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27650 PE-1750D CONCEPT STORMWATER DRAINAGE REPORT ' _ - CONCEPT STORMWATER ~ DRAINAGE REPORT FoR SHELLEY LAKE 5T" ADDITION PRELIMINARY PLAT Spokane, Washington June, 2005 - Prepared by: Saywers Engineering 327 W 8"' Ave, Suite 240 Spokane, WA 99204 Ph 509=774-0300 Fax 509-774-0302 This report has been prepared by the staff of Saywers Engineering under the direction of the undersigned professional engineer whose seal and signature a ereon. . e m ~ i a ' d 0036212 4.~ i ;~FCIST~a~ A F G ~ ss10 a A L ~ l , j'ExPIRES. John F. Saywers, P.E. 1 ' GENERAL The proposed Shelley Lake 5th Addition Preliminary Plat development consists of 58 residential lots ranging in size from less than 8,400 it2 to over 28,500 ft2 and 2 open space lots located on approximately 20 acres. The proect is part of the Shelley Lake PUD Preliminary Plat and is adjacent to Shelley Lake 4- h 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 wetlands on the site. The ten and fifty-year Intensity, Duration, and Frequency (IDF) curves from the Spokane, Medical Lake, Reardon, Cheney and 1 Rockford intensity curve are used for the bowstring calculations. ANALYSIS METHODOLOGY The Rational Method, which is recommended for basins tess than ten acres in size, is used to determine peak discharges and runoff volumes for all basins included in this report. " ' TOPOGRAPHY 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 accompanying soils map from the Spokane County Soils Survey as performed by the USDA, Soil Conservation Service (SCS), the site consists ' of soii tYPe Gm6. The soil descriPtion is as follows. GmB - Garrison very gravelly loam, 0 to 8 percent slopes: Soils within this soil type 1 are formed on 9ravellY 9lacial outwash material from a varietY of i9neous rock. These soils are described as somewhat excessively drained. Surface runoff is slow and the hazard of erosion is slight. Spokane County Guidelines for Stormwater Manayement indicate this to be a Soil Group Type B and pre-approved for drywell installation. Hydrologic Soil Classification - B Saywers Engineering 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 calculations for both pre- and post-developed flows. This inciudes flows from adjacent yards in . Rotchford Estates and Sheiley Acres as well as redirected flows ftom Shelley Lake 4"' Addition basin C. Bowstring worksheets are included in the appendix showing areas, treatment and storage requirements and flooded width vaiues. Flooded widths were determined to ensuce a dry roadway width of at least 12 feet for the fifty-year storm. BAS/N 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 comer of the property. The pre-developed stormwater is either infiltrated, evaporated, or runs off into Shelley Lake. Table 1. Pre Developed Basin Surnmary 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 ~ 21039_, 4,456 TOTAL - .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 storm. Each lot is assumed to have an 1800 square foot house and 750 square foot driveway. Table 2summarizes 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 volurne for ihis project. Suywers Engineering Consultanls Page 3 of 5 Shelley Loke S+" Addition- Concept Droinage Report Table 2. Post Developed Basin Summary Tabie Area (ft) Treatment Volume Req'd . Basin Pervious lmpenrious Treatment Total (ft) 1 ~ 16,368 13,301 ~ 7,901 29,669 206 2 4,536 10,446 ~ 5,046 14,982 131 3 15,013 18,671 9,671 33,684 252 4 ~ 13,776 ~ 14,993 71793 28,769 ~ 203 5 ~ 166,849 - ~ - 166,849 ~ - 6 ~ 35,279 ~ 15,434 ~ 10,784 50,713 280 7 ~ 36,054 9,426 1 5,826 45,480 152 8 15,884 6,852 5,052 22,736 131 9 ~ 118,153 ~ 19,202 ~ 12,002 ( 137,355 312 10 ~ 95,188 6,377 6,377 101,565 ~ 166 11 6,890 ~ 8,008 4,408 14,898 115 12 99,918 26,030 15,230 125,948 396 13 43,865 . ~ 14,148 ~ 10,548 58,013 274 14 ~ 14,457 ~ 14,763 7,563 ~ 29,220 197 15 118,568 ~ 18,659 11,459 137,227 298 16 35,897 ~ 7,321 3,721 ~ 43,218 97 17 39,302 ~ 7,350 3,750 ~ 46,652 98 18 