 8 DESIGNER; GLA BASIN: 8 DATE: 27-Mey-05 Tot. Area 22,736 SF 0.52 Acres Imp, Area 6,852 SF C= 0.9 Time Increment (min) 5 Perv. Area 15,884 SF C= 0,15 Time of Conc. (min) 9.03 Wt. C= 0.38 OutRow (cfs) 1 Design Year Flow 10 CASE 1 Area (aaes) 0,52 Impervious Area (sq ft) 6852 . 246 ft. Overland Flow 'C Factor 0.38 Area * C 0,196 Ct = 0.15 Treatment Area 5,052 L = 246 ft, n= 0.40 Time Time Inc, Intens, Q Devel. Vol.ln Vol,Out Storage S= 0A244 ~min) (sec) (inlhr) (cu ft) (cu ft). _(cu ft) 9.03 542 2.37 0.47 339 542 •203 Tc = 7.17 min., by Equation 3-2 of Guidelines 5 340 3,18 0,62 251 300 .49 118 ft. Gutter flow 10 600 2,24 0.44 345 604 -255 15 900 1,76 0.34 313 900 -527 Z1= 50.0 ForZ2 20 1200 1,45 0.29 395 1200 -805 Z2 = 3.5 Type B=1,0 25 1500 1.23 0.24 406 1500 •1094 n= 0.016 Roiled = 3.5 30 1800 1.05 0.21 409 1800 •1391 S= 0,0050 35 2100 0.91 0.18 408 2100 -1692 40 2400 0.81 0,16 411 2400 •1989 d= 0,1290 ft. Flow Width 6.5 ft. 45 2700 0.14 0.15 418 2700 •2282 50 3000 0.69 0.14 430 3000 -2570 55 3300 0.65 0.13 444 3300 •2856 A R Q Tc Tctotal I Qc 64 3600 0.61 0,12 458 3600 •3144 0,45 0.06 0.47 1.86 9.03 2.37 0.47 65 3900 0.58 0.11 469 3900 -3431 70 4200 0.56 0.11 485 4200 -3715 Qpeak for Case 1= 0.47 cfs 75 4500 0.55 0.11 510 4500 -3990 80 4800 0,55 0.11 537 4800 -4263 85 5100 0,53 0.10 554 5100 -4546 90 5400 0,50 0.10 545 5400 -4855 CASE 2 95 5700 0.45 0.09 522 5700 -5178 100 6000 0A9 0.16 595 6000 -5405 Case 2 assumes a Time of Concentradon less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.45 cfs ~ "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 211 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak Flow for the Basin is the greater of the two flow$, DRYWELL REQUIREMENTS • 10 YEAR DESIGN STORM 0.47 cfs Maximum Storage Required by Bowstring -49 cu ft Provided Storage Vdume 18322 cu ft Number and 7ype of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 9 DESIGNER: GLA BASIN: 9 DATE: 27-May-05 Tot, Area 137,355 SF 3.15 Acres Imp. Area 19,202 SF C= 0.9 Time Increment (min) 5 Perv. Area 118,153 SF C= 0.15 Time of Conc. (min) 11.90 Wt. C= 0.25 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 3.15 Impervious Area (sq ft) 19202 431 ft. Overland Flow 'C Factor 0.25 Area' C 0,804 Ct = 0.15 Treatment Area 12,002 L = 431 ft. n= 0.40 Time Time Inc. Intens. Q Deve►. Vol.ln Vol,Out Storage S= 0.0311 min) sec: inA~r (cu R~_._ (cu ft) (cu ftL. 11.90 714 2.02 1,63 1555 ~ 714 841 Tc 5.86 min., by Equation 3-2 of Guidelines 5 300 3.18 2,55 1026 304 726 296 ft.Gutterflow 10 604 2,24 1,80 1448 600 848 15 900 1.76 1.41 1612 900 112 Z1 = 50.0 ForZ2 20 1200 1,45 1.17 1685 1200 485 Z2 = 3.5 Type B=1.0 25 1500 1,23 0.99 1721 1500 221 n= 0,016 Rolled = 3.5 30 1800 1.05 0.84 1723 1800 -77 S= 0.0068 35 2100 0.91 0.73 1115 2100 -385 40 2400 0.81 0,65 1119 2400 -681 d= 0.1942 ft. Flow Width 9.7 ft. 45 2700 0.74 0,59 1748 2700 -952 • 50 3000 0.69 0.55 1795 3000 -1205 55 3300 0.65 0.52 1847 3300 -1433 A R Q Tc Tc total I oc 60 3600 0.61 0.49 1896 3600 -1704 II ,J. . _ L_....~ 1,01 0,10 1.63 3,05 11.90 2.02 1.63 65 3900 0.58 0.41 1946 3900 -1954 10 4200 0.56 0.45 2014 4200 -2186 Qpeak for Case 1= 1,63 cfs 75 4500 0.55 0.45 2112 4500 •2388 80 4800 0.55 0.44 2225 4800 -2575 , 85 5100 0.53 0.43 2295 5100 -2805 90 5400 0.50 0.40 2255 5400 -3145 CASE 2 95 5700 0.45 0.36 2157 5700 •3543 100 6400 0,49 0.39 2461 6000 -3539 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =,90(Tc=5 intensity)(Imp. Area) = 1.26 cfs "05-013" TREATMENT REQUIREMENTS ` Minimum "05-013" Volume Required 500 cu ft Provided Treatment Volume 5,266 cu R So, the Peak flow for the Basin is the greater of the iwo flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1,63 efs Maximum Starage Required by Bowstring 848 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtlon BOWSTRING METH00 PROJECT: Shelley Lake 5th Addiion . 10-Year Design Storm DETENTION BAS1N DESIGN BASIN: 10 DESIGNER: GLA BASIN: 10 DATE: 27-May-05 Tot. Area 101,565 SF 2,33 Acres Imp. Area 6,377 SF C= 0.9 Time Increment (min) 5 Perv. Area 95,188 SF C= 0,15 Time of Conc. (min) 8.93 Wt, C= 0,20 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (aaes) 2.33 Impervious Area (aq ft) 6371 335 ft, Overland Flow 'C Factor 0.20 Area • C 0,460 Ct = 0.15 Treatment Area 6,377 L = 335 ft, n= 0.40 Time Time Inc, Intens. Q Devel. Vol.ln Vol,Out Storage S= 0,0403 Jmfn) (sec) lnlhr) (~%j i (cu ft) (cu ft) ~(cu it~ 8.83 530 2,41 1.11 785 r 530 255 Tc = 7.43 min., by Equation 3-2 of Guidelines 5 300 3.18 1.46 587 340 287 246 ft, Gutterflow 10 600 2,24 1,03 863 600 203 ' 15 900 1,76 4.81 871 900 '-29 Z1= 50.0 For Z2 20 1200 1,45 0.61 922 1200 -278 Z2 = 3.5 Type B=1.0 25 1540 1,23 0.56 949 1500 -551 n= 0.016 Rolled = 3.5 30 1800 1,05 0.48 955 1800 -845 S= 0.0427 35 2100 0,91 0.42 954 2100 •1146 40 2400 0,81 0.31 960 2400 •1440 d= 0.1190 ft. Flow Width 6,0 ft. 45 2700 0.14 0.34 976 2700 •1722 50 3000 0.69 0,32 1007 3000 -1993 55 3300 0.65 0.34 1038 3300 -2262 A R Q Tc Tc total I Qc , 60 3600 0.61 0.28 1067 3600 -2533 0.38 0.06 1.11 1.40 ~ 8.83 2.41 ~ 1.11 65 3900 0.58 0.27 1096 3900 -2804 70 4200 0.56 0.26 1136 4200 -3064 Qpeak for Case 1= 1.11 cfs 15 4500 0.55 0,25 1192 4500 -3308 80 4800 0.55 0.25 1256 4800 -3544 85 5100 0.53 0,25 1291 5100 -3803 90 5400 0.50 0.23 - 1275 5400 -4125 CASE 2 95 5700 0.45 0.21 1220 5100 -4480 100 6000 0.49 0.23 1393 6000 -4601 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.42 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 266 cu ft Provided Treatment Volume 5,266 cU ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.11 cis Maxtimum Storage Required by Bowstring 287 cu ft Provided Storage Valume 18322 cu ft Number and Type of DryweNs Required 0 Single 1 Dauble ■r mm mwr w~ m mm mr mm m mos ~ mm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 11 . DESIGNER; GLA BASiN; 11 DATE: 21-Mey-05 Tot. Area 14,898 SF 0.34 Acres Imp. Area 8,008 SF C= 0.9 Time Increment (min) 5 Penr. Area 6,890 SF C= 0.15 Time ot Conc. (min) 5.00 Wt. C= 0.55 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0,34 Impervioua Area (sq ft) 8008 0 fl. Overland Flow 'C Factor 0.55 Area ` C 0.189 Ct = 0.15 Treatment Area 4,408 L = 0 ft, . ' ' n= 0.40 Time Time Inc. Intena. Q Devel. Vol.in Vol.Out Storage S= 0.0473 min , (sec) (inlhr) _ (cfs)-'. (au ft) icu ft).. $cu ft~ . . , , ; 5.00 300 3.18 ~0.60 242 300 •58 Tc = 0,00 min., by Equation 3-2 of Guidelines 5 300 3.18 0.64 242 300 -58 253 ft. Gutter flow 10 600 2.24 0,42 298 600 -302 15 900 1.76 0,33 333 900 •567 21= 50.0 ForZ2 20 1200 1,45 0.21 358 1200 -842 Z2 = 3.5 Type B=1.0 25 1500 1,23 0.23 372 1500 -1128 n= 0.016 Rolled = 3.5 30 1800 1,05 0.20 379 1800 -1422 S= 0.0079 35 2100 0.91 0.17 379 2100 •1121 40 2400 0.81 0.15 383 2400 -2017 d= 0.1300 ft. Flow Width 6,5 ft. 45 2700 0.74 0.14 392 2700 -2308 50 3000 0.69 0,13 404 3000 -2596 55 3300 0,65 0.12 418 3300 •2862 A R Q Tc Tc total I Qc 64 3600 0.61 0,12 430 3600 •3170 0,45 0.06 0.60 3.16 5.00 3.18 0.60 65 3900 0.58 0.11 443 3904 -3457 70 4200 0.56 0,11 459 . 4200 -3141 Qpeak for Case 1= 0.60 cfs 75 4500 0.55 0.10 483 4540 4017 80 4800 0.55 0,10 509 4800 4291 85 5100 0.53 0,10 526 5100 4574 90 5400 0,50 0.09 518 5400 -4882 CASE 2 95 5700 0.45 0.09 496 5700 -5204 100 6000 0.49 0.09 566 6000 -5434 Case 2 assumes a Time of Concentration leas than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.53 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 184 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flaw for the Basin is the greater of the two flows, ORYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.60 cfs Maximum Storege Required by Bowstring -58 cu ft Provided Storage Vofume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double =mom PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10•Year Design Storm DETENTIOtV BASIN DESIGN BASIN: 12 QESIGNER: GLA BASIN: 12 DATE: 27-May-05 Tot, Area 125,948 SF 2.89 Acres Imp. Area 26,030 SF C= 0.9 Time Inaement (min) 5 Perv. Area 99,918 SF C= 0.15 , Time of Conc. (min) 8,60 Wt, C= 0.31 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 2.89 Impervious Area (sq ft) 26030 218 ft. Overland Flow 'C' Fedor 0.31 Area " C 0.882 Ct = 0,15 Treatment Area 15,230 L = 218 ft, ~ n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0321 min sec) fiNhr) „ (cu ft) (cu L ~ 8,60 516 2,44 ~ 2,15 1489 516 912 ft Tc = 6.14 min., by Equation 3-2 af Guidelines 5 300 3.18 2,80 1126 300 826 228 ft. Gutter flow 10 600 2.24 1.98 1533 600 933 15 900 1.16 1,55 1665 900 165 21 = 50,0 ForZ2 20 1200 1.45 1.28 1763 1200 563 Z2 = 3.5 Type B=1.0 25 1500 1,23 1.08 1816 1500 316 n= 0,016 Rolled = 3.5 30 1800 1.06 0.93 1829 1800 29 S= 0.0050 35 2100 0,91 0.80 1828 2140 •272 40 2400 0.81 0.71 1839 2400 -561 d= 0.2280 ft, Flow Width 11.4 ft, 45 2700 0.74 0.65 1874 2700 -826 50 3000 0.69 0.61 1929 3000 -1471 55 3300 0.65 0.57 1989 3300 -1311 A R Q Tc Tc total I Qc 60 3600 0.61 0.54 2044 3600 •1556 1.39 0.11 2.15 2.46 8.60 2.44 2.15 65 3900 0,58 0.52 2101 3900 -1799 70 4200 0.56 0.50 2177 4200 •2023 Qpeak for Case 1= 2.15 cfs 75 4500 0.55 0.49 2285 4500 •2215 80 4800 0,55 0.48 2409 4800 -2391 85 5100 0.53 0.41 2486 5100 •2614 90 5400 0.50 0.44 2446 5400 •2954 CASE 2 95 5700 0.45 0.40 2340 5700 •3360 100 6004 0.49 0.43 2671 6000 •3329 Case 2 assumes a Time of Cancentration less than 5 minutes so that the peak flow =.90(Tc=5 intensityr)(Imp. Area) = 1.71 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 635 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 2.15 cfs Manimum Storage Required by Bowstnng 972 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double ~ M M M M = M M' M M1 M ON M M = M = PEAK FLOW CALCULATION PROJECT: Sheiley Lake 5th Addtipn BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 14-Year Design Storm DETENTION BASIN DESIGN BASIN: 13 DESIGNER: GLA BASIN; 13 DATE: 21-May-05 Tot. Area 58,013 SF 1,33 Acres Imp. Area 14,148 SF C= 0.9 Time Increment (min) 5 Perv. Area 43,865 SF C= 0.15 , Time of Cortc. (min) 8.22 Wt, C= 0.33 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 1,33 ImpeNious Area (sq ft) 14148 224 ft. Overland Flow 'C Factor 0.33 Area " C 0.443 Ct = 0.15 Treatment Area 10,548 L = 224 ft, n= 0.40 Time Time Inc. Intens. Q Devel. Vol.in Vol,Out Storage S= 0.0313 min} (sec) 0Nhrj6_ {cu ftL. a~ft „ ~ftL 8.22 493 2.50 1.11 733 493 240 Tc = 6.29 min., by Equation 3-2 of Guidelines 5 300 3,18 1,41 566 300 266 184 ft. Gutter flow 10 600 2,24 0.99 763 600 163 15 900 1.76 4,78 831 900 -69 Z1= 50.0 ForZ2 20 1200 1,45 0.64 881 1200 -319 Z2 = 3.5 Type B=1,0 25 1500 1,23 0.54 909 1500 -591 n= 0,016 Rolled = 3.5 30 1800 1.05 0.47 916 1800 -884 S= 0.0079 35 2100 0.91 0.40 916 2100 -1184 40 2400 0.81 0.36 922 2400 -1478 d= 0.1635 ft, Flow Width 8.2 ft. 45 2700 0,74 0,33 940 2700 -1160 50 3000 0.69 0,31 967 3000 -2033 55 3300 0.65 0.29 998 3300 -2302 A R Q Tc Tc total I Qc 60 3600 0.61 0.21 1026 3600 •2574 0.72 0.08 1.11 1.93 8.22 2.50 1.11 65 3900 0.58 0.26 1054 3900 -2846 TO 4260 0.56 0,25 1493 4200 •3147 Qpeak for Case 1= 1,11 cfs , 15 4500 0.55 0.25 1147 4500 •3353 80 4800 0.55 0.24 1209 4800 •3591 85 5100 0.53 0.24 1248 5100 -3852 90 5400 0.50 0,22 1228 5400 4172 CASE 2 95 5700 0.45 0,20 1175 5100 -4525 100 6000 0.49 0.22 1341 6040 4659 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.93 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 440 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the Nvo flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.11 cfs Maximum Storage Required by Bowstring 266 cu ft Provided Storage Volume 18322 cu ft Number and Type oi Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Sheltey Lake 5th Addtion 10•Year Design Storm DETENTION BASIN DESIGN BASIN; 14 DESIGNER; GLA BASIN; 14 QATE: 27-May-05 Tot. Area 29,220 SF 0.61 Acres Imp, Area 14,763 SF C= 0.9 Time Increment (min) 5 Pero. Area 14,457 SF C= 0,15 Time of Conc. (min) 13,Q4 Wt. C= 0.53 Outflow (cfs) 1 Qesign Year Flow 10 CASE 1 Area (acres) 0.67 Impervious Area (sq ft) 14763 141 ft. Overland Flow 'C Factor 0.53 Area * C 0.355 Ct = 0.15 Treatment Area 7,563 L = 141 R, n= 0,40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0035 ~min) _ (sec) (inlhr) (cu ft) _ (cu ft) „ (cu ft~ 13.04 782 1.91 0.68 112 782 -71 Tc = 9.20 min., by Equation 3-2 of Guidelines 5 340 3.18 1.13 453 300 153 295 R. Gutter flow 10 600 2,24 0,80 639 600 39 15 900 1.76 0.62 726 900 •174 Z1= 50.0 ForZ2 20 1200 1,45 0.52 158 1200 -444 Z2 = 3.5 Type B=1.0 25 1500 1.23 0.44 770 1500 •730 n= 0.016 Rolled = 3.5 30 1800 1.05 0.37 170 1800 -1030 S= 0,0065 35 2100 0.91 0.32 765 2100 -1335 40 2400 0.81 0.29 766 2400 -1634 d= 0.1410 ft. Flow Width 7.1 ft, 45 2700 0.14 0.26 776 2740 •1922 50 3000 0.69 0.24 798 3000 -2202 55 3300 0.65 0.23 821 3300 -2479 A R Q Tc Tc total I Qc 60 3600 0.61 0.22 842 3600 -2758 ~0.53 0.07 0.68 3.84 13.04 1.91 0.68 65 3900 0.58 0.21 864 3900 •3036 70 4200 0.56 0.24 894 4200 -3306 apeak for Case 1= 0.68 cts 75 4500 0.55 0.20 937 4500 -3563 80 4800 0.55 0.19 987 4800 •3813 85 5100 0.53 0.19 1018 5100 -4082 90 5400 0.50 0.18 1000 5400 4400 CASE 2 95 5700 0.45 0.16 956 5700 4744 100 6000 0.49 0.17 1090 6000 4910 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.97 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 315 cu tt Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the iwo flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.97 cfs Maximum Storage Required by Bowstring 153 cu ft Provided Storage Vdume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double ~ m ~ m -M A ~ ~ ~ ~ ~ ~ M. m am- m m m PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 15 DESIGNER: GlA BASIN: 15 DATE: 27-May-05 Tot, Area 137,227 SF 3.15 Acres Imp. Area 18,659 SF C= 0.9 Time Increment (min) 5 Pero. Area 118,568 SF C= 0.15 Time of Conc. (min) 5.23 Wt. C= 0.25 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 3.15 Impervious Area (sq ft) 18659 150 ft. Overland Flow 'C Factor 0.25 Area' C 0.794 Ct = 0.15 Treatment Area 11,459 L = 150 ft. n= 0.40 Time Time Inc, Intens. Q Devel. Vol,in Vol.Out Storage S= 0.0630 , min jseci iNhr) (~ftj . (cu ft) (cu ft) ~cu ft 5.23 314 3.12 2.47 1041 314 127 Tc = 4.01 min., by Equation 3-2 of Guidelines 5 300 3.18 2.52 1014 300 114 152 ft. Gutter flow 10 600 2,24 1,78 1257 600 657 15 900 1.76 1.39 1403 900 503 Z1= 50.0 For Z2 20 1200 1,45 1,15 1508 1200 308 Z2 = 3.5 Type B=1.0 25 1500 1.23 0.98 1567 1500 67 n= 0.016 Rolled = 3.5 30 1800 1,05 0.83 1589 1800 -211 S= 0.0100 35 2100 0.91 0.72 1595 2100 -505 40 2400 0,81 0.64 1611 2440 •789 d= 02110 ft, Flow Width 10.6 ft, 45 2700 0,74 0,59 1647 2700 -1053 50 3000 0,69 0.55 1699 3000 -1301 55 3364 0.65 0.52 1155 3300 •1545 A R Q Tc Tctotal I Qc 60 3640 0.61 0.49 1807 3600 •1793 1.19 0.11 2.47 1,22 ~ 5.23 3.12 2.47 65 3900 0.58 0.46 1859 3900 •2041 70 4200 0.56 0.45 1929 4200 •2271 Qpeak for Case 1= 2.47 cfs 75 4500 0.55 0.44 2027 4500 -2473 80 4800 0.55 0,44 2138 4844 -2662 85 5100 0.53 0.42 2209 5100 -2891 90 5400 0.50 0.39 2174 5400 •3226 CASE 2 95 5700 0.45 0.36 2081 5700 •3619 100 6000 0.49 0.39 2378 6000 -3622 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.22 cfs 1105-013" TREATMENT REQUIREMENTS Minimum "05-413" Volume Required 477 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REDUIREMENTS -10 YEAR OESIGN STORM 2.47 cfs Maximum Storage Required by Bowstring 727 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single t Double r ~ MWMrr ~ ~ "MMMMMMM PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 10•Year Design Storm DETENTION BASIN DESIGN BASIN: 16 DESIGNER; GLA BASIN: 16 DATE: 27-May-05 Tot. Area 43,218 SF 0.99 Acres Imp. Area 7,321 SF C= 0.9 Time Increment (min) 5 Perv. Area 35,897 SF C= 0.15 Time of Conc. (min) 5.95 Wt. C= 0,28 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0.99 impervious Area (sq R) 7321 148 ft. Overland Flow 'C Fector 0.26 Area' C 0.215 Ct = 0.15 Treatment Area 3,721 L = 14$ ft, n= 0.40 Time Time Inc. Intens. Q Devel. Vol,ln Vol.Out Storage S= 0,0642 (min) f sec~ (inlhr) icft_ ~cu ft.~--~cu ft~, (cu ft) 5.95357 2,94 0.81 387 357 30 Tc = 3.96 min., by Equation 3-2 af Guidelines 5 300 3.18 0,87 351 300 51 145 ft. Gutter flow ~ 10 600 2.24 0.62 444 600 -156 15 900 1,76 0.48 493 900 401 21= 50,0 ForZ2 20 1200 1,45 0.40 528 1200 •672 ZZ = 3.5 Type B=1.0 25 1500 1.23 0.34 548 1500 -952 n= 0.016 Rolled = 3,5 30 1800 1.05 0,29 554 1800 -1246 S= 0.0050 35 2100 0.91 0.25 556 2100 •1544 40 2400 0,81 0.22 561 2400 -1839 d= 0,1580 ft. Flow Width 7.9 ft. 45 2700 0,74 0.20 573 2700 •2121 54 3000 0.69 0.19 591 3000 -1409 55 3300 0.65 0.18 610 3300 -2690 A R Q Tc Tc total I Qc 60 3604 0.61 0,11 628 3600 -2912 0.67 0. 0 5.95 2.94 0.81 65 3900 0,58 0.16 646 3900 -3254 08 0,81 2.0 70 4200 0.56 0.16 670 4200 -3530 Qpeak for Case 1= 0.81 cfs 75 4500 0.55 0.15 704 4500 -3796 80 4800 0.55 0.15 743 4800 4051 85 5100 0.53 0.15 767 5100 4333 90 5400 0.50 0.14 755 5400 -0645 CASE 2 95 5700 0.45 0.12 723 5100 -0911 100 6000 0.49 0.13 825 6004 •5175 Case 2 assumea a Time of Concentrabon less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.48 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 155 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flaw for the Besin is the greater of tfie iwo flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.81 cfs Maximum Storage Required by Bowstring 51 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single , ~ 1 Double ~ w m r m mm r wmwMr ~w mm-w mm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESlGN BASIN; 17 DESIGNER; GlA BASIN: 17 DATE: 27-May-05 Tot. Area 46,652 SF 1,01 Acres Imp. Area 7,350 SF C= 0,9 Time Increment (min) 5 Perv. Area 39,302 SF C= 0.15 Time of Conc. (min) 5.98 Wt, C= 0.27 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 1A7 Impervious Area (sq ft) 7350 148 f1. Overland Flow 'C Factor 0.27 Area' C 0.287 Ct = 0,15 Treatment Area 3,750 L = 148 fl. n= 0.40 Time Time Inc. Intens. Q Dsvel. Vol.ln Vol,Out Storage S= 0.0642 .1mmj; sec). (inlhr)....... ~cu ft) Icu ft) - . . 5,98 359 2,94" 0.84 406 359 47 Tc = 3,96 min,, by Equation 3-2 of Guidelines 5 300 3,18 0,91 367 300 87 148 ft. Gutter flow 10 600 2.24 0,64 465 600 -135 15 900 1.76 0,50 515 900 -385 21 = 50.0 For Z2 20 1200 1.45 0.42 552 1200 -648 Z2 = 3.5 Type B=1.0 25 1500 1.23 0.35 572 1500 -928 n= 0.016 Rolled = 3.5 30 . 1800 1.05 0.30 579 1800 •1221 S= 0.0050 35 2100 0.91 026 581 2100 -1519 40 2400 0.81 0,23 586 2400 -1814 d= 0.1600 R. Flow Width 8,0 ft. 45 2700 0.74 0.21 599 2700 -2101 . 50 3000 0.69 0.20 618 3000 -2382 55 3300 0,65 0.19 638 3300 •2662 A R Q Tc Tc total I Qc 60 3600 0.61 0.18 656 3600 •2944 . . . < < - 0.68 0.08 0.84 2.02 5.98 2.94 0.84 65 3900 0.56 0.17 675 3900 -3225 . 70 4200 0.55 0,16 700 4200 -3500 Qpeak for Case 1= 0.84 cfa 15 4500 0.55 0.16 736 4500 -3764 80 4800 0.55 0.16 776 4840 -1024 85 5100 0.53 0.15 802 5100 -4298 90 5400 0.50 0.14 789 5400 -4611 CASE 2 95 5700 0,45 0.13 755 5700 -4945 100 6000 0.49 0.14 862 6000 -5138 Case 2 assumes a Time of Concentration leas than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.48 cfs "05-013" TREATMENT REQUIREMENTS . Minimum "05-013" Volume Required 156 cu ft Provided Treatment Volume 5,266 au ft So, the Peak flow for the Basin is the greater of the two flows, DRYWEII REQUIREMENTS -10 YEAR DESIGN STORM 0.84 cfs Maximum Storage Required by Bowstring 67 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double w ~ ~ ~ ~ ~ m m m rr m m~ m so mm PEAK f LOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRIkG METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BAS1N DESIGN BASIN; 18 DESIGNER: GLA BASI N: 18 DATE: 27-Mey-05 Tot. Area 66,179 SF 1.52 Acres Imp. Area 14,165 SF C= 0.9 Time Increment (min) 5 Perv. Area 52,014 SF C= 0.15 Time of Conc. (min) 7.13 Wt. C= 0,31 Outflow (cfs) 1 Design Year Flaw 10 CASE 1 Area (eaes) 1.52 Impervious Area (sq ft) 14165 260 ft. Overland Flow 'C Factor 0.31 Area " C 0.472 Ct = 0.15 Treatment Area 8,765 L = 260 ft. n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0,0680 ~mint (sec) Pnlhr) (cfs) , (cu ft) (cu ft) (cu ft~ 7.13 428 2,70 1.27 729 ~ 428 301 Tc = 5,45 min., by EquaGon 3-2 of Guidelines 5 300 3.18 1.50 603 300 303 213 ft. Gutter flow 10 800 2.24 1.06 186 600 188 15 900 1.76 0.83 866 900 -34 21= 50,0 ForZ2 20 1200 1.45 0.69 923 1200 -277 Z2 = 3.5 Type 8=1,0 25 1500 1.23 0.58 954 1500 -546 n= 0,016 Ralled = 3.5 30 1800 1.05 0.50 964 1800 -836 S= 0.0165 35 2100 0.91 0.43 965 2100 -1135 40 2400 0.81 0.38 972 2400 -1428 d= 0.1495 n. Flow Width 7.5 ft. 45 2700 0.74 0.35 992 2100 -1706 50 3000 0.69 0,32 1022 3000 •1978 55 3300 0.65 0,31 1055 3300 -2245 A R Q Tc Tc total I Qc 60 3600 0.61 0.29 1085 3600 •2515 0.60 0A7 1,27 1.68 1.13 2,70 ~ 1.27 65 3900 0.58 0.28 1116 3900 -2184 10 4200 4.56 0.27 1151 4200 •3043 Qpeak for Case 1= 1.27 cfs 75 4540 0.55 0.26 1215 4500 -3285 ' 84 4800 0.55 0,26 1281 4800 -3519 85 5100 0.53 0.25 1323 5100 •3777 90 5400 0.50 0.23 1301 5400 -4099 CASE 2 95 5700 0.45 0,21 1245 5700 -4455 100 6000 0.49 0.23 1422 6000 -4578 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc--5 intensity)(Imp. Area) = 0.93 cfs 1105-013" tREATMENT REQUIREMENTS Minimum "05-013" Volume Required 365 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak ftow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.27 cfs Maximum Storage Required by Bowstring 303 cu ft Provided Storage Volume 18322 cu ft Number end Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRIMG METHOD PROJECT: Sheiley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BAStN: 19 DESIGNER: GLA BASIN: 19 DATE: 27-May-05 Tot. Area 32,865 SF 0.15 Acres Imp. Area 11,014 SF C= 0.9 Time Increment (min) 5 Perv. Area 21,851 SF C= 0.15 Time of Conc. (min) 5.42 Wt. C= 0.40 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0.75 Impervious Area (sq ft) 11014 111 ft, Overland Fiow 'C Factor 0,40 Area " C 0.303 Ct = 0.15 Treatment Area . 5,614 L = 111 R. n= 0.40 Time Time Inc, Intens, Q Devel. Vol.in Vo1.0ut Storege s= 0,0899 min> 4secL _ 4in/hrL (i~ -.(cu ft) (cu ft). . . 5.42 325 3.07 0.93 405 325 80 Tc = 3.01 min., by Equation 3-2 of Guidelines , 5 300 3.18 0.96 381 300 87 203 ft. Gutter flow 10 600 2.24 0.68 482 600 -118 15 900 1,76 0.53 537 940 -363 Z1= 50.0 For Z2 20 1200 1.45 0.44 577 1200 -623 Z2 = 3.5 Type B=1,0 25 1500 1,23 0.37 599 1500 •901 n= 0,016 Rolled = 3.5 30 1800 1.05 0.32 607 1800 -1193 S= 0.0068 35 2100 0.91 0.28 610 1100 -1490 40 2400 0,81 0,25 615 2400 -1785 d= 0.1570 R. Flow Width 7.9 ft. 45 2700 0.74 022 629 2700 -2071 50 3000 0.69 0.21 649 3000 -2351 55 3300 0,65 0.20 670 3300 -2630 A R Q Tc Tc total I- Qc 60 3600 0.81 0.19 690 3800 -2914 . - - - - - 0.66 0.08 ~0.93 2.41 5.42 3.07 0.93 65 3900 0.58 0.18 710 3900 -3190 70 4200 0.56 0.11 136 4200 -3464 Qpeak for Case 1= 0,93 cfs 75 4500 0.55 0.17 774 4500 -3126 80 4600 0,55 0.17 816 4800 -3984 85 5100 0,53 0.16 843 5100 -4257 90 5400 0.50 0.15 830 5400 -4570 CASE 2 95 5100 0.45 0.14 795 5700 -4905 100 6000 0,49 0.15 908 6000 -5092 Case 2 assumes a Time of ConcenUation less than 5 minutes so that the peak flow =,90(Tc=5 intensity)(Imp. Area) = 0.72 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 234 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the 8asin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM , 0.93 cfs ` Maximum Storage Required by Bowstnng 81 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single , 1 Double r i m m m m m m m m m m m m r m m m r PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10•Year Design Storm DETENTION BASIN DESIGN BASIN: C(4th Addition) DESIGNER: GLA BASIN: C(4th Addition) DATE; 27-May-05 Tot. Area 246,398 SF 5.68 Aaes Imp. Area 103,083 3F C= 0.9 Time Increment (min) 5 Pero. Area 143,315 SF C= 0.15 Time of Conc. (min) 10.98 Wt. C= 0.46 Outflow (cfs) 1 Deaign Year Flow 10 CASE 1 Area (acres) 5.66 fmpervious Area (sq ft) 103083 114 R. Overland Flow 'C Factor 0.46 Area " C 2,623 Ct = 0.15 Treatment Area 58,083 L = 114 n. n= 0,40 Time Time Inc, Intens. Q Devel. Vol.ln Vol.Out Storage S= 0,0080 min) (sec) (inthr) ~ (cu,ftL. (cu ft) {cu ft~ 10.98 659 2,12 5.57 4913 659 4255 Tc = 6.32 min., by Equation 3-2 of Guidelines . 