52,014 14,165 8,765 66,179 228 19 ~ 21,851 11,014 5,614 32,865 146 C.L4th_Add 143,315103,083 57,083 ~ 246,398__ Total 1,093,177 339,243 ~ 197,843 ~ 1,432,420 ~ 5,.191 STORMWATER STORAGE REQU/REMENTS The storage volume for the fifty-year storm was calculated for each basin using the bowstring method. The required storage volumes were then added together to determine the total size of the pond to be constructed in the drainage tract. One double-depth drywell will be ins#alled to drain the pond. The pond is sized to provide a - minimum of one foot of freeboard over the fifty-year storm. The volume requirements are summarized in Table 3. Saywers Engineering Consultarrts Page 4 of 5 Shelley Lake S' Addition- Concept Drainrrge Report Table 3. Storage Volume Summary Table Required Storage Volume (ft) 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 g 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. Tabte 4. Pond Summary Table Treatment Bottom Volume @ 6" Total Storage Area Bottom Depth Volume Max WSEL Freeboard (tt2) Elev (ft) (ft) (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 #o meet the storm water treatment requirements of the City of Spokane Valley. Saywers Engineering Consultants Page 5 of 5 Shelley I.ake S' Additiorr- Corlcept Ilrainage Report . ~pP ► ~ ~ ~ i . VICIN,ITY MAP i cm;,i HU r ~ ~1-(-~~~ i a ~ ~ ~ , i ' ~ ~O ~q}.- < . ~,J~..,,.- ~~n `f~~,~~- .~m~'~'~~ ^j~ ;,.~A f ~ r-~ ~ INl'(n~i~~ Is,d;~5 1 ;~?;r, ' - m•e' ~'I. , m ~ ~ E:. ~ i Pd I ' n I~~, ~ i"~t~~~ ~ M~~!'~•I~•~{i-vl~l f' 4 1 ~rn-...~, _ j frS Er~e,i~',~'a~n•R~~l ~ , 77~1W ~ ~ , ~ • ' I b , , i • f; • 1 , ;p~~ ` w~.• am ' _.~.,1~ , - ~ i .T.~~-____...~ ~ ~ • , ~ ;~2~ Itlr►5t Z •r~~ r ~ f ~ J ~y1 ~ ~m , ! , , tl t M ` , I S t, '}~~J,.. I~ •~o'' , ..A~ •K, Y . _ ~ p ~a or ~ • - ~n r~ s ~t ~ w ~ l i 4 j ._.S,~ (n a ~ri rm' f I .«+i1 i:~f yG~~,~ ~ a~' •IfX'~,'•,i~Y ~ i ' ' l~= i , > O ~ _S Fm Z -i S Nen!y Rd.~~ ~ ~m' M11 'r~ s sa1L T~{~~S ~~LA ~ 5'~~~ gp~ ~ ~ ~ ~ ~ ~ MMIIMIMMM~Mmm MMM. 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 Increment (min) 5 Perv, Area 28,155 SF C= 0.15 Time of Conc, (min) 6.11 Wt. C= 0.15 Outflow (cfs) 0 Design Year Flow 10 CASE 1 Area (acres) 0.65 Imperoious Area (sq ft) 0 291 ft. Overiand Flow 'C Factor 0,15 Area' C 0.097 Ct = 0.15 Treatment Area 0 L = 291 ft. n= 0.40 Time Tlme Inc. Intens. Q Devel. Vol.ln Vol.Out Storage s= 0.0606 (minL (c"ftL (a' ftL Ic" ft~ 6.11 367 291 0.28 139 0 139 ' Tc = 6,11 min., by Equation 3-2 of Guidelines 5 300 3,18 0.31 124 4 124 0 ft, Gutter flaw 10 600 2.24 0.22 157 0 157 15 900 1.76 0.17 114 0 114 Z1= 50.0 For Z2 20 1200 1.45 0.14 187 0 187 22 = 3.5 Type B=1,0 25 1500 1.23 0,12 194 0 194 n= 4.416 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 4 198 d= 0.0930 ft, Flow Width 4.7 ft. 45 2700 0.14 0.01 202 0 202 50 3000 0.69 0.07 209 0 209 55 3300 0,65 0.06 215 0 215 A R Q Tc Tc total I Qc 60 3600 0.61 0.06 222 0 222 . 023_. 6.05 0,28 0,006.11 2.91 0.28 65 3900 0.58 0.06 228 0 228 70 4200 4.56 0.05 237 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 5400 0.50 0.05 266 0 266 CASE 2 95 5100 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 flow for the Basin is the greater of the two flaws, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.28 cfs Maximum Storege Required by Bowstring 291 cu ft Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Singke 0 Dauble ~ ~ ~ ~ ~ ~ ~ ~ ~ m AMI m m m m m 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; B DESIGNER; GLA BASIN: B DATE: 27-May-05 Tot, Area 118,828 SF 2.73 Acxes imp. Area 0 SF C= 0.9 Time lncrement (min) 5 Pero, Area 118,828 SF C= 0.15 Time of Conc. (min) 7.85 Wt. C= 0.15 Outflow (cfs) 0 Qesign Year Flow 10 CASE 1 Area (acres) 2,73 Impervioua Area (sq ft) 0 432 ft. Ovedand Flow 'C Factor 0.15 Area • C 0.409 Ct = 0.15 Treaiment Area 0 L = 432 ft, n= 0.40 Time Time Inc. Intens. Q Oevel. Vol.in Vol,4ut Storage S= 0,0556 min) .(secL. . 