5 300 3,18 8,34 3351 300 3051 773 ft. Gutter flow 10 600 2,24 5.88 4721 600 4127 15 900 1.76 4.80 5175 900 4275 Z1= 50.0 ForZ2 20 1200 1,45 3.81 5429 1200 4229 Z2 = 3.5 Type B=1,0 25 1500 1.23 3,22 5558 1500 4058 n= 0,016 Rolled = 3.5 30 1800 1,05 2.15 5574 1804 3774 S= 0.0125 35 2100 0,91 2.39 5553 2100 3453 40 2400 0.81 2,12 5572 2400 3172 d= 0.2745 ft. Flow Width 13.7 ft. 45 2700 0.74 1,94 5669 2700 2969 50 3000 0.69 1.81 5825 3000 2825 55 3300 0.65 1.70 5996 3300 2698 A R Q Tc Tc total I Qc 60 3600 0.61 1.61 6159 3604 2559 65 3900 0.58 1.53 6324 3900 2424 2.02 0.14 5.57-. . 4.66 10.98 2,12 . 5.57 , 70 4200 0.56 1.48 6548 4200 2348 Qpeak for Case 1= 5.57 cfs 75 4500 0.55 1.45 6889 4500 2369 80 4800 0.55 1.44 7236 4800 2436 85 5100 4,53 1.40 7464 5100 2364 90 5400 0.50 1.30 7338 5400 1938 CASE 2 95 5700 0,45 1,18 7018 5700 1318 100 6000 0.49 1,29 8408 6000 2008 Case 2 assumes a'Time of Concentration less than 5 minutes so that the peak flow :;,90(Tc=5 intensity)(Imp. Area) = 6,77 cfs 4 "05-413" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 2,420'cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 6,77 cfs Maximum Storage Required by Bowstring 4275 cu ft Provided 5torage Vdume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Leke 5th Addtfon 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 1 OESIGNER GLA BASIN: 1 DATE: 27•Mey-05 Tot. Area 29,669 SF ' 0.68 Aaes Time Inaemeni (min) 5 Imp, Area 13,301 SF G 0,9 Time of Cona (mfn) 5.00 Pero. Area 16,368 SF C= 0,15 Outflow (ds) 1 Wt. C= 0.49 Design Year Flow 50 Area (acres) 0.68 CASE 1 Impervious Area (sq ft) 13301 'C Fector 0.49 0 ft. Overiand Flow Area' C 0.331 TreatmentArea 7,901 Ct= 0.15 L= 0 ft. Time Time Inc, IMens. Q Devel, Vol.ln Vol,Out Storage n= 0.40 (min) sec (in/hr)ft1 (cu ft) (cu flL. S= 0.1090 5.00 300 4.56 1.52 610 300 310 Tc = 0.00 min., by Equation 3-2 of Guidelines 5 300 4.58 1.52 610 304 310 10 600 3.21 1.06 146 600 146 221.55 ft. Gutter flow 15 900 2.44 0,81 810 900 -90 20 1200 1.98 0,66 854 1200 -346 Z1= 50.0 For Z2 25 1500 1.68 0.56 889 1500 -611 22 = 3.5 Type B=1,0 30 1800 1.46 0.48 919 1800 -881 n= 0.016 Rolled = 3.5 35 2100 1.30 0,43 947 2100 -1153 S= 0.0089 40 2400 1.18 0.39 916 2400 -1424 45 2700 1.08 0,36 1006 2700 -1694 d= 0,1795 ft. Flow Width 9.0 ft. 50 3000 1.01 0.33 1435 3000 -1965 . 55 3300 0.94 0.31 1060 3300 •1240 60 3600 0.88 0.29 1081 3600 •2519 A R Q Tc Tc total I Qc 65 3900 0.83 028 1102 3900 -2798 ~ 0.86 0.09 1,52 2.10 5.00 4.58 1.52 70 4200 0,79 0.26 1132 4200 •3088 75 4500 0.77 0.26 1174 4500 -3326 Opeak for Case 1= 1,52 cfa 80 4800 0.15 0.25 1224 4800 -3576 85 5100 0.73 0.24 1264 5100 -3836 90 5400 0,70 0.23 1273 5400 -4127 95 5700 0.66 022 1283 5700 -4437 CASE 2 100 6000 0.68 0.23 1374 6000 4626 ' Case 2 assumes a Time of Conoeniration less than 5 minutes so lhat the "05-013" TREATMENT REflUIREMENTS peak flow =.90(Tc--5 intensity)(imp. Area) ~ 1,26 cfs Minimum "05-013" Vo►ume Required 206 cu ft Provided TreatmeM Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Maxlmum Storage Requfred by Bowstring 310 cu ft 1.52 cfs Provided Storege Volume 18322 cu ft Number end Type of Drywells Required 0 Single 1 Double PF.AK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion SaYear Design Storm DETENTION BASIN DESIGN BASIN: 2 DESIGNER GlA BASIN; 2 DATE: 21•May-05 7ot. Area 14,982 SF 0.34 Aaes Time Inaement (min) 5 imp, Area 10,446 SF C= 0,9 Time of Conc. (min) 5.00 Perv, Area 4,536 SF C= 0.15 Outflow (ds) 1 Wt. C= 0.67 Design Year Flow 50 Area (eaes) 0.34 CASE 1 Impervfous Area (sq ft) 10446 `C Fector 0.67 0 ft. Overiand Flow Area' C 0.231 TreaMent Area 5,046 Ct = 0.15 L= 0 fl. Time Time Inc. Intens, Q Devel. Vol.in Vol.Oul Storege n = 0.40 (min) „~sec)Lnmr,~_,Cfs} (cu ft) _ (cu ft) fcu ft~ S= 0.1090 5.00 300 4,56 1,06 426 300 126 Tc = 0.00 min., by Equation 3-2 of Guidelines 5 300 4,58 1,06 426 300 126 10 600 3.21 0,74 521 600 •79 174 ft. Gutter ftow 15 900 2.44 0.57 566 900 -334 20 1200 1.98 0,46 397 1200 -603 Z1= 50.0 Fot Z2 25 1500 1.68 0,39 822 1500 -678 Z2 = 3.5 Type B=1.0 30 1600 1.46 0.34 642 1800 • 1156 n= 0.016 Roiled = 3,5 35 2100 1,30 0.30 662 2100 -1438 S= 0.0089 40 2400 1,18 0.27 682 2400 -1716 45 2700 1.08 0.25 703 2700 -1997 d= 0.1570 ft. Flow Width 7.9 fl. 54 3000 1.01 0.23 723 3000 -2277 . 55 3300 0.94 0.22 741 3300 -2559 60 3500 0.88 0.20 755 3600 -2845 , A R Q Tc Tc total I Qc 65 3900 0.83 0.19 771 3900 -3129 0.66 0,08 1.06 1.80 5.00 4.56 1,06 70 4200 0.79 0.18 791 4200 -3409 75 4500 0.77 0.18 820 4500 -3680 Qpeek for Ceae 1= 1.06 cfs 80 4800 0.75 0,17 855 4800 -3945 85 5100 0,73 0.17 884 5100 -4216 99 5400 0.70 0.16 89D 5400 -4510 95 5700 0.66 0.15 883 5700 -4811 CASE 2 100 6000 0.68 0.16 961 6000 -5039 Case 2 assumes a Time oi ConcentraUon less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.99 cfs Mlnimum "05-013" Volume Required 131 cu ft Provided Treaiment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak ilow for the Besin is the grealer of the two flows, Meximum Storege Required by Bowstring 126 cu ft 1.06 cfs Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECt; Shelley Lake Sth Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Qesign Storm DETENTION BASIN DESIGN BASIN; 3 DESIGNER GLA BASIN; 3 ' DATE; 27-Mey-05 Tot. Area 33,684 SF 0.77 Acres Time Inaement (min) 5 Imp. Aree 18,671 SF G 0.9 Time of Conc. (min) 5.00 Perv. Area 15,013 Sf C= 0.15 Outftaw (ds) 1 Wt, C= 0.57 Design Year Flow 50 Area (eaes) 0.17 CASE 1 Imperviaus Area (sq ft) 18671 'C' Factor 0,57 0 ft. Overiand Flow Area "C 0,437 Treatmem Area 9,671 Ct = 0.15 L= 0 ft, Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storege n= 0.40 ~Lminfinlhr~ (cfs) (cu ft) - (cu ft~.._~T . S= 0,0680 , 5.00 300 ~4,58 2.00 805 300 505 Tc = 0.00 min,, by Equation 3-2 of Guidelines S 300 4.58 2.00 805 300 505 10 600 3.21 1,40 985 600 385 395 ft. Gutter flow 15 900 2.44 1.07 1010 900 170 20 1200 1,98 0.81 1128 1200 -72 . Z1= 50.0 ForZ2 25 1500 1,88 0,73 1175 1500 -325 Z2 = 3.5 Type B=1.0 30 1800 1.46 0.64 1214 1800 -586 n= 0.016 Rolled = 3,5 35 2100 1.30 0.57 1251 2100 -849 S= 0.0114 40 2400 1,18 0.52 1289 2400 •1111 45 2700 1.08 0.47 1328 2700 -1372 d= 0.1900 fl. Flow Width 9.5 ft. 50 3000 1.01 0.44 1367 3000 -1633 . 55 3300 0.94 0.41 1400 3300 -1900 60 3600 0,88 0,39 1428 3600 -2172 A R Q Tc Tc totel I Qc 65 3900 0,83 0.36 1456 3900 -2444 0.97 0.09 2.00 3,19 5.00 4.58 2.00 70 4200 0,79 0.35 1495 4200 -2705 75 4500 0.77 0.34 1550 4500 •2950 Qpeak for Case 1= 2.00 cfs 90 4800 0,75 0.33 1617 4800 -31 B3 85 5100 0.73 0.32 1670 5100 -3430 90 5400 0,70 0.31 1681 5400 -3716 95 5700 0.86 0.29 1669 5700 -4031 CASE 2 100 6000 0.68 0.30 1815 6000 -4186 =0_=--= Cese 2 assumes a Time of Conceniration less then 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Area) = 1,11 cfs Minimum "05-013" Volume Required 252 cu ft Provided Treatment Volume 5,266 cu ft DRY4VELl REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Mayumum Storage Required by Bowstnng 505 cu ft 2.00 cfs Provided Storage Volume 18322 cu ft Number end Type oi Drywells Required 0 Single 1 Dauble PEAK FLOW CALCULATION PROJECT; Shelley Lake Sth Addtion BOWSTRING METHOD PROJECT; Shelley Leke 5th Adduon 60•Year Deslgn Storm DETENTION BASIN DESIGN BASIN: 4 DESIGNER GLA BASIN: 4 DATE: 21•May-05 Tot, Area 28,769 SF 0.66 Acres Time Inaement (min) 5 Imp. Area 14,993 SF C= 0.9 Time oi Conc. (min) 5,00 Perv, Area 13,776 SF C= 0.15 Outflow (cfs) 1 Wt. C= 0,54 Design Year Flow 50 Anee (ecres) 0.66 CASE 1 Imperoious Area (sq ft) 14993 'C' Fector 0.54 , 0 ft. Overland Flow Area"C 0,357 Treatmeni Area 7,793 Ct ~ 0,15 L= fL Time Time Inc, Intens. Q Devel, Vol.in Vol,Out Starege n = 0.40 (min) (sec) (iNhr) (cu fl) (cu ft) liu ft~ _ S= 0.0680 5.00 300 4,58 1,64 651 300 357 Tc = 0.00 min., by Equation 3-2 of Guidelines 5 300 4.58 1,64 657 300 357 10 600 3.21 1,15 804 600 204 300 ft. Gutter flow 15 900 1.44 0,87 874 900 -26 20 1200 1,98 0.71 921 1200 -279 Z1= 50.0 For Z2 25 1500 1.68 0,60 959 1500 -541 Z2 = 3.5 Type B=1.0 30 1800 1,46 0.52 991 1800 -609 n= 0.016 Rolled = 3,5 35 2100 1,34 0.46 1021 2100 -1079 S= 0.4183 40 2400 1.18 0.42 1052 2400 -1348 45 2700 1.08 0.39 1085 2700 -1615 d= 0.1615 ft, Flow Wldth 8.1 ft, 50 3000 1.01 0.36 1116 3000 -1884 , 55 3340 0.94 0.34 1143 3300 -1157 60 3600 0.88 0.31 1166 3600 -2434 A R Q Tc Tc totel I Qc 65 3900 0.83 0.30 1189 3900 -2711 0.70 0.08 1.64 2.13 5.00 4,58 1.64 TO 4200 0.79 0,28 1221 4200 -2979 75 4500 0.77 0.28 1266 4540 -3234 Qpeak for Case 1= 1.64 cfa 80 4800 0.75 0,27 1320 4800 •3480 . 85 5100 0.73 0.26 1364 5100 -3736 90 5400 0.70 0.25 1313 5400 -4027 95 5700 4.66 0.23 1353 5700 -4337 CASE 1 100 8000 0,68 0,24 1482 6000 -4518 Case 2 assumes a Time of Cancentretion less then 5 minutes so thet the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensfty)(Imp. Area) = 1,42 cfs Mlnimum "05-013" Voiume Required 203 cu ft Provided Treatrnent Volume 5,266. cu ft DRYWELL REQUIREMENTS - 54 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater oi the Mro flows, Maximum Storage Required by Bowstring 357 cu ft 1.64 cis Provided Storage Volume 18322 cu ft Number and Type oi Drywells Required 0 Single 1 Double ~ ~ m m m mr m mmr .r m m m mm mm PFAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN: • 5 DESIGNER GLA BASIN; 5 DATE; 27-May-05 ' Tot, Area 166,849 SF 3.83 Acres Time Inaement (min) 5 Imp. Area 0 SF C= 0.9 Time of Conc. (min) 11.59 Perv. Area 166,849 SF C= 0,15 " Outflow (ds) 1 ' Wt, C= 0.15 Desfgn Year Flow 50 Area (acxes) 3.83 CASE 1 Impervious Aree (sq fl) 0 'C' Factor 0.15 581 ft. Overland Flow Area"C 0.575 Treatment Area 0 Ct= 0.15 L= 581 fl. Time Time Inc, Intens, Q Devel. Vol.ln Vol.Out Storege n= 0.40 (min) sec I inmr)__.__(9fs) (cu R~ (a~ ft) .,~cu ft) ai S= 0.0275 11,59 695 2,92 1.68 1581 695 866 Tc = 11.59 min,, by Equation 3-2 of Guidelines 5 300 4.58 2.63 1057 300 151 10 600 3,21 1.84 1481 600 881 0 ft. Gutter flow 15 900 2.44 1,40 1594 900 694 20 1200 1.98 1,14 1635 1200 435 Z1= 50.0 For Z2 25 1500 1.68 0,96 1672 1500 172 Z2 = 3,5 Type B=1,0 ~ 30 1800 1,46 0,64 1107 1800 -93 n= 0.016 Rolled = 3.5 35 2100 1,30 0.75 1143 2100 •351 S= 0.0427 40 2400 1,18 0.69 1784 2400 -616 45 2700 1.08 0.62 1828 2700 -672 d= 0.1390 ft, FlowWidth 7.0 ft. 50 3000 1,01 0.58 1873 3000 -1127 55 3300 0.94 0.54 1911 3300 -1389 60 3600 0.88 0.51 1943 3600 -1657 A R Q Tc Tc total I Qc 65 3900 0.83 0,48 1977 3900 •1923 0.52 0.07 1,68 0.00 ~ 11.59 1,92 1.68 70 4200 0.79 0.46 2025 4200 -2175 75 4500 0.77 0.44 2096 4500 -2404 Qpeak for Case 1= 1.68 cfs 80 4800 0.75 0.43 2182 4800 •2618 85 5100 0.73 0.42 2250 5100 •2850 90 5400 0.70 0.40 2263 5400 •3137 95 5700 0.66 0.38 2242 5700 -3458 CASE 2 100 6000 0,66 0.39 2437 6000 -3563 Cese 2 assumea a Time of Concenlration less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak Bow =,90(Tc=5 intensity)(Imp, Area) = 0,00 cfs Minimum "05-013" Volume Required 0 cu fl Provided Trealment Volume 5,266 cu ft , DRYWELL REQUIREMENTS - 50 YEAR OESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Maxfmum Storege Required by Bowstring 881 cu ft 1.66 cfs Provided Storege Volume 18322 cu fl Number and Type of Drywells Required 0 Single 1 Doubfe PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50-Year Design Storm DETENTION BASIN DESIGN BASiN; fi DESIGNER GLA BASIN: 6 DATE: 27•May05 Tot. Area 50,713 SF 1.16 Acres Time Increment (m(n) 5 Imp. Area 15,434 SF C= 0.9 Time of Conc. (min) 1.53 Perv. Area 35,279 SF C= 0.15 Outflow (cfs) 1 Wt. C= 0,38 Desfgn Year Flow 50 Area (acres) 1.16 CASE 1 Impervious Ares (sq ft) 15434 'C' Factor 0,38 245 ft. Overland Flow Area "C 0.440 Treatment Area 10,184 Ct= 0.15 L= 245 fl. Time Time Inc, Intens. Q Devel. Vol.ln Vol.Out Storege n = 0.40 (minl (sec) inlhI..r) (cfs)~(cU ft) _ _ ~cu ft) (cu ft) S= 0.0321 7.53 452 3.78 1.67 1008 452 556 Tc = 6.55 min., by Equation 3-2 of Guidelines 5 300 4.58 2.02 811 300 511 10 600 3.21 1.41 1084 600 464 228 ft, Gutterflow 15 900 2.44 1,08 1133 900 233 20 1200 1.98 0.87 1181 1200 •19 Z1= 50.0 ForZ2 25 1500 1,68 0.14 1221 1500 -219 Z2 = 3.5 Type B=1,0 30 1800 1,46 0.64 1255 1800 -645 , n= 0.016 Rolled = 3.5 35 2100 1.30 0.57 1289 2100 -811 S= 0.4660 40 2400 1.18 0.52 1324 2400 -1076 45 2100 1.08 0.48 1362 2100 -1338 d= 0.1323 ft. Flow Width 6.6 ft, 50 3000 1.01, 0.44 1399 3000 -1601 55 3300 0,94 0,41 1431 3300 -1669 60 3600 0,88 0.39 1457 3600 -2143 A R Q Tc Tc total I Qc 65 3900 0.83 0.37 1485 3900 -2415 0.47 0,07 1.83 0,97 7,53 ~8.78 1.67 70 4200 0.79 0,35 1523 4200 •2671 75 4540 0.77 0.34 1578 4500 -2922 Qpeak for Case 1= 1.67 cfs 60 4800 0.75 0.33 1645 4800 -3155 85 5100 0.73 0.32 1696 5100 -3402 90 5400 0.70 0.31 1709 5400 -3691 95 5700 0.66 0.29 1695 5700 -4005 CASE 2 100 6000 0,66 0,30 1843 6000 -4157 Case 2 assumes a Time of Conoentration less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.46 cfs Minimum "05-013" Volume Required 280 cu ft Provided TreatmeM Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak ftow for the Basin is the greater of the lwo flows, Maximum 3torage Required by Bowstring 556 cw ft 1.67 cfs Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single , 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion ~ BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 7 DESIGNER GLA BASIN: 7 DATE: 21-May-05 Tot Area 45,480 SF 1.04 Acres Time increment (min) 5 Imp, Area 9,426 SF Cr 0.9 T1me oi Conc. (min) 8.05 Perv. Area 36,054 SF C= 0,15 OuNiow (de) 1 Wt, C= 0,31 Design Year Flow 50 Area (aaes) 1.44 CASE 1 Impervious Area (sq fl) 9426 ==r=== 'C' Factor 0.34 196 ft. 4vedand Flow Area' C 0.319 Treatment Area 5,826 Ct= 0,15 L= 196 R, Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storege n= 0.40 (min) sec jnlhr~ cfs (cu ft) a~ ft (~cu fl S= 0.0255 8.05 483 3.65 1.16 753 483 270 Tc = 6.18 min., by Equation 3-2 of Guidelines 5. 