4in/hr) (ds) (cu ft) fcu ft) (cu ft~ 7.85 411 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 0.92 691 0 697 15 900 1.76 0,72 761 0 761 21= 50.0 For 22 20 1200 1,45 0.59 809 0 809 Z2 = 3.5 Type B=1.0 25 1500 1.23 0,50 835 0 835 n= 0.016 Rolled = 3.5 30 1800 1,05 0,43 842 0 642 S= 0.0100 35 2100 0.91 0.37 842 0 842 40 2400 0.81 0.33 848 0 848 d= 0.1534 ft. Flaw Width 7.7 ft. 45 2700 0.74 0.30 865 0 865 50 3004 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 0.00 7.85 2.56 1.05 65 3900 0.58 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 5700 0,45 0.18 1083 0 1083 104 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 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 1.06 cis Maximum Storage Required by Bowstring 1236 cu ft Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Sheiley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: C DESIGNER: GLA BASIN; C DATE; 27-May-05 Tot, Area 343,083 5F 1.88 Acres Imp, Area 0 SF C= 0.9 Time Increment (min) 5 Pero. Area 343,083 SF C= 0.15 Time of Conc. (min) 13.93 Wt. C= 0.15 OutBow (cfs) 0 Resign Ysar Flow 10 CA5E 1 Area (acres) 1.68 Impervious Area (sq 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. Intena. Q Devel. Vol.in Vol.Out Storage S= 0.0427 ~min) (sec) Jinmr) JE!!~ cu ft (cu ft) , Icu ft) « v 13,93 ~ 836 1.84 2.17 2432 0 2432 Tc = 13.93 min., by EquaUon 3-2 of Guidelines 5 300 3.18 3.75 1549 0 1509 0 ft. Gutter flow 14 600 2,24 2.65 2129 0 2129 15 900 1.78 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 Rolled = 3.5 30 1800 1,05 1,24 2585 0 2585 S= 0.0100 35 2100 0.91 1,08 2565 0 2565 40 2400 0.81 0.96 2567 0 2561 d= 0.2009 ft. Flow Width 10,0 ft, 45 2700 0.74 0,87 2606 0 2606 50 3000 0.69 0.81 2673 0 2613 55 3300 0.65 0.77 2741 0 2747 A R Q Tc Tc total I Qc 60 3600 0.61 0.13 2811 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 0.67 2989 0 2989 Qpeak for Case 1= 2.17 cfs 15 4509 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 0.49 0.58 3641 0 3641 Case 2 assumes a Time of Concentration less ihan 5 minutes so that the peak flow =.90(Tc=5 intensity)(imp, Area) = 0.00 cfs "05-013" TREATMENT REt1UIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft So, the Peak tlow for the Basin is the greater of 1he finro flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 2.17 cfs Maximum Storage Required by Bawstring 3641 cu ft ' Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double ~ m so m A ~ m me mmr m m r mm mm m PEAK FL01N CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD . PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: D DESIGNER: GLA BASIN: D DATE: 27-Mey-45 Tot, Area 192,306 SF 4,41 Acres Imp. Area 0 SF C= 0.9 Time Inctement (min) 5 Pero. 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 Impervious Area (sq n) 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. Cl Devel. Vol.ln Vol.Out Storage S= 0,0662 minj... jsec) inltir ~ Scu ft~ ~n _.,au ftL. 5.83 350 2.97 1.97 923 0 923 Tc = 5.83 min,, by Equatian 3-2 of Guidelines 5 300 3.18 2,10 846 0 846 0 ft. Gutter flow 10 600 2.24 1,48 1067 0 1067 15 900 1,76 1.16 1184 0 1184 Z1= 50,0 ForZ2 20 1200 1.45 0,96 1269 0 1269 7-2 = 3.5 Type B=1.0 25 1500 1,23 0,81 1318 4 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 1338 40 2400 0.81 0,54 1350 0 1350 d= 0,1937 ft. Flow Width 9.7 ft. 45 2100 0,74 0.49 1380 0 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 0.00 5.83 2.91 1.97 65 3900 0.58 0.39 1556 0 1556 10 4200 0.56 0.37 1614 0 1614 Qpeak for Case 1= 1.97 cfs 75 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 1841 90 5400 0.50 0,33 1818 0 1818 CASE 2 . 95 5100 0.45 0,30 1740 0 1740 100 6000 0.49 0.32 1987 0 1981 Case 2 assumes a Time of Concentrabon 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 7reatment 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 Required by Bowstring 1987 cu ft Provided Storage Volume 0 cw ft Number and Type of Drywells Required 0 Single 0 Double ~ ~ ~ ~ ~ ~ mm, mm m mm m mm mm PEAK FLOW CALCULATION PROJECT: Shelley lake 5th Addtion BOWSTRING METHOD . PROJECT: Shelley Lake 5th Addtion 10•Year Design Storm DETENTION BASIN DESIGN BASIN: E QESIGNER; GlA BASIN: E DATE: 27-May-05 Tot. Area 259,587 SF 5.96 Aaes Imp. Area 0 SF C= 0.9 Time Inaement (min) 5 Pero. Area 259,587 SF C= 0.15 Time of Conc, (min) 9.18 Wt. C= 0.15 Outflow (cfs) 0 Qesign Year Flow 10 CASE 1 Area (acres) 5.96 impervious Area (sq R) 0 600 ft. Overland Flow 'C Factor 0.15 Area' C 0.894 Ct = 0.15 Treatment Area 0 L = 600 ft. n= 0.40 Time Time Inc. intena. Q Devel. Vol.in Vol,Out Storage S= 0.0517 min (sec) (iNhr). ~ fcu ftl (cu ft) (cu .ft) 9.18 587 2.27 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 2.24 2.00 1602 0 1602 15 900 1.76 1.51 1725 0 1125 Z1= 50.0 For Z2 20 1200 1,45 1.30 1818 0 1818 Z2 = 3.5 Type B=1.0 25 1500 1.23 1.10 1867 0 1867 n= 0.016 Rolked = 3,5 30 1800 1.05 0.94 1876 0 1876 S= 0.0100 35 2100 0,91 0.81 1872 0 1872 40 2400 0,81 0.72 1861 0 1881 d= 0,1959 ft. Flow Width 9.8 ft. 45 2700 0.74 0.66 1916 0 1916 50 3000 0.69 0,62 1910 0 1970 55 3300 0.65 0,58 2030 0 2030 A R Q Tc Tc total I Qc 64 3600 0.61 0,55 2085 0 2085 1.03 ~0.10 2.03 0,00 9.76 2.27 2.03 65 3900 0.58 0.52 2142 0 2142 70 4200 0.56 0.50 2219 4 2219 Qpeak for Case 1= 2.03 cfs 75 4500 0.55 0.50 2328 0 2328 80 4800 0.55 0.49 2453 0 2453 85 5100 0,53 0.48 2532 0 2532 90 5400 0,50 0.44 2490 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 Concentration fess than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp, Area) = 0.00 cfs "45-013" TREATMENT REQUIREMENTS Minimum "05-413" Volume Required 0 cu ft Provided Treatment Valume 0 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESiGN S70RM 2.03 cfs Maximum Storage Required by Bowstring 2118 cu ft Provided Storage Volume 0 cu ft Number and Type oi Dryweils Required 0 Single 0 Double wr MM r M = rw = r~ M Mai = =1 r SM = r m PEAK FLOW CALCULATION PROJECT: Sheiley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BAS1N: F DESIGNER; GLA BASIN; F OATE: 27-May05 Tot, Area 329,233 SF 7,56 Acres Imp. Area 0 SF C= 0.9 Time Incrernent (min) 5 Pero. Area 329,233 SF C= 0.15 Time of Conc. (min) 12.54 Wt. C= 0.15 Outflow (cfs) 0 Design Year Flow 10 CASE 1 Anea (acres) 7.56 Impervious Area (sq ft) 0 634 ft, Overfand Flow 'C Facior 0.15 Area " C 1.134 Ct = 0.15 Treatment Area . 0 L = 634 ft. n= 0.40 Time Time Inc. intens, Q Devel. Vol.ln Vol.Out Storage S= 0.0252 (mfn sec~~in~r) (~fscu fl) (cu ft~ 12.54 752 1,96 2,22 2240 0 2240 Tc = 12,54 min., by Equation 3-2 of Guidelines 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 21= 50.0 For 22 20 1200 1.45 1.65 2399 0 2399 Z2 = • 3.5 Type B=1.0 25 1500 1.23 1.39 2446 0 2446 n= 0.016 Rolled = 3.5 30 1800 1.05 1.19 2441 0 2447 S= 0.0100 35 2100 0.91 1.03 2433 0 2433 40 2400 0.81 0.92 2437 0 2437 d= 02028 ft. 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 0.14 2616 0 2616 A R Q Tc Tc total I Qc 60 3600 0,61 0.70 2684 0 2684 0.00 12.54 1.96 2.22 65 3900 0.58 0.66 2754 0 2754 0.10 ~ 2.22 - ~ 1. 10 . 70 4200 0.56 0,64 2850 0 2850 Qpeak for Case 1= 2.22 cfs 75 4500 0.55 0,63 2988 0 2988 ' 80 4800 0.55 0,62 3147 0 3147 85 5100 0.53 0,61 3245 4 3245 90 5400 0.50 0,56 3189 0 3189 CASE 2 95 5760 0.45 0.51 3049 0 3049 100 6000 0.49 0.56 3479 0 3479 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 iMensita+)(Imp. Area) = 0.00 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 0 cu ft Provided Treatment Vo{ume 0 cu ft So, the Peak flow for the Basin is the greater oi the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 2,22 c#s , Maximum Storage Required by Bowstring 3479.cu ft Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double ~ M" m w w mmm~m'r lrw man w~ 0100wr W&M PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING MET}i0D PROJECT; Sheliey Lake 5th Addlion 50•Year Design Storm DETENTION BASIN DESIGN BASIN; A DESIGMER GLA BASIN: A DATE; 27•May-05 Tot, Area 28,155 SF 0,65 Aaes Time Increment (mfn) 5 Imp. Area 0 SF C= 0.9 Time of Conc. (min) 6.11 Perv. Area 28,155 SF C= 0.15 Outflaw (cfs) 0 Wt. C= 0.15 Design Year Flow 50 Aree (acres) 0.65 CASE 1 Impervlous Area (sq ft) 0 'C' Fectar 0.15 297 it. Overland Flow Area * C 0.097 Treatment Area 0 Ct= 0,15 L= 297 ft. Time Time Inc. Intens, Q Devel, Vol.ln Vol,Out Storege n= 0.40 (min) sec (infir) (cu ft) (cu ft) (cu ftL. S= 0.0606 6.11 367 4.20 0.41 200 0 200 tc = 6.11 min,, by Equation 3-2 of Guidelines 5 300 4.58 0,44 176 0 178 10 600 3.21 0.31 125 0 225 0 ft, Gutter flow 15 900 2.44 0.24 243 0 243 20 1200 1.98 0.19 254 0 254 Z1= 50.0 For Z2 25 1500 1.68 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 2100 1.08 0.11 297 0 197 d= 0.1080 fl. Flow Width 5,4 ft. 50 3000 1.01 4.10 305 0 305 . 