300 4.58 1.46 567 300 287 10 640 3.11 1.02 782 600 182 149 ft. Gutter flow 15 900 2.44 0.78 629 900 -71 20 1200 1.98 0.63 662 1200 -338 Z1= 50.0 For Z2 25 1500 1.68 0,53 890 1500 -610 Z2 = 3,5 Type B=1.0 30 1800 1,46 0.47 914 1800 -886 n= 0.016 Roiled = 3.5 35 2100 1.30 0.41 936 2109 -1162 S= 0,0050 40 2400 1.18 0.38 963 2400 -1431 45 2700 1.08 0.35 890 2700 •1110 d= 0.1810 ft. Flow Width 9.1 ft. 50 3000 1.01 4.32 1016 3000 -1984 . 55 3300 0.94 0.30 1039 3300 •2261 60 3600 0.88 0,28 1058 3600 -2542 A R Q Tc Tc total I Qc 65 3900 0.83 0.27 1076 3900 •2822 6.88 0.09 1.16 1,87 8,05 3.65 1,16 70 4200 0.79 0.25 1106 4200 -3094 75 4500 0.77 0.25 1146 4500 •3354 Qpeak for Cese 1= 1,16 cfs BO 4800 0.75 0.24 1194 4800 •3605 85 5100 0.73 0.23 1232 5100 -3868 90 5400 0,70 0.22 1240 5400 -4160 95 5100 0.66 0.21 1230 5700 -4470 CASE 2 100 6000 0.68 0,22 1331 6000 -4663 Case 2 assumes a Time oi Concentration less than 5 minutes so tlhat the "05-013" TREATMENT REQl11REMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.89 cfs Minimum "05-013" Vofume Required 152 cu ft Proa'rded Treetment Volume 5,266 cu ft ORYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for ihe Basin is the greater of the two flows, Maximum Storage Required by Bowstring 287 cu ft 1.16 cfs Provided Storage Vo4ume 18322 cu n Number and Type of Drywells Required 0 S(ngle 1 Double PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Sheliey Lake Sth Addtion 50-Year Design Storm DETENTION BASIN DESIGN BASIN: 8 DESIGNER GLA BASIN: 8 DATE: 27•May-05 Tot. Area 22,136 SF 0,52 Acxes Time increment (min) 5 Imp, Area 6,852 SF C= 4.9 Time of Conc. (min) 8.67 Perv. Area 15,864 SF C= 0,15 Outflow (ds) 1 Wt, C= 0.36 Design Year Flow 50 Area (acxes) 0,52 CASE 1 ImpeNious Area (sq ft) 6852 'C' Fector 0.38 246 ft. Overland Flow Area "C 0,196 Treatment Area 5,052 Ct= 0.15 t= 246 ft. Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storege n = 0.40 min sec (inlhr) (cu ft) fcu ft~ _ S= 0.4244 8.87 532 3.45 0.68 483 532 -49 Tc = 7.17 min., by Equaiion 3•2 of Guidelines 5 300 4,58 0.90 361 304 61 10 600 3.21 0.63 492 640 -108 118 ft. Gutter Now 15 900 2,44 0.48 518 900 -382 20 1200 1,96 0.39 537 1200 -663 Z1= 50.0 ForZ2 25 1500 1,68 0.33 553 1500 -947 Z2 = 3.5 Type B=1.0 30 1800 1.46 0.29 567 1809 -1233 n= 0.016 RoNed = 3,5 35 2100 1.30 0.25 581 2100 •1519 S= 0.0050 40 2400 1.18 0.23 596 2400 -1604 45 2700 1.08 0.21 613 2700 -2087 d= 0.1480 ft. Flow Width 7.4 fl. 50 3000 1.01 020 628 3000 -2371 55 3300 0.94 0.18 643 3300 -2657 60 3600 0.88 0,17 654 3600 -2946 A R Q Tc Tc total I Qc 65 3900 4.83 0.16 666 3909 -3234 0.59 0.01 0.68 1.70 8.87 3,45 0.68 70 4200 0.79 0.16 683 4200 -3511 15 4500 0,77 0.15 708 4500 •3792 Qpeak for Caee 1= 0.68 cfa 80 4800 0.75 0.15 737 4800 -4063 85 5100 0.73 0.14 761 5100 -4339 90 5400 4.70 0,14 765 5400 -4635 95 5700 0.66 0.13 759 5700 -4941 CASE 2 100 6000 0,68 0.13 825 6000 -5175 Case 2 assumes a Tfine of Concentration less then 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Aree) = 0.65 cfs Minimum "05-013" Volume Required 131 ar ft Provided Treatment Volume 5,266 cu ft ORYWELL REQUIREMENTS • 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Ma)cimum Storage Required by BowsMng 61 cu ft 0.88 ds Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 DouWe PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PRQJECT; Shelley Lake 5th Addtion 50•Year Design Stonn DETENTION BASIN DESIGN BASlN; 9 DESIGNER GLA BASIN: 9 DATE: 27-May-05 Tot. Area 131,355 SF 3.15 Aaes Time Inaement (min) 5 Imp, Area 19,202 SF C= 0.9 Tlme o( Conc. (min) 11.64 Perv, Area 118,153 SF C= 0,15 Outflow (cts) 1 Wt. C= 0,25 Desfgn Year Flow 50 Area (eaes) 3.15 CASE 1 Impervious Area (sq fl) 19202 = 'C' Fector 0.25 431 ft. Overland Flaw Area * C 0.804 Treatment Area 12,002 Ct = 0.15 L= 431 ft, Time Time Inc. Iniena. Q Devel. Vol.ln Vol.Out Storege n= 0.40 @(min) sec (iNhr) (cu ft) (cxi ft) cu ft~ S= 0.0371 11.64 698 2.91 2.34 2187 698 1488 Tc = 8.86 min., by Equatlon 3-2 of Guidelines 5 300 4.58 3.68 1479 300 1119 10 600 3.21 2.58 2072 600 1472 296 ft. Gutter flow 15 900 2.44 1.96 2231 900 1331 20 1200 1.98 1.59 2288 1200 1088 Z1= 50.0 Fa Z2 25 1500 1.68 1.35 2340 1500 840 Z2 = 3.5 Type B=1.0 30 1800 1.46 1.17 2389 1800 589 n= 0.016 Rolled = 3.5 35 2100 1.30 1.04 2439 2100 339 S= 0.0068 40 2400 1,18 0.95 2496 2400 96 45 2700 1.08 0.87 2558 2700 -142 d= 4.2222 fl. Flow Width 11.1 fl. 50 3000 1.01 0.81 1620 3000 -384 55 3300 0.94 0.16 2674 3300 -626 60 3600 0.88 0.71 2719 3600 -881 A R Q Tc Tc total I Qc 65 3900 0.83 0.67 2186 3900 -1134 1.32 0.11 2,34 2,78 11,64 2.91 2,34 70 4200 0.19 0.64 2833 4200 -1367 75 4500 0,77 0,62 2932 4500 -1568 Qpeak for Case 1= 2.34 cfs 80 4800 0.75 0.61 3052 4800 -1748 85 5100 0.13 0.59 3148 5100 •1952 99 5400 0.10 0,56 3165 5400 -2235 95 5100 0.66 0,53 3131 5700 -2563 CASE 2 100 6000 0,68 0.55 3449 6000 •2591 --=a=aa Case 2 assumes a Time of Concentration less lhen 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp, Area) = 1.82 cfs Minimum "05-013" Volume Required 312 cu ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow (or the Basin is the greater of the iwo flows, Meximum Storage Required by Bowstring 1488 cu ft 4.34 cfs Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double ~r mmm r mr r m mm r mr~ ~ ~ -mmm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METNOD PROJECT; Shefley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIW; 10 DESIGNER GLA BASI N: 10 DATE: 27-Mey45 Tot. Area 101,565 SF 2.33 Aaes Time Incxement (min) 5 Imp. Area 6,377 SF C= 0.9 Time oi Conc. (min) 8.70 Perv. Area 95,188 SF C= 0,15 Oumaw (cfs) 1 Wt, C= 0.20 Design Year Flow 50 Area (aaes) 2.33 CASE 1 Impervioua Area (sq ft) 6377 'C' Fector 0.20 335 ft, Overiand Flow Aree"C 0,460 TreatmeM Aree 6,377 Ct= 4.15 L= 335 ft. Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage n= 0.40 min (sec) (cfs) jcu l (cu ft) M(cu 111L. S= 0,0403 8.70 522 3.49 1.60 1121 522 599 Tc = 7.43 min., by Equation 3-2 of Guidelines 5 300 4.58 2,10 846 300 546 10 600 3.21 1,47 1146 600 546 246 ft, Gutter flow 15 800 2.44 1,12 1209 900 309 20 1200 1.98 0,91 1254 1200 54 Z1= 50.0 For Z2 25 1500 1.68 0.77 1292 1500 -208 Z2 = 3,5 Type B=1.0 30 1800 1.46 0.67 1326 1800 -474 n= 0.016 Rolled = 3.5 35 2100 1,30 0.60 1359 2100 -141 S= 0.0427 40 2400 1.18 0.54 1395 2400 -1005 45 2700 1,08 0.50 1433 2700 -1261 d= 0.1365 ft. Flow Width 6.8 ft. 50 3000 1.01 0.46 1471 3000 -1519 55 3300 0.84 0,43 1503 3300 •1197 60 3600 0.88 0.41 1531 3600 -1059 A R Q Tc Tc total I Qc 65 3900 0.83 0.38 1559 3900 -2341 0.50 0.07 1.60 1,28 8.70 3.49 1.60 70 4200 0.79 0.37 1596 4200 -1602 75 4500 0,77 0,35 1655 4500 -2845 Qpeak for Case 1= 1.60 ds BO 4800 0.75 0.35 1725 4800 •3075 85 5100 0.73 0,34 1780 5100 -3320 90 5400 0,70 0.32 1191 5400 -3609 95 5700 0.68 0.30 1716 5100 -3914 CASE 2 100 6000 0.68 0.31 1931 6000 -4069 Cese 2 assumes a Time of Concentrabon less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(To-5 intensity)(Imp. Area) = 0.60 cfs Minimum "05-013" Volume Required 166 au ft Provided TreatmeM Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the.Basin is the greater of ihe iwo flows, Maximum Storage Required by Bowstring 599 cu ft 1.60 cfs Provided Storage Volume 18322 cu ft Number and Type oi Drywells Required 0 Single 1 Double rr ir m mm ms ~ w~mm mw r~ mmr mm PEAK FLOW CALCULATION PROJECT: Shelley Lake Sth Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN; 11 DESIGNER GLA BASI N: 11 DATE: 27-Msy-05 Tot. Area 14,898 SF 0,34 Acres Tlme Inaement (min) 5 imp, Area 8,008 SF C= 0.9 Time of Conc, (min) 5,00 Perv. Area 6,890 SF C= 0,15 Outflow (ds) 1 Wt. C= 0.55 Design Year F1ow 50 Area (ecr+es) 0.34 CASE 1 Impervious Area (sq ft) 8008 'C Fector 0.55 0 fl, Overland Flow Area"C 0.189 Treatment Area 4,448 Ct= 0.15 L= 0 ft. Time Time inc. Intens. Q Devel. Vol.in Vol,Out Storage n= 0.40 min (sec) (INhr) -~o (au ft) (cu ft) (cu ftL- S= 0.0473 5.00 300 4.58 0.87 348 300 48 Tc = 0.00 min., by Equetion 3-2 oi Guidelines 5 300 4.58 0,87 348 300 48 10 600 3.21 0,61 426 600 -174 253 ft. Gutter flow 15 900 2,44 0,46 463 900 -437 20 1200 1.98 0,37 486 1204 -712 Z1= 50.0 ForZ2 25 1500 1,68 0.32 508 1500 -992 Z2 = 3.5 Type B=1.0 30 1800 1,46 0.28 525 1800 -1275 n= 0,016 Rolled = 3.5 35 2100 1.34 0.25 541 2100 -1559 S= 0.0079 40 2400 1.18 0.22 557 2400 •1843 45 2700 1.08 0.21 574 2700 -2126 d= 0,1490 ft. Flow Width 7.5 ft. 50 3000 1.01 0.19 591 3000 -2409 55 3300 0.94 0,18 605 3300 -2695 60 3600 0.88 0.11 617 3600 -1983 A R Q Tc Tc total I Qc 65 3900 0.63 0.16 630 3900 -3270 - - -=A, 0.59 0.07 0.87 2.88 5.00 4.58 0,87 70 4200 0.79 0.15 646 4200 -3554 . 75 4540 0.17 0.15 670 45U0 -3830 Qpeak for Cese 1= 0.87 cfs 80 4600 0.75 0,14 699 4800 -4101 85 5100 0.13 0.14 722 5100 -4378 90 5400 0.70 0,13 127 5400 -4673 95 5700 0.66 0.12 722 5700 -4978 GASE 2 100 6000 0.68 0.13 785 6000 -5215 Case 2 assumes e Time of Concentration lesa than 5 minutes so that the "05-013" TREA7MENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Aree) = 0.76 cfs Minimum "05-013" Volume Required 115 cu ft Provided TreatmeM Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR QESIGN STORM So, the Peak flow for the Basin is the greater ot the lwo flows, Maximum Storege Required by Bowstring 48 cu ft 0.87 cfs Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double M. Mm r r m~ m m r m m m mmm mmm PEAK FLOW CALCUlATION PROJECT: Sheliey Lake 5th Addtlon BOWSTRING METHOD PROJECT: Shelley Leke 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN; 12 OESIGNER GlA BASiN: 12 QATE: 27-May-05 Tot, Area 125,948 SF 2.89 Acres Time Increment (min) 5 Imp. Area 26,030 SF C= 0.9 Time ot Conc. (min) 8.38 Perv. Area 99,918 SF C= 0.15 Outflow (cfa) 1 Wt. C= 0.31 Design Year Flaw 50 Area (acres) 2.89 CASE 1 Impervious Area (aq ft) 26030 'C Factor 0.31 218 ft. Overland Flow Area' C 0.882 Treatment Area 15,230 Ct= 0.15 L= 218 ft. Time Time Inc. Intena. Q Devel. Vol.in Vol.Out Storage n = 0.40 min (sec) _ (iNhr) (cfs} (cu ft~ (cxr ft) (cu,ftj-_.,. S= 0.0321 8.38 503 3.58 3.14 2118 503 1615 Tc = 6.14 min., by Equatlon 3-2 of Guidelines 5 300 4.58 4,04 1623 300 1323 10 600 3.21 2.83 2180 600 1580 228 ft. Gutterflaw 15 900 2,44 2,15 2306 900 1406 ZO 1200 1.98 1.75 2395 1200 1195 21= 50,0 ForZ2 25 1500 1,68 1.48 2410 1500 970 Z2 = 3,5 Type B=1.0 30 1800 1,46 129 2536 1800 736 n= 0.016 Rolled = 3,5 35 2100 1,30 1.15 2601 2100 501 S= 0,0050 40 2400 1,18 1.04 2670 2400 270 45 2700 1.08 0,96 2744 2100 44 d= 0.2630 ft, Flow Width 13,2 ft. 50 3000 1.01 0.89 2816 3000 -164 ' 55 3300 0.94 0.83 2819 3300 -421 60 3800 0,88 0.78 