55 3300 0.94 0.09 312 0 312 60 3600 0.88 0.09 318 0 318 A R Q Tc Tctotal I ~ Qc, r 65 3900 0.83 0.08 325 0 325 0.31 0.05 0.41 0,00 6.11 4.20 J 0.41 70 4200 0,79 0,08 333 0 333 75 4500 0.77 0.07 345 0 345 Qpeak for Case 1= 0.41 cfs 80 4800 0.75 0.07 360 0 360 85 5100 0.73 0,07 312 D 312 90 5400 0.70 0.07 374 0 374 95 5700 0.66 0.08 371 0 311 CASE 2 400 6000 0,68 0.07 404 0 404 Case 2 asaumea a Time of Concentratlon less than 5 minutes so Ihat the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc--5 intensity)(Imp. Area) = 0.00 cis Nrnimum "05-013" Volume Required 0 ai ft Provided Treatment Volume 0 cu fl • DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So,, the Peak 8ow for the Basin is the greater of ihe iwo flows, Maximum 6torege Requ(red by Bowstring 372 cu ft 0.41 cfs Provided Storage Volume 0 cu ft Number and Type of Drywells Required 0 Single 0 Double a W-- ow m PEAK FLOW CALCULATION PROJECT; Shelley 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 InaemeM (min) 5 1mp, Area 0 SF C= 0.9 Time oi Cona (min) 1.85 Perv. Area 118,828 SF C= 0.15 Outflowr (cfa) 0 Wt. C= 0,15 Design Year Flow 50 Area (eaes) 2.73 CASE 1 ImpeNious Aree (sq ft) 0 ' "C' Fador 0.15 432 ft. Overland Flow Area "C 0.409 Treatment Area 0 Ct= 0,15 L= 432 ft. Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storege n = 0,40 (mf~_.~se~___~inmr) _ ~au ftL.Lculft.) (cIU ft) e e-n S= 0.0556 7,85 471 3.70 1.51 955 0 955 Tc = 7.85 min., by Equation 3•2 oi Guidelines 5 300 4.58 1,87 753 0 153 10 600 3.21 1,31 996 0 998 0 ft. Gutterftow 15 904 2.44 1,00 1059 0 1059 20 1200 1.98 0.81 1102 0 1102 Z1= 50.0 forZ2 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, Flow Width 8.8 ft. 50 3000 1,01 0.41 1302 0 1302 , 55 3300 0,94 0.38 1332 0 1332 60 3800 0.88 0.36 1357 0 1357 A R Q Tc Tc total I Qc 65 3900 0.83 0.34 1382 0 1382 0,82 0.09 1.51 0,00 7,85 3.70 1.51 70 4200 0.79 0,33 1411 0 1417 75 4500 0,77 0.32 1469 0 1469 Qpeak for Case 1= 1.51 cfs 80 4800 0,75 0.31 1530 0 1530 • 85 5100 0,73 0.30 1580 0 1580 90 5400 0.70 029 1590 0 1590 95 5700 0.66 0.27 1577 0 1571 CASE 2 100 6000 0.68 0,28 1714 0 1714 Case 2 assumes a Time of Conoentration less than 5 minuies 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 DESIGN STORM So, ihe Peak flow for the Basin is the greater of the lwo flows, Maximum Storege Required by Bawstring 1580 cu ft 1.61 cfs Provided Storege Volume 0 cu ft Number,and Type oi Drywells Required 0 Single 0 Double PEAK FLOW CALCULATION PROJECT: Shelley LAke 5th Addtion BOWSTRING METHOD PROJECT: Sheiley Leke 5th Addtion 50•Year Design Stortn DETENTION BASIN DESIGN BASIN: C DESIGNER GLA • BASIN: C DATE: 21-May-05 ToL Area 343,083 SF 7.88 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 Flaw 50 Area (aaes) 7.88 CASE 1 Impervious Area (sq ft) 0 'C' Factor 0.15 984 ft. Overland Flaw Aree' C 1.181 Treatmeni Area 0 Ct = 0.15 L= 984 fl. Time Time Inc. Intena. Q Devel, Vol.ln Vo1.0ut Storage n= 0.40 (miN sec (inthr) cfs cu ft} (c~ ft) (cu tt S~._. 4 ~ . S= 0.0427 13.93 636 2.57 3.04 3403 03403 Tc = 13,93 min,, by Equation 3-2 of Guidelines 5 300 4.58 5,41 2174 0 2174 10 600 3.21 3,79 3046 0 3048 0 ft. Gutter 8ow 15 900 2.44 • 2.88 3415 0 3415 20 1200 1,98 2.34 3413 0 3473 21= 50.0 For Z2 23 1500 1.68 1.98 3533 0 3533 72 = 3.5 Type B=1,0 30 1800 1.46 1,72 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 2100 1.08 1.28 3821 0 3821 d= 0.2280 ft. Flow Width 11.4 ft. 50 3000 1.01 1.19 3908 0 3908 . 55 3300 0.94 1.11 3983 0 3983 60 3600 0.88 1.04 4446 0 4046 A R Q Tc . Tc total I Qc 65 3900 0,83 0.98 4112 0 4112 1.39 0.11 3.04 0.00 13.93 2.57 3,04 70 4200 0.18 0.94 4108 0 4208 15 4500 0.77 0.91 4353 0 4353 Opeek for Case 1= 3.04 cfs . r ,60 4800 0.75 0.89 4529 0 4529 85 5100 0.73 0.87 4688 0 4668 90 5400 0,70 0.83 4692 0 4692 95 5100 0.66 0,78 4648 4 4648 CASE 2 100 6000 0.68 0.80 5049 0 5049 Cese 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 cfs Minimum "05•013" Volume Required 0 cu ft Provided Treatment Volume 0 cu ft DRYWELI REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater ot the two flows, Maximum Storage Required by Bowstring 4668 cu ft 3.04 cfs Pmvided Starege Volume 0 cu ft Number and Type of Drywelis Required 0 Single 0 Double w m A mm m m mA m r ~ i ~ ~ m ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METNOD PROJECT: Shelley Leke 5th Addgon 50-Year Design 3tortn DETENTION BASIN DESIGN BASIN: D DESIGNER GLA BASIN: D DATE: 27-May-05 Tot. Area 192,306 SF 4.41 Acres Time Incxeement (min) 5 Imp, Area 0 SF C= 0.9 Time of Conc. (min) 5.83 Perv. Area 192,306 SF C= 0,15 Outflow (cfa) 0 Wt. C= 0.15 Design Year Flaw 50 Area (ecxes) 4,41 CASE 1 Impervious Area (sq ft) 0 'C' Factor 0.15 287 ft, Overland Flow Area' C 0.662 Treatment Aree 0 Ct= 0.15 L= 287 ft, Time Time Inc. Intens. Q Devel. Vol.in VoLOut Storege n= 0,40 (min) (sec) liNhrl (cu ftL...Lcu ft) (cu ftL--, S= 0.0662 5.83 350 4.29 2,84 1332 4 1332 Tc = 5.83 min., by Equation 3-2 oi Guidelines 5 300 4.58 3.03 1219 0 1219 10 600 3.21 2,12 1527 0 1527 0 ft. Gutterflaw 15 900 2.44 1,62 1847 0 1647 20 1200 1.88 1,31 1730 0 1730 Z1= 50.0 ForZ2 25 1500 1.68 1,11 1797 0 1197 Z2 = 3.5 Type B=1,0 30 1600 1.46 0.91 1654 0 1854 n= 0.016 Rolled = 3.5 35 2100 1.30 0,66 1908 0 1908 S= 0.0100 40 2400 1,18 0.78 1964 0 1964 45 2700 .1.08 0.72 2023 0 2023 d= 0.2222 fl. Flow Width 11,1 ft, 54 3000 1.01 0.67 2080 0 2080 . 55 3300 0.94 0,62 2130 0 2130 60 3600 0,88 0.58 2171 0 2171 A R Q Tc Tctotal 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 2212 0 2272 75 4500 0,77 0.51 2356 0 2356 Opeak for Case 1= 2.84 cfs 80 4800 0,75 0.50 2456 0 2456 65 5104 0.73 0,49 2536 0 2536 90 5404 0.70 0.46 2553 0 2553 95 5700 0.66 0.44 2533 0 2533 CASE 2 100 6000 0.66 0.45 2756 0 2755 Case 2 assumes a Time of Cancentration 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 Treatmertt Volume 0 cu ft DRYUVEII REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flaws, Mazimum Storege Required by Bowstring 2536 c;u R 2,84 cfs Proalded Storage Volume 0 cu ff N4mber and Type oi Drywells Required 0 Smgie 0 Double w~ ~ ~ m m mmr r -mrr m r m mm mr m PEAK FLOW CALCULATION PRQJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley lake 5th Addtion 50-Year Design Storm DETENTION BASIN DESI.GN BASIN: E DESIGNER GLA BASIN: E DATE; 21•May-05 Tot. Aree 259,587 SF 5.96 Acrea Time Increment (min) 5 Imp. Area 0 SF C= 0,9 Time oi Cona (min) 9.78 Perv. Area 259,587 SF C= 0,15 Outftow (cfs) 0 Wt, C= 0,15 Design Year Flow 50 Aree (aaes) 5.96 CASE 1 Impenrious Area (sq fl) 0 'C' Fector 0.15 600 ft. Overlend Flow Area' C 0.894 Treatment Area 0 Ct = 0.15 L= 600 ft, Time Time Inc. Intens, Q Devel, Voi,ln Vol.Out Stonge n= 0.40 (min) (sec) (inlfx) fcu fll ja ft~ (cu fl). S= 0.0517 9.78 587 ' 325 2.91 2285 0 2285 Tc = 9.78 min,, by Equation 3•2 of Guidelines 5 300 4.58 4.09 1645 0 1645 10 604 3,21 2.87 2292 0 2282 0 ft, Gutter flow 15 900 2.44 2.18 2399 0 2399 20 1200 1,88 1.77 2418 0 2478 Z1= 50.0 For12 25 1500 1,68 1,50 2546 0 2546 72 = 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 2700 1,06 0.97 2809 0 2809 d= 02244 fl. Flow Width 11,2 ft. 50 3000 ,1,01 0.90 2880 0 2880 , 55 3300 0,94 0.84 2941 0 2942 60 3600 0,88 0.79 2994 0 2994 A R Q Tc Tc total I Qc 65 3900 0.83 0.74 3048 0 3048 1,35 0.11 2.91 0,00 9.78 3.25 2,91 10 4200 0.79 0,71 3114 0 3124 15 4540 0.77 0.69 3235 0 3235 Qpeak for Case 1= 2,91 cfs 60 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 