2932 3600 -668 A R Q Tc , Tc total ! Qc 65 3900 0.83 0.73 2986 3900 -914 1.85 0.13 3.14 2.24 ~ 8,36 3.56 3.14 70 4100 0.79 0,70 3062 4200 -1138 75 4500 0.17 0.68 3112 4540 -1328 Qpeak far Case 1= 3.14 da 80 4800 0.75 0,66 3305 4800 -1495 65 5100 0.73 0,65 3411 5106 •1689 90 5400 0.70 0,62 3432 5400 -1968 95 5700 0.66 0,56 3404 5700 -2298 CASE 2 100 6000 0.68 0.60 3101 6000 -2299 Cese 2 assumes a Time of Cancentration less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak (low =,90(Tc=5 intensityr)(Imp. Area) = 2.46 cfs Mlnimum "05-013" Volume Required 396 cu ft Provided TreatmeM Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, tfe Peak flow for the Basin is the greater oi the two flows, Maximum Storage Required by Bowstring 1615 cu ft 3,14 cfs Pravided Siorage Volume 18322 cu ft Number and Type of Drywells Required 0 Singie 1 Doubfe ~ , ~r m m r m m m m in m =I s~ ~ ~ m m m m m PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Adduon 50-Year Design Storm DETENTION BASIN DESIGN BASIN; 13 DESIGNER GLA BASIN; 13 DATE: 27-May-05 Tot. Area 58,013 SF 1,33 Acres Time inaement (min) 5 Imp. Area 14,148 SF C= 0.9 Time of Conc, (min) 8.05 Perv. Area 43,865 SF C= 0,15 OuMow (cfa) 1 Wt. C= 0.33 Design Year Flow 50 Area (aaes) 1.33 GASE 1 Impervious Area (sq ft) 14146 'C' Factor 0.33 224 it Overland Flow Area • C 0.443 Treatment Area 10,548 Ct = 0.15 L= 224 ft. Time Time Inc, Intena, Q Devel. Vol.in Vol,Out Storage n = 0.40 . Cmin) sec Pnmr) (s (cu ftL, (ai ft) (cu ft S= 0.0313 ~ 8.05 483 3.65 ,4 1.62 1046 483 563 <=z Tc = 6.29 mfi., by Equation 3-2 of Guidelines 5 300 4.56 2.03 816 300 516 10 600 3,21 1,42 1088 600 486 180 R, Gutter flow 15 900 2.44 1.08 1152 900 252 20 1200 1,98 0.88 1198 1200 -2 Z1= 50.0 For Z2 25 1500 1.68 0,74 1231 1500 -283 Z2 = 3.5 Type B=1.0 30 1800 1.46 0.65 1211 1800 -529 n= 0.016 Rolled = 3.5 35 2100 1.30 0.58 13Q4 2100 -796 S= 0.0079 40 2400 1.18 0,52 1339 2400 -1061 45 2700 1.08 0.48 1376 2700 -1324 d= 0.1884 ft. Flow Width 9.4 ft. 50 3000 1,01 0.45 1413 3000 -1587 55 3300 0.94 0.42 1445 3300 -1655 60 3600 0.88 0.39 1471 3600 -2128 A R Q Tc Tc total I Qc 65 3900 0.83 0.31 1499 3900 -2401 0,95 0.09 1.62 1.75 J 8.05 3.65 1.62 70 4200 0,79 0,35 1537 4200 -2663 75 4500 0.77 0.34 1593 4500 •2907 Qpeak for Cese 1= 1.62 cfs 60 4800 0.75 0.33 1659 4800 -3141 85 5100 0,73 0.33 1113 5100 -3387 90 5400 0.70 0.31 1124 5400 -3676 95 5700 0.66 0.29 1709 5700 -3991 CASE 2 100 6000 0.68 0.30 1859 6000 -4141 Cese 2 assumes a Time of ConcenVaflan less than 5 minutes so thei the °05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp, Area) = 1.34 cfs " Minimum "05-013" Volume Required 214 cu ft Provided TreatmentVolume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flaws, Maximum Storage Requlred by Bowstring 563 cu ft 1.62 cfs ~Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double ~ ~ r ~r ~ ~ ~ r~ ~ ~r ~ ~ ~w ~ ~ ~ ~ ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Adddon BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 14 DESIGNER GlA . BASIN; 14 DATE: 27-May-05 Tot. Area 29,220 SF 0.67 Aaes Time Inaement (min) 5 lmp, Area 14,763 SF Ca 0,9 Time of Conc, (min) 12.72 Perv. Area 14,457 SF C= 0.15 Outflaw (c#s) 1 Wt. C= 0.53 Design Year Flow 50 Area (acxes) 0.67 CASE 1 Impemous Area (sq ft) 14763 'C Fector 0.53 141 fl. Overlend Flow Area "C 0.355 , Treatment Area 7,563 Ct = 0.15 L= 141 ft. Time Time Inc. Intens. Q Devel, Vol,ln Val,Out Storage n= 0,40 min) sec. (inmr) ~ , (cu ft) , cuft cu ft --L~.. ~ L- _zl.. S= 0.0035 12.72 763 2,14 1,40 1418 183 665 Tc = 9.20 min., by Equation 3-2 of Guidelines 5 300 4.56 1,62 653 300 353 14 600 3.21 , 1.14 915 600 315 295 ft, Gutter flow 15 900 2.44 0.87 1004 900 164 10 1200 1.98 0,10 1026 1200 •174 Z1= 50.0 For Z2 25 1500 1.68 0,59 1046 1500 -454 Z2 = 3,5 Type B=1.0 30 1800 1.46 0,52 1086 1800 -134 n= 0.016 Rolled = 3.5 35 2100 1.30 0,46 1087 2100 •1013 S= 0.0065 40 2400 1.18 0.42 1111 2400 -1289 45 2700 1.08 0,38 1138 2700 -1562 d= 0.1610 ft. Flow Width 8.1 ft. 50 3000 1.01 0.36 1165 3000 -1835 , 55 3300 0.94 0.33 1188 3300 -2111 60 3600 0.88 0.31 1207 3600 -2393 A R Q Tc Tc total I Qc 65 3900 0.83 0.30 1228 3900 -2672 0.69 0.08 0.97 3.62 12,72 2.74 0,87 70 4200 0.79 0.28 1257 4200 -2943 75 4540 0.77 027 1300 4500 -3200 Qpeak tor Cese 1= 0,97 cts 60 4800 6.75 0.27 1353 4800 -3447 85 5100 0.73 0.26 1396 5100 -3704 90 5400 0.70 0.25 1403 5400 -3997 95 5700 0.66 0.23 1390 5700 -4310 CASE 2 100 6000 0,68 0,24 1510 6000 -4490 Cese 2 assumes a Time of Concentration less than 5 minutes so that the "05•013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Area) = 1.40 cis Mfnimum °05-013" Volume Required 197 cu ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow far the Basin is the greater oi the iwo flows, Maximum Storage Required by Bowstring 665 au ft 1.40 cfs Provided Starege Volume 18322 cU ft Number and Type oi Drywells Required 0 Single 1 Double ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ rr w ~ ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Adddon BOWSTRING METHOD PROJECT: Shelley Leke 5th Addtion 54•Year Design Storm DETENTION BASIN DESIGN BASIN: 15 DESIGNER GLA BASIN; 15 DATE; 27-Mey-05 Tot. Area 137,227 SF 3.15 Acres Time Increment (min) 5 Imp. Area 18,659 5F C= 0,9 T'une of Conc. (min) 5.12 Pero. Area 118,566 SF C= 0,15 Outflow (cfs) 1 Wt. C= 0,25 Deslgn Year Flow 50 Area (acres) 3.15 CASE 1 Impervioua Area (sq ft) 18659 = 'C' Factor 0.25 150 ft. Overland Flow Area"C 0,794 TreatmentAree 11,459 Ct = 0.15 L = 150 ft. Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage n = 0.40 (sec) (iNhrl (2!S (cu ft) (cu ft) (cu R) . S= 0.0630 5,12 301 4,53 3.60 1482 307 1175 Tc = 4.01 min., by Equetion 3-2 of Guidelines 5 300 4.58 3.63 1461 300 1161 10 600 3,21 2.55 1193 600 1193 152 ft. Gutter flow 15 900 2,44 1.94 1947 900 1047 20 1200 1,98 1.57 2051 1200 851 Z1= 50.0 For Z2 25 1500 1.68 1.33 2135 1500 635 Z2 = 3.5 Type B=1.0 30 1800 1.46 1.16 2206 1800 406 n= 0.016 Rolled = 3,5 35 2100 1,30 1.03 2272 2100 172 S= 0.0100 40 2400 1.18 0.93 2341 2400 -59 45 2700 1.08 0,86 2413 2700 -287 d= 0.2430 ft. Flow Width 12,2 ft. 50 3000 1.01 0.80 2482 3000 -518 , 55 3300 0.84 0.75 2542 3300 -758 80 3600 0,88 0.70 2593 3600 -1007 A R Q Tc Tc total I Qc 65 3900 0.83 0.66 2644 3900 -1256 1,58 0.12 3.60 1.11 5,12 4.53 3.60 70 4200 0.79 0.63 2714 4200 -1486 15 4500 0.77 0.61 2815 4500 -1685 Qpeak for Case 1= 3,60 cfs 80 4600 0,75 0.60 2935 4800 -1865 85 5100 0,73 0.58 3032 5100 •2468 • 90 5400 0.70 0.55 3053 5400 -2347 95 5700 0.66 0.52 3029 5700 •2671 CASE 2 " ' " 100 6000 0.68 0.54 3296 6000 •2704 Case 2 assumes a Time of Concentration less then 5 minutes so that 1he , "05-013" TREATMENT REQUiREMENTS peak flow =.90(Tc=5 intensity)(imp. Area) = 1.77 cfs Minimum "05-013" Volume Required 298 cu ft . Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater af the iwo flows, Maximum Storage Required by Bowstring 1193 cu ft 3.60 cfs Provided Storege Vofume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double ~r ~ ~ . ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~■r ~ r r~ i ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PRQJECT: Shelley Lake 5th AddGon 50-Year Design Stann DETENTION BASIN DESIGN BASIN: 16 DESlGNER GLA BASIN; 16 DATE: 21-Mey05 Tot. Area 43,218 SF 0,99 Acres Time Inaement (min) 5 Imp. Area 7,321 SF C= 0.9 Time of Conc. (min) 5.71 Petv. Area 35,897 SF C= 0,15 Outflow (ds) 1 Wt. C= 0,28 Design Year Flow 50 Area (acres) 0,99 CASE 1 Impervious Area (sq ft) 7321 'C' Facior 4.28 148 ft. Qverfend Flow Area " C 0275 TreaUnent Area 3,721 Ct= 0,15 L= 146 ft. Time Time Inc. intens. Q Devel. Voi.ln Vol.Out Storage n = 0.40 (min) (sec) inmr (cfs) (cu ft) . (cu ft) (cu fl)-_ S= 0,0642 5.17 346 4,31 1.18 550 346 203 Tc = 3.96 min., by Equation 3-2 ot Guidelines 5 340 4.58 1.26 506 300 206 10 600 3,21 0.88 633 600 33 145 fl, Gutter flow 15 900 2,44 0.67 663 900 -217 20 1200 1,98 0.54 711 1200 -483 Z1= 50.0 For Z2 25 1500 1.68 0.46 745 1500 -755 Z1= 3.5 Type B=1.0 30 1800 1.46 0.40 769 1800 -1031 n= 0.016 Ralled = 3.5 35 2100 1.30 0.36 792 2100 •1308 S= 0.0050 40 2400 1,18 0.32 815 2400 •1585 45 2104 1.08 0.30 839 2700 -1861 d= 0.1819 ft. Flow Width 9,1 ft. 50 3000 1.01 0.28 863 3000 -2137 55 3340 0,94 0.26 884 3300 -2416 60 3600 0.88 024 901 3600 •2699 A R Q Tc Tc total I Qc 65 3900 0,83 0,23 919 3900 -2981 0.89 0.09 1.18 1.82 ~ 5.77 4,31 1,18 70 4200 0.79 0.22 943 4200 -3257 75 4500 0.77 0,21 978 4500 -3522 OpeakforCase 1= 1,18 cie 80 4800 0.75 0,21 1019 4800 -3781 85 5100 0.13 0,20 1053 5100 -4047 80 5400 0.70 0,19 1060 5400 -4344 95 5700 0.66 0.18 1051 5700 -4649 CASE 2 100 6000 0.68 0,19 1144 6000 -4856 Cese 2 assumes a Time of Conoentretion leas then 5 minutes so that the 005-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.69 cfs Minimum "05-013" Volume Required 91 cu ft Provided treatmentVolume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM Sp, the Peak flow for the Besin is the greater oi the two flows, Maxumum Storage Required by Bowstring 206 cu ft 1.18 cis Provided Storege Volume 18322 ai ft Number and Type oi Dryvuells Required 0 Single ' 1 Double ~ r rr ~ ~ w ~ ~ ~ ~r ~r ~ ~ ~ ~ ~ ~■r r ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METH00 PROJECT; Shelley Lake 5th Addtion 50-Year Design Storm DETENTION BASIN DESIGN BASIN: 17 DESIGNER GLA BASIN; 17 DATE; 21-May-05 Tot. Area 46,652 SF 1.07 Acres Time Increment (min) 5 Imp. Area 7,350 SF C= 0,9 Time of Conc. (min) 5.79 Penr. Area 39,302 SF C= 0,15 Outflow (cfs) 1 Wt. C= 0.27 Design Year Flow 50 Ares (eaes) 1.07 CASE 1 Impervious Area (aq ft) 7350 'C Factor 0.21 148 ft, Overland Flow Area' C 0.287 Treatment Area 3,150 • Ct ~ 0.15 ' L= 148 ft. Time Time Inc. Intens. Q Devel. Vol.in Vo1.0ut 1 Stotage n= 0.40 sec (inlhr) (cfs) (cu ft) (cu ftL (cu ft,. S= 0,0642 5.79 347 4.30 1.24 575 347 226 Tc = 3.96 min., by Equation 3-2 of Guidelines 5 300 4.58 1.31 529 300 229 10 600 3.21 0.92 661 600 61 148 ft. Gutter flow 15 900 2.44 0.10 714 900 -186 " `20 1200 1.98 0.57 750 1200 450 , 21= 50.0 For 22 25 1500 1.68 0.48 779 1500 -721 Z2 = 3.5 Type B=1.0 30 1800 1,46 0.42 844 1800 -996 n= 0.016 Rolled = 3.5 35 2100 1.30 0.37 827 2100 -1273 S= 0.0050 40 2400 1.18 0,34 852 2400 •1548 45 2700 1.08 0,31 877 2700 -1823 d= 0.1855 ft. Flow Width 9.3 ft. 50 3000 1.01 0.29 902 3000 -2098 55 3300 0.94 0.27 923 3300 •2377 60 3600 0.88 0.25 941 3600 •2659 A R Q Tc Tc totsl I Qc 65 3900 0.83 0,24 960 3900 •2940 0.92 0.09 1.24 1.83 5,79 4.30 1.24 70 4200 0,79 0,23 885 4200 -3215 75 4500 0.71 0.22 1021 4500 -3479 Qpeak for Cese 1= 1.24 cfs 80 4800 0,15 0.22 1065 4800 -3735 85 5100 0,73 0.21 1100 5100 -4000 90 5400 0.70 0,20 1101 5400 -4293 95 5700 0.66 0,19 1099 5700 -4601 CASE 2 100 6000 0.68 0,20 1195 6000 -4805 Cese 2 assumea a Time of Concentration less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Area) = 0.70 cis Minimum "05-013" Volume Required 98 cu ft Provided ?reatmerrt Volume 5,266 cu ft DRYWELL REQUlREMENTS • 50 YEAR DESIGN STORM ' So, the Peak flow for the Basin is the greater of the two flows, Maxnmum Storage Required by Bowstring 229 cu ft 1.24 cfa Provided Storege Volume 18322 cu ft Number and type oi Drywells Required 0 SingJe . 