3769 0 3169 Case 2 assumes a Time of Concentratian less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intenaih+)(Imp. Area) a 0.00 cfs Minimum "05-013" Volume Required 0 cu ft Provided TreatmentVolume 0 cw ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin Is the greater oi the lwo flows, Maximum Storage Required by Bowstring 3477 cu ft 2.81 cfs Provided Storage Volume 0 cu ft Number and Type of Orywelis Required 0 Single 0 Double ~ i ~ r~ ~ w ~ ~ ~ o ~ ~ w ~ ~ ~ ~ ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtlon BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BAS►N: F DESIGNER GlA BASIN: F DATE: 27-M6y-05 Tot. Area 329,233 SF 7.56 Acres Time Increment (min) 5 Imp. Area 0 SF C= 0.9 Time of Conc. (min) 12.54 Perv. Ares 329,233 SF C= 0,15 Outflow (ds) 0 Wt. C= 0.15 Oeaign Year Flow 50 Area (eaes) 1,58 CASE 1 , Impervious Aree (sq ft) 0 ''C' Factor 0.15 634 ft. Overland Flow Area "C 1.134 Trealment Area 0 Ct= 0.15 L= 634 ft. Time Time Inc. Intens, Q Devel. Vol.ln Vol.Out Storage n= 0.40 (min) (sec) f iNhr) (cfs) (cu R) (cu ft) , jcu fl)-_ S= 0.0252 12.54 752 -2.77 3.14 3181 0 3161 Tc = 12,54 min., by Equation 3-2 of Guidelines 5 300 4.58 5.19 2087 0 2081 10 600 3,21 3.64 2923 0 2923 0 ft. Gutter flow 15 900 2,44 2.77 3199 0 3199 20 1200 1.98 2.25 3269 0 3269 Z1= 50.0 For Z2 25 1500 1.68 1.90 3331 0 3331 Z2 = 3,5 Type B=1.0 30 1800 1.46 1.65 3401 0 3401 n= 0.016 Rolled = 3,5 35 2100 1.30 1.47 3468 0 3468 S= 0.0100 40 2400 1.18 1,33 3545 0 3545 45 2100 1.08 1,23 3631 0 3631 d= 0,2307 ft. FlowWidth 11.5 ft. 50 3000 1.01 1,14 3717 0 3717 , 55 3300 0.94 1.07 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 _ •,~,u~ 1.42 0.12 3.14 0,00 12.54 2.77 3.14 70 4200 0.79 0.90 4013 0 4013 75 4500 0.77 0.81 4152 0 4152 Qpeak for Cese 1= 3.14 cfs 80 4800 0.75 0.85 4321 0 4321 65 5100 0.73 0.63 4456 0 4456 90 5400 0.10 0.19 4480 0 4480 95 5700 0,66 6.75 4439 0 4439 CASE 2 100 6000 0,68 0.77 4824 0 4824 C~L3II~~ Case 2 assumes a Time of ConceMration less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peek flow =.90(Tc=5 intensiry)(Imp. Area) = 0.00 cfs Minimum "05-013" Volume Required 0 cu R Provided TreatmentVolume 0 cu ft DRYWELL REQUIREMENTS - 50 YEAR OESIGN STORM So, the Peak flow for ihe Basin is the greater oi the two flows, Maximum Storage Required by Borvstring 4456 cu ft 3.14 cfs Provided Storage Volume 0 cu ft Number and Type of Drywelis Required 0 Single 0 Qouble PEAK FLOW CALCULATION PROJECT: Shelley lake 5th Addtion BOWSTRING METHOD PROJECT: Sheiley Lake 5th Addtion 10•Year Design Storm DETENTION BASIN DESIGN BASIN; 1 DESIGNER: GlA BASIN: 1 DATE: 27-May05 Tot, Area 29,669 SF 0.68 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 Wt. C= 0,49 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0.68 Impervious Area (sq ft) 13301 0 ft, Overland Flow 'C' Factor 0.49 Area' C 0.331 Ct = 0.15 Treatment Area 7,901 L = 0 ft. n= 0,40 Trme Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage . - 0.1090 mina (sec)4inmr) (cfs) (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 1.45 423 300 123 221.55 ft, Gutter flow 10 600 2.24 0.14 521 600 -79 15 900 1,76 0.58 582 900 -318 Z1= 50.0 For Z2 20 1200 1.45 0.48 627 1200 -573 Z2 = 3.5 Type B=1.0 25 1500 1.23 0,41 652 1500 -848 n= 0,016 Rolled = 3.5 36 1800 1.05 0,35 661 1800 •1139 S= 0,0089 35 2100 0.91 0.30 664 2100 -1436 40 2400 0.81 027 671 2400 •1729 . d= 0.1565 ft, Fiow Width 7.8 ft. 45 ~700 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 (1c 60 3604 0.61 0.20 753 3600 -2847 J. . _ 0.66 0.06 1,05 2,30 5.00 3.18 1.06 65 3904 0,58 0,19 175 3900 •3125 70 4200 0,56 0.19 804 4200 -3398 Qpeak for Case 1= 1.05 cfs 75 4500 0.55 0.18 845 4500 •3655 80 4800 0.55 0.18 891 4804 •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 6040 •5009 Case 2 assumes a Time of Concentratlon 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 Basin is the greater of the iwo flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.05 c1s Maximum Storage