1 Double r r ~ ~ ~ s~ ~ r ~ ~ ~ ~■r a~ ~ ~ ~ ~r ~ r PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT, Sheliey Lake 5th Addlion 50-Year Design Storm DETENTION BASIN DESIGN BAS1N; 18 DESIGNER GlA BASIN: 18 DATE: 27-Mey-05 Tot. Area 66,179 SF 1,52 Acres Time Increment (min) 5 Imp. Area 14,165 SF C= 0.9 Time of Conc, (min) 6.91 Penr, Area 52,014 SF C= 0,15 Outflaw (cfa) 1 Wt. C= 0.31 Design Year Flow 50 Area (acres) 1.52 CASE 1 Impervious Area (sq fl) 14165 'G' Factor 0,31 260 fl, Overiand Flow Area' C 0,472 Treatment Area 8,765 Ct= 0.15 ; L= 260 ft, Time Time Inc. Intens, Q Devel. Vol.ln Vol,Out Storage n= 0.40 (m(n): sec (iNhr) ~ (cu ft) (cu ft) (cu R. S= 0.0680 ~ 6.97 418 3.94 1,88 1041 418 623 Tc = 5.45 min., by Equatfon 3•2 of Guidelines 5 300 4.58 2,16 868 300 568 10 600 3.21 1.51 1123 600 523 213 ft, Gutterflow 15 900 2,44 1,15 1200 900 300 20 1200 1.98 0,93 1254 1200 54 ' Z1= 50.0 For Z2 25 1500 1.68 0.79 1299 1500 -201 Z2 = 3.5 Type B=1,0 30 1800 1.46 0.69 1337 1800 -483 n= 0.016 Roned = 3,5 35 2100 1.30 0.61 1374 2100 -726 S= 0.0165 40 2400 1,18 0.56 1412 2400 -988 45 2700 1,06 0.51 1453 2700 -1247 d = 0.1727 ft. Flow Width 8,6 n. 50 3000 1,01 0,48 1493 3000 •1507 55 3300 0,94 0.44 1528 3300 •1712 60 3600 0,88 0.42 1551 3600 -2043 A R Q Tc Tc totel I Qc 65 3900 0.83 0.39 1586 3900 -2314 0.80 0.09 1.86 1,52 6.97 3,94 1,86 70 4200 0.79 0.31 1627 4200 -2513 75 4500 0,77 0.36 1687 4500 -2813 Qpeak for Case 1= 1,86 cfs SO 4809 0.75 0.36 1758 4800 -3042 85 5100 0.73 0.35 1815 5100 -3285 90 5400 0.70 0,33 1827 5400 -3573 95 5700 0.66 0,31 1812 5700 •3688 CASE 2 100 6000 0.68 0.32 1971 6000 4029 Ceae 2 assumes a Time oi ConcenVation leas thari 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.34 cfs Minimum "05-013" Uolume Required 228 cu ft Provided Treatment Volume 5,266 cu ft DRYWEIL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for ihe Basin is the greater of the two flows, Ma)dmum Storage Required by BowsMng 623 cu ft 1.86 cfs Provided Storege Volume 18322 cu ft Number and Type ot Drywens Required 0 Singie 1 Double mr m m~ mmm-mw mmmmmmmrr r PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOQ PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASfN: 19 DESIGNER GLA . BASIN: 19 DATE: 27•May05 Tot. Area 32,865 SF 0,15 Acres Time Inaement (min) 5 Imp. Area 11,014 SF C= 0,9 Time of Conc. (min) 5.19 Perv, Area 21,851 SF C= 0.15 Outflow (ds) 1 Wl. C= 0.40 Deaign Year Flow 50 Area (ecres) 0.15 CASE 1 ImpeNious Area (sq R) 11014 'C' Factor 0.40 111 ft, Overland Fiow Area `C 0,303 Treatmem Area 5,614 Ct= 0.15 L= 111 ft. Time T'ime Inc, intena. Q Devel. Vol,ln Vol.Out Storage n = 0.40 irpin) (sac) (iNhr) (cfs) (au ft) (cu ft) (cw ft) S= 0.0899 5.19 312 4.51 1.37 570 312 258 G=- Tc = 3.01 min,, by Equation 3-2 of Guidelines 5 300 4.56 1.39 557 304 257 10 600 3.21 0,97 686 fi00 86 203 ft. Gutter flow 15 900 2.44 0.74 744 900 -156 20 1200 1.96 0.60 783 1200 -417 Z1= 50.0 For Z2 25 1500 1.68 0.51 815 1500 -fi65 Z2 = 3.5 Type B=1.0 30 1800 1.4fi 0.44 842 1600 -956 n= 0.016 Rolied = 3.5 35 2100 1.30 0.39 867 2100 •1233 S= 0.0068 40 1400 1,16 0.36 894 2400 -1506 45 1700 1.08 0.33 921 2700 -1779 d= 0.1816 ft. Flow Width 9.1 ft. 50 3000 1.01 0.30 947 3000 -2053 , 55 3300 0.94 0.28 970 3300 -2330 60 3600 0,88 027 989 3600 -2611 A R Q Tc Tc totel I Qc 65 3900 0.83 0.25 1009 3900 -2891 0.88 0.09 1.37 2.18 5.19 4,51 1.31 70 4200 0.79 0.24 1036 4200 -3184 75 4500 0,77 0.23 1014 4500 -3426 Qpeak for Cese 1= 1.37 cfs 80 4800 0,75 0,23 1124 4800 -3680 85 5100 0.73 022 1157 5100 •3943 90 5400 0.70 0.21 1165 5400 -4235 95 5700 0.fi6 0,20 1156 5700 -4544 CASE 2 100 6000 0.68 021 1257 6000 -4743 Cese 2 assumea a Time of ConceMretion leas than 5 minutes so Ihai the "05•013" TREATMENT REQUIREMENTS peak flow =.90(Tc--5 intensity)(Imp, Area) = 1.04 cfs Minimum "05-013" Volume Required 146 cu ft Provided TreatmeM Volume 5,266 cu ft DRYWEII REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flaws, Maximum Storage Required by BawsUing 258 cu ft 1.31 cfs Provided Storage Volume 18322 cu ft Number artd Type oi Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addbon 50-Year Qesign Storm DETENTION BASIN DESIGN BASIN: C(4th Addition) DESIGNER GLA BASIN: C(4th Addi6on) DATE: 27-May-05 Tot. Area 246,398 SF 5,66 Aaes Time Inaement (min) 5 imp. Area 103,063 SF C= 0.9 Time of Conc. (min) 10.58 Pero. Area 143,315 SF C= 0.15 Outflow (cfs) 1 Wt. C= 0,46 Design Year Flow 50 Aree (eaes) 5.66 CASE 1 Impervious Area (sq n) 103083 'C' Factor 0.46 114 ft. Overland Flow Area "C 2.623 Treatment Area 58,083 Ct = 0.15 L= 114 ft. Time Time Inc. Intens. Q Devel. VoLln Vol.Out Storage n = 0.40 (min) (sec) " inlhr . (cfsl Icu ft) (cu ft) _ (cu fl) S= 0.0080 10.56 633 3.10 9,75 8276 633 7643 Tc = 8.32 min., by Equation 32 of Guidelines 5 300 4.58 12,01 4628 300 4528 10 600 321 8,41 6764 600 6164 773 fl. Gutter flow 15 900 2.44 6.40 7143 900 6243 20 1100 1,98 5.20 7354 1200 6154 21= 50.0 For ZZ 25 1500 1.68 4,40 7543 1500 6043 Z2 = 3.5 Type B=1,0 30 1800 1,46 3.63 7715 1600 5915 n= 0.416 Rolled = 3,5 35 2100 1.30 3.41 7888 2100 5188 S= 0,0125 40 2400 1.18 3.09 8079 2400 5679 45 2700 1.08 2.84 8288 2700 5588 . d= 0,3163 ft. FlowWidth 15.8 fl. 50 3000 1.01 2.64 8495 3000 5495 55 3300 0.94 2.47 8874 3300 5374 60 3600 0,88 2.31 8825 3600 5225 A R a Tc Tc total I Qc 65 3900 0.83 2.18 8981 3900 5481 . 2.68 0,16 8.13 4.24 10.56 3.10 8.13 70 4200 0.79 2,08 9201 4200 5001 15 4500 0.77 2.02 9526 4540 5026 • Qpeak for Case 1= 8.13 cfs 80 4800 0.15 1.88 9919 4800 5119 85 5100 , 0.13 1.93 10233 5100 5133 90 5400 : 0.70 1.83 10292 5440 4852 95 5700 0.68 1.72 10203 5700 4503 CASE 2 100 6000 0.68 1.78 11089 6000 5089 Cese 2 asaumes a Time of Conoentretion less chen 5 minutes so that the "208" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(imp. Area) = 9.75 cfs Minimum "05-413" Volume Required 1,511 cu ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak tlow ior the Basin is the greater of the two flows, Ma)dmum Slorage Required by Bowstring 7843 cu ft 9.75 cfs Provided Storege Volume 18322 cu fl Number and Type of Drywens Required 0 Single 1 Oouble ~Y AS~~ 5 ~ ~ ~ ~ ~ ~s ~r ~■r ~ r n ~ ~ r~ ~ ~ ~ ~ ~ ~ i Saywers Engineering Basin Calculation Worksheet 512612005 Imp 0.9 Per 0.15 Shelley Lake 5th Addition GLA Basin Total Street Driveways Driveways Houses Houses Total Total Weighted 05-413 Area 05-413 Pond sf sf # of sf # of sf Impervious Pervious sf Volume (cf) I1 29~6"6'9I 5~6~ I 3, 2~Z%~0~ 3I 5 4Y0`a ~~3~3n" 1- ~ Q~4 . 909 2,,6~ 3 5,400 10,446 - 4 536 1 0.671, 5,046 131 ~ 2 14,9821 2,79~61 3 2,2501 . . 3 2~~z~ 4 28,769 4,793 41 3,0001 4 7,200 14,9931 13,776 0.54 7,7931 2031 165 819 0 0 0 IMI JY 1fi~6,849 .15 d n 6 ~ 50,713 7,784 4 3,0001 4 7,200 17,984 32,729 0.42 10,784 280 7 4480 _ ,326 ~,2~ 1,5'0'0 2~, 0 g 9,426 3fi.,054 0 3 5,828 152 8 22,1361 4,302 1 750 1~ 1,800J 6,8521 15,8841 0,38 59052 131 13~,3 S 9„p ~ 4 7 2~1'0 1~~a0; 1 t~„ ~0.25 2 0~02 ~ 1 10 ~ 101,565 6,377 0 0 0 0~ 6,317 95,1881 0.201 6,377 166 1 1,898 2,908 2~ ,5~0 3~00 8 fl0~~ 6~8~90 0 55~ ,4~8 1 5I 12 125,9481 10,730 6 4,500~ 6 10,800 26,0301~ 99,918 0.311 15,230 396 1~ aB,Q 9~8 ~ V0 .,6~`~0"0~ 4,14$ 4~3E80 0.33 10,~48~ r74 14 29,220 4,56314r 3,0041 4 7,200 14,763 14,4571 0.53 1,5631 197 1`~ 1 w,%7 8,4~'9 4 3,00 , ~,2~U°98,659 11 5~8 0~25 59~ 298; 16 43,218 2,221 2 1,500 2 3,600 1,3211 35,897 0.281 3,721 97 18 66,179 6,5151 3 2,2501 3 5,4001 14,165 52,014 l 4.31 8,7651 228 NMI 2--' ' 35~400 1.,014 21,8;~~1~ 0.40 5,6 14'$~ 32~;~5 C(4th Add) 143,3151 39,333 25 18,750 251 45,0001 103,0931 40,2321 0.69 58,0831 1,511 MOtal~~ 1 V~~ ~ ~ I 1 ~ Post Developed Rainfall not specified ' Prepared by Saywers Engineering HydroCADOD 7.10 sln 003380 O 2005 HydroCAD Software Solutions LLC 5127/2005 Stage-Area-Storage for Pond 1 P: Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 2,023.00 9,862 0 2,024.04 12,590 11,682 2,023.02 9,934 198 2,024.06 12,645 11,935 2,023.04 9,986 397 2,024.08 12,700 12,188 . 2,023.06 10,038 598 2,024.90 12,755 12,443 2,023.08 10,090 799 2,024.12 12,811 12,698 2,023.10 10,142 1,001 2,024.14 12,866 12,955 2,023.12 10,194 1,205 2,024.16 12,921 13,213 2,023.14 10,246 1,409 2,024.18 12,976 13,472 2,023.16 10,298 1,614 2,024.20 13,031 13,732 2,023.18 10,350 1,821 2,024.22 13,086 13,993 2,023.20 10,402 2,028 2,024.24 13,141 14,256 2,023.22 10,454 2,237 2,024.26 13,196 14,519 2,023.24 10,508 2,447 2,024.28 13,251 14,783 2,023.26 90,557 2,657 2,024.30 13,306 15,049 2,023.28 10,609 2,869 2,024.32 13,362 15,316 ~ 2,023.30 10,661 3,082 2,024.34 13,417 15,583 2,023.32 10,713 3,295 2,024.36 13,472 15,852 2,023.34 10,765 3,510 2,024.38 13,527 16,122 2,023.36 10,817 3,726 2,024.40 13,582 16,393 2,023.38 10,869 3,943 2,024.42 13,637 16,666 2,023.40 10,921 4,161 2,024.44 13,692 16,939 2,023.42 10,973 4,380 2,024.46 13,747 17,213 2,023.44 11,025 4,600 2,024.48 13,802 17,489 2,023.46 11,077 4,821 2,024.50 13,858 17,765 2,023.48 11,129 5,043 2,024.52 13,913 18,043 2,023.50 11,181 5,266 2,024.54 13,968 18,322 2,023.52 11,233 5,490 2,024.56 14,023 18,602 - 2,023.54 111285 5,715 2,024.58 14,078 18,883 . 2,023.56 11,337 5,941 2,024.60 14,133 19,165 2,023.58 11,389 6,169 2,024.62 14,188 19,448 2,023.60 11,441 6,397 2,024.64 14,243 19,732 2,023.62 11,493 6,626 2,024.66 14,298 20,018 2,023.64 11,545 6,857 2,024.68 14,353 20,304 ' 2,023.66 11,597 7,088 2,024.70 14,409 20,592 2,023.68 11,649 7,320 2,024.72 14,464 20,881 2,023.70 11,701 7,554 2,024.74 14,519 21,171 2,023.72 11,753 7,788 2,024.76 14,574 21,461 2,023.74 11,805 8,024 2,024.78 14,629 21,753 2,023.76 11,856 8,261 2,024.80 14,684 22,047 2,023.78 11,908 8,498 2,024.82 14,739 22,341 - 2,023.80 11,960 8,737 2,024.84 14,794 22,636 2,023.82 12,012 8,977 2,024.86 14,849 22,933 2,023.84 12,064 9,217 2,024.88 14,904 23,230 2,023.86 12,116 9,459 2,024.90 14,960 23,529 2,023.88 12,168 9,702 2,024.92 151015 23,829 2,023.90 12,220 9,946 2,024.94 15,070 24,129 2,023.92 12,272 10,191 2,024.96 15,125 24,431 2,023.94 12,324 10,437 2,024.98 15,180 24,734 2,023.96 12,376 10,684 2,025.00 15,235 25,039 2,023.98 12,428 10,932 2,024.00 12,480 11,181 2,024.02 12,535 11,431 ~~s . ~~,s~~ ~ ~ l1NDERGROUND SERYICE ALERT • ~ • ~ ~ ~ ~ ~ ~ • ~ - ~ R ~ A ONE CALL NUMBE ~ , ~ . . . . . . . . . . . . . , , ~ I CAII TWO BUS(NESS DAYS ' BEFORE ~OU' DfG • i I ~ I TIME Of COnICENTRAT10iV ROUTE .i i I ~ I ' BASlN BOUNDARY . ~ ~ I ~ I I . i I ~ i I , • ~ I ! ~ ~ I ~ ~ /i \ ' ~ ~ i ~ 1 ~ - ~ ~ / ~ /1 ~ ~ ~ p 1 ~ ` ~ ~f ~ ~ , ~ I r . . i ~ . , - ~ , . ~ i i ~ ; o ~ . f ~ ~ _ _ 1 I I , , ~ ~ ~~CEy _ ~ ~ -r-- _snri ~ g ~ / 41M ' "r~.€__ a . I- ~ z . i ~ ~1lqy ~ ~ r--- _ 'p ~ ~i ~ ~ l ~ ~ ~ ~ ~ ~ " ~ i~ , 1 ~ GRAPHIC SCALE~ „-1 ~ ~ ~ ~ ~ ~ soun+ E o~ n~E aROaa~tr ooN , P1,AT BOUNaART ~ ~ ~ ~ / ' I ~ TO IAKE HOAtEOYiNERS ~ 2G0 0 100 ~00 ~DO - p-' : : • . . . L . . , SOCIA 6Y STAtl1TORY W Adl~1' o `T. -T r , r"r~ I , DEED R DED UNDER ~ PROP ~ AUO. FILf . 4421769 1 , REZOHE ` \ ~ ~ ~ ~ . n~ ~ r ~ , ~ ( ) ~ ' 1 inch = 20o ft ~ ~ . ` • A t ~ • ~ ` • ~ ~ _ _ / k , , , ~ • Z ~ " ~ o _ / F ~Ai i . . O I - Q ~ °a' . . ~ , , a iN ~ ~ r ° ~ , W ~ ~ u ( ~ ~ I i • , I ~ Q, 1~~ ~ ~ . ~ ~a Q ' ~ ~ ~ ( ~ \ ~ ~ I ~f f,, f . ~ ~ ~ ~ ~ Na~+IE. R~ob~ert Heitman, Jr. , ~ , , ~ _ ~ ` m»- ~ ~ • ~ i ~i N ~ ~ ~ ADDRE~S: 8225 Narth Division St. , ~ , i, y ~ ~ r ~ r~,~ ~ , r ` _ ` / F• ,I ~ / / PHONE. 509 467'-2123' # ~ I , ~ i ~ i f' ~ i ~ ~ ~ D ~ I 1 ~ ' \ . ~ ~ ~ i . ~ P T BOUNDARY ~ ~ / i ~ \ / / ~,p~ \ / / ~l i ry " `s \ / ~ ~ ~ • ~y , ~ ~ ~ ~ ~ s~ cor~t ~ ~ ~ ~ . ' ~ ~ -1~ ' ►~w r/~ ~✓_"'t~ ~ • , ~ ~ Na.ME. John Saywers ; , ~ ~ ~ ~ ~ - ~ ' + r---------------- - ~ ~ ~ I ~ ' I PLAT 80UkDARY' !p ~ . ADDRESS: 327 W~est 8fh kve. Ste. #240 , , , , A,,~~ s,~ cou?~ ~ ~ ' ~ ~ ~ ~ ' - - ~ ~ PHONE 509 744-030fl~ , ' , , ' r' . ~ ~ ~i~ ~ i ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ I I ia~ , ROTCHFORO ,ACRE TRACTS , ~ ~ I , ~ NK ~ ~ ~ ~ F ~a ~ . o ~ sy~ . ~ ~ H F . ~ ~ , D~RAW'N BY: E~ K E D BY: o JOB ~AME: , GLA JFS cn PRE DEVELOPED B~ASIN MAP ~ ~n ► a ~ ~ ' T N; SHELLEY LAKE 5TH ADDITION L~I~A IV n ~ SCALE. _ ~ 1 - 200 ~ ~ . o ~ 3s2~a ~ ~ ~F , ~.o ~ , DATE F st~~ 5 27 200~5 6 ~ ~ ~ s ~ ~ sr~ ~ 4NAl ~ ~ ~ JOB NU~MBER SWEET 1 OF 1 327 W~st &h Artnue Suitc N24A S~,WA DESCRIPTION: ~ EXPiRES 518 0~ pRAINAGE P~ANS c~ (509) ?44-0302, Fax • ~ ~ ~ ~ 4 ~ . 4 . UNDERGROUNO SERVICE AIERT • , • • , , • • ONE-CAII NUMBER . ~ ; ' 1/ ~ ~ ~ Y A ~ ~ ~ ~ ~ ~ . . . . . . . . ~ . ~ ~cau ~wo eusiaESS oaYS ~ • BEFORE YOU~ 0!G • ~ ~ TIME OF CONCENTRAIIQN ROUTE . ~ ,i t I I ! I I ` BASiN BOUNO~ARY ~ I ~ ~ ~ i ~ i ~ \ ~ ~ ~ \ ( , ~ ~ 1 , /i \ ~ ~ ~ ~ I ~ ~ f ~_..p- 1 ~ ~ , ~ ~ ` ! . I i ~ 1 ti i ~ A N ~ ~ 1 , 8 SI C , ~ , ~ i 1 I a , _ . i ~ - , , _ . 4TH ~11 f _ ADD ON } y~ , ~ ~ / ~ - ~ ~w_ ~ ~ - 1 - 7'~Er • ~ . ~ . !'~Kf ~"'--~_9M~uN - f g ~ I. ~ ~1h -r.€__ ~+l. / a ~ r~a ' ~ ~ ~ ~/f"+1 I ' T~`~' \ ~ / Z f ~ 1 1 ' I r ~ GRAPHIC SCALE~ . ~ ~ , ~ , ~ , ~ , . ~ - ~ i \ i p(~AT BOU ARY ~ ~ SOUtH i OF iNE PROPERiY CONY,Et _ .n_ , ~ 200 0 100 II00 /00 .-e" ~ . • : I-~ - . . L ~ TO . Y UKE H~lEONNFRS / a '~1' ~ r - 50CU1 8Y STAlUTORY WARftAkTY ~ , ~ I ; ~EO OED UNDER ~ ~ PROP ~ B ~ 1 I k / ~ I ~ A MiO. FlLE . 4411769 t ~ ~ ~ ~ ~ ~ ~ / ~ ' D~11 . , o ~ ~ . ~ ~ ~ , ~ i snon = zoo t~ ~ ~ ~ ~ / ~ } ~ ~ M _ i . 1 ~ \ ~ ~~i~ . 1 ' ~ ~ ~ ti \ ' \ ~ I i , ~ ' , ~ . 8 ` ~ , z ~ r t , ~ o ~ y ~n ~ ~ ~ F . ~ . ~ " : ~ Q _ Q ! ~ ~ _ ~ Q ~ ~ ~ _ - _ / \ ~ L~ `(Ij ~T ~ ~ ' I w w~ 9OUAV 3 -m ~ ~ > > ' , ' I t ~ ~ ' ! ~ i \ a Q ~ ~ ~ - ~ ~ . \ ~ l ~ ~ y. ~ e ~ ~ ~ , 1, ► A , . ~ ~ , i ~ 1 NAME: Rob~ert Heitman, Jr. . I _ ; ~ ~ - ~ - 3 ~ ~ t . , , i n . - ~ 1 - - . . ~ ~ , ADDRESS. 8225 North Div sio St r- r o~ y ~ y ,i PHO~NE 509 467'-2123 ~ ~ ~ ~ " ' ~ ~ , # ~ ~ ~ ~ I ( ~ iii i ~ ~ ~ ~ i ~ ~ . ~ ' ~ 1 '1 ~ i \ \ ~ ~i i i ~ , z \ , , ` ~ i i ~ ~~y l~ ~ `'~U 7i P T BOUWARY 1 ~ '~7J ' ~ ~ / . ~ ' ~~r . 7 ~ ~ ~ / . J' ' ~ , ~ ~ ~ ~ i ~ ~ , ~ ~ ~ ~ ~ Q Y ~ / i ~ ~ ~ ' ' ~ i i ~y _ / ~ Sf CORMER, . ~i i . . , . ~ . / • i ~ ~ . ~ ~~4•~ r~~ ~ ~~t ~ n Sa e~s ~ NaME. Joh yw _ , ~ , j - ~ ~ ~ t i I I - ` V. St . Z4O ~ I T BWNDAFY T ~ ~ AODRE~S. 327 V►~est 8~h A e. e# , , ~ , ~,R ~ ~ ~iTM nv~u~ ~ s _ ~ , ~ ~ / ~ ~ ~ i ~ ~---------------~f--`` ~ ~ PHONE 509 744-0300 ~ , , ~ , , , ~ , 1 ~ ~ , i ~ i 1 ,~Q,1 ~ ~ I ial ; ROTCHFORO ~ACRE TRAC15 ; ~ I I ~UK ~ ~ R q F w~ ~ r 4 Shi ~ ~ ~ y ~ o , D~~ AW~N BY: CHECKED . BY: J08 ~IAME: GLA JFS ~ cn POST DEVELOPED BASIN MAP Z S ~ ~ CA I: SHELLEY LAK~E 5TH A~DITION ~ LO T ~N „ , . SCALE. _ ~ 1 - 200 ~ ~ o ~s2~2 ~ qF , , ~ . c ~ ~ D~ATE, t~ ~STE ~ ersEroveuno ~J `L~ `Z~~'~J . S' , ~ S Ca,~lta~ ~ 4Nbl ~ ~ , JOB NU~(~BER SI~~ET 1 OF 1 3z7 wac 8d► Ave~e . . Suite #240 ~ , 9pa~c,WA99209 DESCRIPTION: ~ EXPIRES 5 18 06 , DRaINAGE PLANS (309) 44-0300 (AM9) 744-0302' Fa~ ~ ~ 1 0 Y ~~p C1~1T . ~ , . ~ A i / 1 ~ . Riceland Ln ~ E--2nd t~ve lo Spr uce ~n :3 E 4th Ave ~ / . n ~ L o e, > ~ ~ ~`rk ~o-~- ~ ~ S ~e ~ 8th Ave c, ~ ~ Q ~ . Q I 9th Ave ~ ~ X ro ro + ~ S ITE ~ z E llth Ave ~ "5 ~ ~ Q, E 12th- Ave - ~ ~ S Limerick Dr L3th AvE . ~ ` ~r~ 7 + ~ . VI C I N ITY MAP NOT TO SCALE . ~ POST-DEVELOPED HYDROLOGIC CALCULATIONS ~ > N ~Cp' ~ ~ . u , Basin C Pond C 1 . ~ Basin D Drainage 6In, .~~SubCatr =Reach, ke Diagram for Post Developed c and d . Prepared by Saywers Engineering 9/1412005 HydroCADra) 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC ~ Post Developed c and d Type ll 24-hr 10-year Rainfa11=2.10" Prepared by Saywers Engineering Page 2 HydroCADOD 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14I2005 Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Basin D Runoff Area=290;450 sf Runoff Depth=0.21" , Flow Length=300' Tc=28.4 min CN=67 Runoff=0.59 cfs 4,981 cf Subcatchment 2S: Basin C Runoff Area=246,398 sf Runoff Depth=0.47" Flow Length=835' Tc=29.3 min CN=76 Runoff=1.91 cfs 9,570 cf , Total Runoff Area = 536,848 sf Runoff Volume =14,551 cf Average Runoff Depth = 0.33" i » ~ 1 - Post Developed c and d Type ll 24-hr 50-year Rainfa11=2.40" Prepared by Saywers Engineering Page 3 HydroCADO 7.10 s/n 003380 O 2005 HvdroCAD Software Solutions LLC 9/14/2005, Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S~ Basin D Runoff Area=290,450 sf Runoff Depth=0.32" ~ Flow Length=300' Tc=28.4 min CN=67 Runoff=1.16 cfs 7,643 cf Subcatchment 2S: Basin CRunoff Area=246,398 sf Runoff Depth=0.63" Flow Length=835' Tc=29.3 min CN=76 Runoff=2.78 cfs 13,035 cf Total Runoff Area = 536,848 sf Runoff Volume = 20,678 cf Average Runoff Depth = 0.46" ~ . ~ . , Post Developed c and d Type 1124-hr 100-year Rainfa11=2.60" Prepared by Saywers Engineering Page 4 . HydroCADO 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005 _ Time span=1.00-36.00 hrs, dt=0.05 hrs, 701 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Basin D Runoff Area=290,450 sf Runoff Depth=0.40" Flow Length=300' Tc=28.4 min CN=67 Runoff=1.62 cfs 9,652 cf Subcatchment 2S: Basin C Runoff Area=246,398 sf Runoff Depth=0.76" Flow Length=835' Tc=29.3 min CN=76 Runotf=3.41 cfs 15,520 cf Total Runoff Area = 536,848 sf Runoff Volume = 25,171 cf Average Runoff Depth = 0.56" ~ ~ Post Developed c and d . Type 1124-hr 1 0-year Rainfa11=2.10" Prepared by Saywers Engineering Page 5 HydroCADO 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005, . Pond C: Pond C Inflow Area = 536,848 sf, Inflow Depth = 0.33" for 10-year event Inflow = 2.48 cfs @ 12.29 hrs, Volume= 14,551 cf Outfiow = 0.65 cfs @ 13.21 hrs, Volume= 8,669 cf, Atten= 74%, Lag= 55.0 min Primary = 0.65 cfs @ 13.21 hrs, Volume= 8,669 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs _ Peak Elev= 2,023.50' @ 13.21 hrs Surf.Area=12,442 sf Storage= 5,923 cf Plug-Flow detention time= 266.7 min calculated for 8,669 cf (60% of inflow) ~ Center-of-Mass det. time= 119.9 min ( 1,042.8 - 922.9 ) Volume Invert Avail.Storaqe Storaqe Description _ #1 2,023.00' 45,706 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) " 2,023.00 11,097 0 • 0 - 2,024.00 13,769 12,433 12,433 2,025.00 16,597 15,183 27,616 _ 2,026.00 19,583 18,090 45,706 Device Routinq Invert Outlet Devices , #1 Primary 2,023.50' 1.00 cfs ExfiItration X 2.00 when above invert ~ nmary OutFlow Max=2.00 cfs @ 13.21 hrs HW=2,023.50' (Free Discharge) 1=WiItration (Exfiltration Controls 2.00 cfs) , ~ Post Developed c and d Type 1124-hr 10-year Rainfa11=2.10" Prepared by Saywers Engineering Page 6 HvdroCAD@ 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005 ~ Pond C: Pond C Hydrograph ~ ~ i • i ~ E t ~ ~ _ ~ ~ a ~ . ~ ~ ~ t . ~ . i r ~ ~ ~ ~ . ' ' ~ ~ . 1 I ! • i ~ F 3 I i i , I I. I 1 ~ ! ! 1 I 1 1 1 1 I ~ 1 F I I 1 I ■ Inflow Primary I 1 I f I I E 's..~[Sr,,,,,,Y1~,.k~ I t f t 1 f~[ 1 F ! I I f ' 1 ! ! 1 ! f 1 I 1 1 I i S 1 I 1 1 1 I E I 1 1 1 1 1 ~ 'Ared=53t i6,i48 ~f 8, , i i I 1 F ! ~ ! I I i ~ I ! 1 I 3 ! 1 I I ! I I f f 1 I 3 i ( . 1 ) t i I I I I ~ i I i I ~ ~ 1 I t i i . ~ - 1... ~.i.- ~ ..i 1 1 _ 4.. 1.. ~ .1 - i- -t- -E - -1 _ ~ea1c.~ E lea~-=~2r02~ ~5~Q~ 1 i I ! i ! 1 I 5 I I : 1 I ! I ! e I 1 I i t ~ z-- ~E~,~,, „►,~~,~~„~to~ag~e=~923~f i i~i i r i f i ~ t t t t i ~ a i E ~ t ~ ~ f 1 i ~ t t ! i i I E ~ t t ' 1 I 1 I f i I t t f 1 t l 1 1 ~ I f ! i 1 I ! I 1 I I I i i V I ! 1 ~ i I i { 1 1 t E t i i ! I ~ ' 1 1 ~ ~ ~ 1 i I I I i . ! ~ i I i I F ? I 1 3 1 ~ E i I 1 ! ~ i ~ ~ ! I 1 ! 1 t ~ I I E i ! i I 1 I E i 1 ! { 1 t I ~ t t i i F ~ ! 1 7 1 1 ~ I 7 3 ! v I f i ! 1 . 1 ! 3 I 1 3 ! 1 t ! ~ I . I I I 1 i I I 3 I 1 • I I 1 I 1 i I I i f 7 1 i I i I 1 I i I 1 t i F I 7 i 1 1 I k ! T ~ 1 1 1 I I 3 I t i I E i ~ e I i I : 3 1 I I i 1 i i 1 1 f . 1 I LL ~ i 1 i I 1 i ! 1 I 9 k 1 I ! 1 I I . i 1 1 f I 1 I B 1 1 1 3 I I ' I I i 1 I ! 1 I 1 t 1 1 ! i ! 1 ~ 1 I 1 I I ( 1 ~ 1 1 + { t 1 _ 1 I f 1 I I I 1 . 9 1 1 I 1 1 1 ~ I i I f I 1 1 1 1 f f 1 1 i i i t t i i i I ~ t 1 I t ~ ~ E t I I i t I I ( I I ~ F 1 I ! 1 1 I 1 1 1 ! i I I I 7 1 E i I I 1 I 1 I k 1 I i 1 I I 6~5 . 1 1 f t I I ! f 1 I ! 1 I ! 9 1 I i i I 1 I ! I I 3 1 S 1 1 1 f f I 1 t f 1 F i ! 1 F I 1 l 1 I I . 1 I I 1 i 1 I . i I 1 i i I 1 I I i I I I I 8 I I 1 ! I 1 I 1 1 I 1 , I I I 1 1 ( 1 a [ 1 1 ! 1 1 3 1 1 1 ! ! I I 1 i I ( t I I 1 ~ 1 1 3 ~ ~ ~ I ' I ( # 1 1 I i ~ 7 7 ! 1 1 i I i • ` / / ' / 0 ~ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1920 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) . Pond C: Pond C , Siage-Area-Storage Surface/HorizontAtNYetted Area (sq-ft) 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 ■ Surface ~ ■ Storage 1 1 I 1 ~ I ! 1 ! 3 I i I E 1 ! 2,026 t E ' a f 1 I t E F t I i i ! 1 i i I 4 ! 1 ~ I i - I 1 I{ I ~ i I 7 1 I . 1 1 ~ 7 I 1 I I 1 I 1 ~ I i 1 ! 1 t I 1 I ~ . , ~ j I i I 1 i I i I t ( t F ! 7 I t i ~ ! i t k I . I ~ i ~ i i t 3 . I i ( E ~ t ~ i ~ ~ ! 1 I i i 1 1 t 1 i i I { ~ I ' 1 i ~ • _ _ ~ _ t t_ - ~ - - i_ t.~ _ _ _ ~ ~ - -I - -t ~ ~ - - ~I - " - - - ^ - r - ~ 'i _ _ T ~ F, _ _ ~ _ r ~ f{ i! 1 ~ 1 1 1 I ~ ! ' 1 . T i I i . F e 1 E I I 3 I ~ i ~ ? I 1 i 2.025- F F c ~ ! 3 I 1 f 1 1 I 1 ~ ~ : i t 4 { 1 ~ 1 1 f : 1 i i i F t 1 1 I i I I i i ~ , 7 i 1 1 1 ! I I 1 l I i ~ 1 { O 1 1 1 f I I i i i I 1 f I 1 1 T --tr- -rr--_ -l--.-- -r-~----i--,-- ~ i i t'-^'f ° ~ -r-- - w 2,024- ' ' f i I I 1 I . i t ~ 1 x ! ~ ) 1 i - i! I L I 9 I ~ 3 ~ f ! ! . ~ / ♦ . , ~ 2,023- - . . .--f••r•~ . . 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 Storage (cubtc-feei) Post Developed c and d Type 1124-hr 10-year RainfaN=2.10" Prepared by Saywers Engineering Page 7 HydroCADO 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005 Stage-Area-Storage for Pond C: Pond C Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubio-feet) 2,023.00 11,097 0 2,025.65 .18,538 39,035 2,023.05 11,231 558 2,025.70 18,687 39,965 ' 2,023.10 11,364 1,123 2,025.75 18,837 40,904 2,023.15 11,498 1,695 2,025.80 18,986 41,849 2,023.20 11,631 2,273 2,025.85 19,135 42,802 2,023.25 11,765 2,858 2,025.90 19,284 43,763 2,023.30 11,899 3,449 2,025.95 19,434 44,731 2,023.35 12,032 4,048 2,026.00 19,583 45,706 2,023.40 12,166 4,653 2,023.45 12,299 5,264 . 2,023.50 12,433 5,883 2,023.55 12,567 6,507 2,023.60 12,700 7,139 . 2,023.65 12,834 7,778 2,023.70 12,967 8,423 2,023.75 13,101 9,074 2,023.80 13,235 9,733 2,023.85 13,368 10,398 2,023.90 13,502 11,069 2,023.95 13,635 11,748 2,024.00 13,769 12,433 2,024.05 13,910 13,125 2,024.10 14,052 13,824 2,024.15 14,193 14,530 2,024.20 14,335 15,243 2,024.25 14,476 15,964 2,024.30 14,617 16,691 2,024.35 14,759 17,425 • 2,024.40 14,900 18,167 2,024.45 15,042 18,915 " 2,024.50 15,183 19,671 2,024.55 15,324 20,434 2,024.60 15,466 21,203 2,024.65 15,607 21,980 2,024.70 15,749 22,764 2,024.75 15,890 23,555 2,024.80 16,031 24,353 2,024.85 16,173 25,158 2,024.90 16,314 25,970 2,024.95 16,456 26,790 2,025.00 16,597 27,616 2,025.05 16,746 28,450 2,025.10 16,896 29,291 2,025.15 17,045 30,139 2,025.20 17,194 30,995 2,025.25 17,344 31,859 2,025.30 17,493 32,729 2,025.35 17,642 33,608 _ 2,025.40 17,791 34,494 2,025.45 17,941 35,387 ' 2,025.50 18,090 36,288 2,025.55 18,239 37,196 . , 2,025.60 18,389 38,112 . -Post Developed c and d Type ll 24-hr 50-year Rainfall=2.40" Prepared by Saywers Engineering Page 8 HydroCAD@ 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005 ~ Pond C: Pond C Inflow Area = 536,848 sf, Inflow Depth = 0.46" for 50-year event Inflow = 3.92 cfs @ 12.28 hrs, Volume= 20,678 cf Outflow = 2.00 cfs @ 12.55 hrs, Volume= 14,795 d, Atten= 49%, Lag= 16.3 min Primary = 2.00 cfs @ 12.55 hrs, Volume= 14,795 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 2,023.51' @ 12.63 hrs Surf.Area=12,471 sf Storage= 6,060 cf Plug-Flow detention time= 185.8 min calculated for 14,795 cf (72% of inflow) Center-of-Mass det. time= 70.1 min ( 979.6 - 909.5 ) , Volume Invert Avail.Storaqe Storage Description #1 2,023.00' 45,706 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 2,023.00 11,097 0 . 0 . . 2,024.00 . 13,769 12,433 12,433 2,025.00 16,597 15,183 27,616 2,026.00 19,583 . 18,090 45,706 Device Routinq Invert Outlet Devices #1 Primary 2,023.50' 1.00 cfs ExfiItration X 2.00 when above invert rimary OutFlow Max=2.00 cfs @ 12.55 hrs HW=2,023.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 2.00 cfs) Post Developed c and d Type 1124-hr 50-year Rainfal1=2.40" Prepared by Saywers Engineering Page 9 HydroCADO 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005 Pond C: Pond C Hydrograph 4 I. t 7 1! I.. I~ 1 I I 1 I t I I 1 t k 1 1 f I I t I 1 ■ Inflow a - -4 - I- - 0 Pllfil3 3.92 n+l lo~ I E i I 1 I I I ! ~ I 1 ~ ~ ! e ~ - 4 Infl6~rt;Ar00=53§,84$ Of; I 1 • ~ { ! I I I i I E i 1 I 1 i I ! ~ I I ! ! I 1 6.2 E ~ i Pe~kt ~ Ele~r=2: 3:51 ~ - -t_ -i- -i 1 _ L _ L _L _I _ , 1 I 1 E i 1 I I I I 1 1 S I 1 1 I ~ I 1 1 1 ~ ~toi~a~e=6,060 1~f I i i 1 3 I I ! E I 1 I 1 I 1 1 i i i I 1 1 ! : ! f I ~ ; e { 7, 1 1 7 f 1 I I 1 ~ ~ 1 t 3 ~ ~ 1 1 3 ~ ~ I I i I 1 1 I t, i ~ 1 ! I 3 6 1 1 I I 1 t 1 1 i 1 I I 1 3 1 I I 1 1 I I I 1 1 3 I 1 I I ~ t t I I I ~ ~ I ~ i t ~ I 1 i I t i I I ~ ~ ~ ~ t I i i ^ i I i 3 I I I 1 I I I ! I ! I I 1 ! i t t I 1 4 t 1 I 1 I I 1 I i t t I i i 6 ~ 1 1 i E F 3 S + ~ ~ ~ B ~ 1 i ~ t f f I I ~ I 1 I J2 ' r-1--~_ -1_1_T_r -r-i-1--i°q--T-f-,-i--i_7_-1_r_r_ 2.00 C~ 1 f i f° 1 1 1 I f ~ i 4 1 i ~ . ~ f E E ~ ; i f I 1 I F I i ~ I 1 I i [ ! 1 I I 1 I i ~ I I i i i E P i i O 2 ~ D I 1 1 i 1 E 1 ! 1 1 1 I . 1 1 I I 7 I { 7 1 I E ! { 1 l i ! ! I 1 ' E . 1 I 1 i 1 E I 1 I 1 ( ~ 1 i i' ! ! ! I 1 i i i I 3 I 1 ~ I E ~ I I i ~ I 1 I . € I i I t ! I I i i I ! 1 ' ~ ~ i E i ~ 1 1 I ~ - . I ~ I ~ F ~ i I 1 7 3 I 1 1 I f I ~ I 1 i t . 1 3 I 1 I . . i I I i 6 i I I E i i I I i I I 1 1 I j I 1 I 1 F i ~ I I 1 ° i I I ! i { 1 1 1 I 1 ~ ~ 1 i E ! 1 i I I i 1 ! 1 { 3 9 I I ~ 3 f E 1 1 1 I 1 I I 1 1 E 1 i i I 1 I 1 E ~ ~ I 1 I i ! 1 1 1 I 1 1 ~ I 1 { ~ 1 t i I 1 I i i ! 9 I 1 I I 1 i . e I 1 1 1 1 1 ~ 1 1 1 f 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond C: Pond C ~ Stage-Area-Storage ~ , SurfacelHorizontalMletted Area (sq-ft) 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 ■ Surface 11 N Storage ? 3 1 I E B ! 1 f I 1 } i I 1 1 f i I I F ! 1 1 I I ~ I I i I t 2,026 1~ I I ~ t I I I ~ I 1 3 ~ 1 1 i ~ 1 1 . i 1 I 1 ~ 3 I ! ! I ! 3 I I I I I I . 1 I i I i 1 j~ i i { I ~ ~ 1 I I 1 I I 1 1 1 i! I f f 1 ! j i I 1 i i I 1 I 1 i 1 1 l ! 1 I i i I ! I I ~ ~ I I f ~ 1 i I i 1 I 1 { I 1 I I i I I I I I 1 1 1 1 I I ~ I 1 _yi.....m....e._r.r__._ ~ a I ~ 1 I t ! E ~ E 1 ! I I t 'Zro'1CJ-' I I ~ e I I { ! ~ k i I ~ ~ 1 1 ^ ~ I~ I I ` . I I i 3 I 3 : I ~ ~ , i, I 1 I I I ! e i ! I i 1 ~ ; ~ i E 1 f I 6 ~ I ~ I ~ I ~ ~ i t 1 1 7 f ! i I i 3 1 ! I ! I I ~ I i i 3 f ! ! • I I ! 1 1 f I I ! . O i ~ I t ! . I 1 ! I I F i I f ~ ~ 1 I = ! ? ? m I i W 1 ! _ ` 1 _ - _ _ ! i _ I ~ - • _ - _ ~ _ _ ~ _ _ ~ 3_. _ ..1 ~ _ ~ ...3 ~ .P " ' ! _ _ "y ~ r.. ~ ~ _ T. r ~ E F ~ I i i I I f 1 1 f 1 I ~ I f W 2.024' 11 ~ t ~ ; I I 1 ~ ~ ~ i i I . I! i ~ t I 1 ! I ~ I i . I I ~ i i ~ i 1 1 ' 1 1 I 1 I ! 1 { 1 I I I( ~ I 4 . I I i t I a f I ~ 0 J i I 1 I 1 ~ ; I 1 I i I ! ~ t 1 I 1 I f 1 I i 1 I 1 ! 1 I i ~ I 1 I 1 f 1 1 1 i I ~ I 1 ! 1 I 1 { 1 1 I ~ / i . . I 2,U23 • J-, ~--r--f-~.--' '--~r-' 1 . 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000. 40,000 45,000 ' Storage (cubic-feet) ~ Post Developed c and d Type 1124-hr 50-year Rainfa11=2.40" Prepared by Saywers Engineering Page 10 HydroCAD4 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14I2005 'Stage-Area-Storage for Pond C: Pond C Elevation Surface Storage Elevation Surface Storage - (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 2,023.00 11,097 0 • 2,025.65 18,538 39,035 2,023.05 11,231 558 2,025.70 18,687 39,965 2,023.10 11,364 1,123 2,025.75 18,837 40,904 - 2,023.15 11,498 1,695 2,025.80 18,986 41,849 2,023.20 11,631 2,273 2,025.85 19,135 42,802 2,023.25 11,765 2,858 2,025.90 19,284 43,763 2,023.30 11,899 3,449 2,025.95 19,434 44,731 - 2,023.35 12,032 4,048 2,026.00 19,583 45,706 - 2,023.40 12,166 4,653 2,023.45 12,299 5,264 2,023.50 12,433 5,883 2,023.55 12,567 6,507 2,023.60 12,700 7,139 2,023.65 12,834 7,778 2,023.70 12,967 8,423 - 2,023.75 13,101 9,074 . 2,023.80 , 13,235 9,733 2,023.85 13,368 10,398 2,023.90 13,502 11,069 2,023.95 13,635 11,748 2,024.00 13,769 12,433 , 2,024.05 13,910 13,125 2,024.10 14,052 13,824 - 2,024.15 14,193 14,530 2,024.20 14,335 15,243 2,024.25 14,476 15,964 - 2,024.30 14,617 16,691 2,024.35 14,759 17,425 2,024.40 14,900 18,167 2,024.45 15,042 18,915 2,024.50 15,183 ' 19,671 ~ 2,024.55 15,324 20,434 2,024.60 15,466 21,203 ~ 2,024.65 15,607 21,980 2,024.70 - 15,749 22,764 2,024.75 15,890 23,555 2,024.80 16,031 24,353 2,024.85 16,173 25,158 2,024.90 16,314 25,970 , ' 2,024.95 16,456 26,790 2,025.00 16,597 27,616 - 2,025.05 16,746 28,450 _ 2,025.10 16,896 29,291 2,025.15 17,045 30,139 2,025.20 17,194 30,995 . 2,025.25 17,344 31,859 2,025.30 17,493 32,729 2,025.35 17,642 33,608 2,025.40 17,791 34,494 2,025.45 17,941 35,387 2,025.50 18,090 36,288 2,025.55 18,239 37,196 . 2,025.60 18,389 38,112 Post Developed c and d Type ll 24-hr 100-year Rainfa11=2.60" Prepared by Saywers Engineering Page 11 HydroCAD@ 7.10 s/n 003380 O 2005 HVdroCAD Software Solutions LLC 9/14/2005 Pond C: Pond C Inflow Area = 536,848 sf, Inflow Depth = 0.56" for 100-year event - Inflow = 5.02 cfs @ 12.27 hrs, Volume= 25,171 cf Outfiow = 2.00 cfs @ 12.45 hrs, Volume= 19,289 cf, Atten= 60%, Lag= 10.7 min Primary = 2.00 cfs @ 12.45 hrs, Volume= 19,289 cf Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.05 hrs Peak Elev= 2,023.60' @ 12.73 hrs Surf.Area= 12,698 sf Storage= 7,129 cf Plug-Flow detention time= 155.2 min calculated for 19,289 cf (77% of inflow) - Center-of-Mass det. time= 55.0 min ( 957.4 - 902.4 ) Volume Invert Avail.Storaqe Storaqe Description #1 2,023.00' 45,706 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) - 2,023.00 11,097 0 0 2,024.00 13,769 12,433 12,433 2,025.00 16,597 15,183 27,616 2,026.00 19,583 18,090 45,706 Device Routinq Invert Outlet Devices , #1 Primary 2,023.50' 1.00 cfs ExfiItration X 2.00 when above invert Primary OutFlow Max=2.00 cfs @ 12.45 hrs HW=2,023.54' (Free Discharge) t-1=ExfiItration (ExfiItration Controls 2.00 cFs) ~ Post Developed c and d Type ll 24-hr 100-year Rainfa11=2.60" Prepared by Saywers Engineering Page 12 HydroCADO 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005 Pond C: Pond C Hydrograph ~ ~ ~ ~ ~ ~ ~ • ~ ~ ~ ~ ~ ~ ~ ~ E, ~ ~ ~ 3~ ~ ~ ~ ~ ~ ■ Inftow 11 0 Prima ';5::U2 cfs~ f-r°i-.~_'t_'t_f."r-r_~__._i_~-~s-r-r•-r-i°-~--~-z-r1°r- ry I 1 I t I I 1 1 t ~ I I 1 ~ ' ! ! 5 ~ ~ ~~flb~r ;ArOa=5P6,848 of f 1 1 E 1 1 I t t i 1 i 1 I . 1 7 1 I 3 I I 3 i t 1 I 1 3 I I I 1 1 E f P I ~ i t ; ; I i ! 4 1 t t Q I Q~/ ~/'~■I/~ A 1_: J_ _..1. _ L. _t~+t-!~J 1 ! ~ ' 1 I I ! t I 1 1 1 3 ! 3 1 I ~ 1 I I f 3 ! I i "7 N . ' ~ i ! i ~ ! I i 3 ! ~ 1 i t 1 f 1 I ~ ~~to~a~e^ I~', 29 f 4- 1 ' 1 ! E 1 I 1 I 3 1 1 ! 1 f I B 1 I i . I 1 3 i 1 1 ! E i i F f~•~~~ 1 I i i i 1 E i i t ~ i I~ i~~ p I I 1 1 I I 1 f i 1 1 I I I 4 1 I 1 1 i i 1 i 3 I I 1 I I 3 1 1 I ! I ! _.i_. -e _i - v - 4• - I° -I~ -i - -t + - r _ r• --i_ -s - 1 - r f° -r - t-• -t - -S - 7 ° t - r - r -i- -i- y - -t - r - r - . ~ I I I 1 ! ' I ! ! 1 E t { 1 I t I i I 1 ! 3 1 1 ' I I i 1 I 1 ~ 3_ ~ ~ ! E 1 1 I I e { I ! ` ~ i I 1 f 3 ! 1 1 1 ? i 1 I 1 i t i ' 1 I ~ . I 1 1 I ~ 1 1 I ~ 1 ! 1 i i . i 1 t t ~ 1 ~ ~ I ~ i ~ I ~ 1 7 i I 1. 1 3 I I ( t . ! I 3 ! ! I 1 i i I I I i : ! 1 I i_ j_i ~-~-`--L-~--~--I_ a_ E 1 t U. ~~-~r _~--f_ 3 [ M I i ~ I~f 1 1 E I I 1 1 i ~ 1 1 I 1 I I I I 1 i+l I ~ ~ ~ i 3 1 I 1 00 C~~~+ I f 1 1 5 i I I 1 1 E 1 1 ~ i I t I I 3 i I I 2 1 I 1 I I I 1 ~ • I 1. I I 3 f I I t I ! 1 1 3 i ! i 1 I 3 i 1 I I I i I t 1 1 ! i i ~ ! 1 I E E f 1 1 1 ~ I 1 1 I 1 I 1 I 1 I~ i 1 I 1 t i ~ 3 t ~ I~! t i I I i ~ i t i i! t i ~•-r-~---~-~-•r-r-r-r-i - ~ I I ! ~ i I I i 1 ! ! 1 1 1 1 I 3 I ! 1 1 ( ! 1 I i f 1 ! 1 I I I I I i i I 1 I 1 1 I . i I I ! 3 i t ! I 1 1 I I ! I 3 1 . 1 i 1 1 ! I I 1 I " E ! ~ I 1 1 t i I 1 { i i i / • / / , ~ i • i i ' . . / ~ i i / . , O ~ , . . 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Tfine (hours) Pond C: Pond C Stage-Area-Storage SurfacelHorizantalNVetted Area (sq-ft) 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 ■ Surface ~ ~ ■ Storage t 1 t j I 1 I t i 1 ~ 1 i 1 4 E 1 1 ~ E~ I ! ~ ~ ~ 1 1 I t i ' I I I 2.026- . i f 1 ~ 1 I . I 1 1 1 I 1 1' 1 E 1 1 ~ 1 i 1 i I 7 ! E 1 1 t t t E 1 I ~ { 1 i i i l 7 ~ ! t t 1 I i { i I 1 i I 1 I ~ !t I i I 1' F 1 i I t I 1 I 1 11 F i ! 1 1 I i ! I : I ' ! 1 1 2,0Zi'J I I ~ I t ~ i t ~ ~ i I t 1 f I ~ 1 I 3 I ~ i E I ~ 1 ~ 1 I ~ l ~ ~ C ~ I i 1 1 I I I I 1 I 1 I ~ I f O 1 I 1( I ! P ! 1 I 1 I ~ I i _T_1~_...~_...1..._ 1( T i 1 I I t ! I 1 ' 1 I I 3 I I W 2,024 i i t I ~ I I 1 • ! I ~ I ! i ~ i I I 1 ! t 1 1 E ! 1 ( ! 1 ? 3 0~ 1 I ! 9 I ! 1 E 1 I I e 1 1 7~ 3~ I ~ I . f ! 1 I I ! ~ I ~ i~ 1 I ! ! i i I I t 1 1 I 3~ i f I I ~ 3 I i i 3 1 ( 1 1 f I i I I 1 I 1 f 1 ! 1 1 i r ~ ~ ~ ~ i i I 1 I I 1 f i f 1 4 i t 1 ~ i i . / ~ 2,023 ~r"'r'~"''"rf • . , 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 Storage (cubEc-feet) Post Developed c and d Type ll 24-hr 900-year Rainfa11=2.60" Prepared by Saywers Engineering Page 13 HydroCADO 7.10 s/n 003380 O 2005 HydroCAD Software Solutions LLC 9/14/2005 Stage-Area-Storage for Pond C: Pond C . Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 2,023.00 11,097 0 2,025.65 18,538 39,035 2,023.05 • 11,231 558 2,025.70 18,687 39,965 2,023.10 11,364 1,123 2,025.75 18,837 40,904 ` 2,023.15 11,498 1,695 2,025.80 18,986 41,849 2,023.20 11,631 2,273 2,025.85 19,135 42,802 2,023.25 11,765 2,858 2,025.90 19;284 43,763 2,023.30 11,899 3,449 2,025.95 19,434 44,731 2,023.35 12,032 4,048 2,026.00 19,583 45,706 2,023.40 12,166 4,653 2,023.45 12,299 5,264 2,023.50 12,433 5,883 2,023.55 12,567 6,507 2,023.60 12,700 7,139 2,023.65 12,834 7,778 2,023.70 12,967 8,423 . 2,023.75 13,101 9,074 2,023.80 13,235 9,733 2,023.85 13,368 10,398 2,023.90 13,502 11,069 2,023.95 13,635 11,748 . 2,024.00 13,769 12,433 2,024.05 13,910 13,125 2,024.10 14,052 13,824 , 2,024.15 14,193 14,530 2,024.20 14,335 15,243 2,024.25 14,476 15,964 2,024.30 14,617 16,691 2,024.35 . 14,759 17,425 2,024.40 14,900 18,167 2,024.45 • 15,042 18,915 2,024.50 15,183 19,671 2,024.55 15,324 20,434 2,024.60 15,466 21,203 2,024.65 15,607 21,980 2,024.70 15,749 22,764 2,024.75 .15,890 23,555 2,024.80 16,031 24,353 2,024.85 16,173 25,158 , 2,024.90 16,314 25,970 2,024.95 16,456 26,790 2,025.00 16,597 27,616 2,025.05 16,746 28,450 2,025.10 16,896 29,291 2,025.15 17,045 30,139 2,025.20 17,194 30,995 2,025.25 17,344 .31,859 2,025.30 17,493 32,729 2,025.35 17,642 33,608 2,025.40 17,791 34,494 2,025.45 17,941 35,387 2,025.50 18,090 36,288 2,025.55 18,239 37,196 2,025.60 18,389 38,112 T~pNS CA LIc K~ . ~ ' Scenario: 50 Year. System Report Lebel Jpstreambownstrean Length Section ;onsUucted Average Jpstream )ownstrean Average Additiona Total HydraulidHydraulic Rim Node Node (ft) Size Slope Velceity ' InveR Inveri Pipe Flow System Grade Grade Elevation 2 (Rlft) (ftJs) Elevation Elevatlon Cover (cfs) Flow Line In Line Out (ft) ~,I (ft) Ia? (R) (Cfs) (ft) (ft) C81 , 1.29 1.29 2,038.54 2,038.52 2,038.66 P-1 CB 1 CB 2 15.00 12 inch 0.016667 1.64 2,036.76 2,036,51 0,95 1.29 2,038.52 2,036.51 Cg 2 3.29 4.58 2,038.51 ,038.35 2,038.51 P-2 CB 2 CB 3 27,00 12 inch 0.010000 5.83 2,036.51 2,036.24 1.13 ' 4.58 2,038.35 ,038.09 CB 3 - 4.23 8.81 2,038.09 ,037.69 2,038.51 r~Z P-3 CB 3 CB 4 82.00 15 inch 0.008537 7.18 2,036.04 2,035.34 1.96 8.81 2,037.69 ,036.79 CB 4 ' 1.18 9.99 2,036.79 ,036.46 2,039.28 P-4 CB 4 CB 5 134.00 18 inch 0.010448 6.06 2,035.24 2,033.84 3.96 9.99 2,036,46 ,035.74 Cg 5 5.03 15.02 2,035.74 ,035.15 2,040.71 . . P-5 CB 5 POND C 213.00 18 inch 0.045728 12.66 2,033.74 2,024.00 2.49 15.02 2,035.15 ,024.76 POND C . 15.02 2,024.76 ,024.76 2,025.00 , f Title: Shelley Lake 4th Addition Project Engineer. Gianna Adams StormCAD v4.1.1 (4.2013J c:l...ldocumerltlstorm line c.stm ' Pa e 1 of 1 09/14/05 04:12:47 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1866 9. Profile Scenario: 50-Year 2,042.00 i~ ~ R m: 2A 928 R~---y~ ; Rfm: 2,038.68 fl Labe19ump:2A3626ft 2,040A0 , LabeI:CB5 RIm:2A~~1fl Rim:2,040.71 I Sump;2A .01 ft Sump:2,0332~ N 2,038A0 2,038.00 La~1:C83 ( I~ / Ri~:2,o3e.s1 n ~ sJa►a- 2.oV; -5 4 u -Lab-l:,.-, ; 2,034.00 lsbel: P-0 La I: P-3 Up. hvert 2,036.76 ft Up Invert 2p35.24 ft Up. vert 2,036.04 ft Dn. knuert 2,038.51 ft Eleva6on (ft) ~ Dn. Invert 2,033.84 ft Dn. oeR 2,035.34 ft 1;A5A0-tt : 2,032.00 -C:134-OII`tt . 001- Size;l2irtch ; . Size:181nch Size 151nch ~ 5:0.018667MI1 S: 0A10448 NR S: 0 08537 Nft 1,030.00 Lebel: P-2 ~ Up. fnveR 2,036.51 dl ~ Dn. Invert 2 A36.24 2,028.00 L:27.OOR ( . Size;l2inch , ~ p.belnvert 2,033.74~it S; 0A10000 Ntt 2,026A0 - ~ L•213.OOfl . Size:18 inch • ~ S: 0A45728 Ntl 2,024.00 , Label: POND C ~ Rim: 2,025.00 ft , Sump:2A23.00ft i ` 2A~.00 Or00 0+50 1~00 1+Sp 2+00 2+50 3+00 3+50 4+00 4+50 5+00 Smdon (ft) Proj TfUe: Shelley Lake 4th Addition ect Engineer. Gianna Adams StormCAO v4.1.1 (4.2013] c:1...ldocumentlstorm line c.stm Page 1 of 1 09/14105 04:19:04 PM 0 Haes~ad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 . _ TI~N~ ~~L~► p CAL ~p ~ ~ . Pond C Rip Rap Calculations Pipe Diameter = 18 inches Flow Velocity = 12.68 ft/sec _ Flow Quantity = .15.02 cfs Tailwater Depth = - 1.76 ft D50 = 0.28 ft. 3Do = 4.5 ft Q factor based upon Tailwater Depth 1.8Q or 3Q = 45.1 cfs La = 35.0 ft W=3Do+0.4La= . 18.5ft Minimum Rip-Rap I'Ulat Thickness = 1.0 ft Minumum Stone Diameter = 8 inches ,