Required by Bowstnng 123 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 METHOD PROJECT; Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 2 . OESIGNER: GLA BASIN: 2 DATE: 27-May-05 Tot. Area 14,982 SF 0.34 Acres 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 Wt. C= 0.67 Outflow (cfs) 1 Design Year Fiow , 10 CASE 1 Area (acres) 0.34 Impervious Area (sq ft) 10446 0 ft. Overland Flaw '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) Jsec) (inlhr) . . ~cu ft) , 4~ ft) . f cu ft~ 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 -4 114 ft. Gutter flow 10 600 2.24 0,52 364 600 -236 15 900 1.76 0.41 407 900 -493 Z1= 50,0 ForZ2 20 1200 1.45 0.34 436 1100 •762 72 = 3.5 ?ype B=1,0 25 1500 1.23 0,28 456 1500 •1044 n= 0.016 Rolled = 3.5 30 1600 1,05 0.24 462 1800 •1338 S= 0.0089 35 2100 0.91 021 464 2100 •1636 40 2400 0.81 0.19 469 2400 •1931 d= 0.1370 ft. Flow Width 6.9 ft. 45 2700 0.74 0.11 479 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 80 3600 0.61 0.14 526 3600 -3074 , . . . . . . . . V:, ~ - - - - -f 0.50 0.07 0.74 1.98 5.00 3.18 0.74 65 3900 0.58 0.14 541 3904 •3359 70 4200 0.56 0.13 562 4200 •3638 Qpeak for Case 1= 0.14 cis 75 4500 0.55 0.13 590 4540 •3910 80 4800 0.55 0.13 623 4800 -4117 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 900 6000 0,49 0.11 693 6000 •5307 Case 2 assumes a Time of Conceniration lesa than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.69 cfs "05-013" 7REATMENT REQUIREMENTS Minimum "05-013" Volume Required 210 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 0,74 cfs Ma)amum Storage Required by Bowstring -4 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Reguired 0 Single 1 Doubie PEAK FLOW CALCULATION PROJECT; Sheiley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 3 DESIGNER; GLA BASIN: 3 DATE; 27-May-05 Tot, Area 33,684 SF 0,77 Acres Imp. Area 18,671 SF C= 0.9 Time Increment (min) 5 Perv, Area 15,013 SF C= 0.15 Tlme of Conc. (min) 5.00 Wt. C= 0.57 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0,77 Impervious Aree (sq ft) 18671 0 ft. Overland Flow `C Factor 0.57 Area * C 0.437 Ct = 0.15 Treatment Area 9,611 L = 0 ft. n= 0,40 Time Time Inc. Intena. Q Devel. Vol.ln Vol,Out Storege S= 0.0680 (min) (sec) ,(inmr) , h2ftj (cxi ft) fcu ft) icu ft~ ~ 5. . , , _ . .00- 300 3.18 1.39 559. 300 259 Tc = 0.00 min., by Equation 3•2 of Guidelines 5 300 3.18 1.39 559 304 259 395 fi. Gutter flow 10 640 2.24 0.98 688 600 88 15 900 1.16 4.77 769 900 -131 Z1= 50.0 For Z2 20 1200 1.45 0.64 828 1200 •312 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= 0,0114 35 2100 4.91 0.40 877 2100 -1223 40 2400 0.81 0.35 886 2400 -1514 d= 0.1658 ft. Flow Width 8.3 ft. 45 2740 0,74 0.32 906 2700 -1794 50 3400 0.69 0,30 935 3000 •2465 55 3300 0.65 0.28 968 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 0Z6 1023 3900 -2877 70 4200 0,56 0.25 1062 4240 -3138 Qpeak for Case 1= 1.39 cfs 75 4500 0.55 024 1116 4500 •3384 80 4800 0.55 0.24 1177 4800 •3623 85 5100 0.53 0.23 1216 5100 -3884 90 5440 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 4691 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.23 cfs "05•013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Requlred 403 cu ft . Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUfREMENTS -10 YEAR DESIGN STORM 1.39 cfs Maximum Storage Requfred by Bowstring 259 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 METHOD PROJECT: Shelley Lake 5th Addiion 10-Year Desfgn Storm DETENTION BASIN DESIGN BASIN: 4 DESIGNER: GLA BASIN: 4 DATE; 27-May-05 Tot, Area 28,769 SF 0.66 Acres Imp. Area 14,993 SF C= 0.9 Time Increment (min) 5 Pero, Area 13,776 SF C= 0.15 Time of Conc, (min) 5.00 Wt. C= 0.54 Outflaw (cts) 1 Design Year Flow 10 CASE 1 Area (acres) 0.66 Impervious Area (sq ft) 14993 0 ft. Overiand Flow 'C' Factor 0.54 Area ` C 0.357 Ct = 0.15 Treatment Aree 7,793 L = 0 ft, n= 0.40 Tme Time Inc, Intens. Q Devel, Vol,in Vol.Out Storage S= 0.0680 min) Ssec) , (inlhrL.. (cN (cu ft) _ (cu ft) (cu ftL. 5.00 300 3.18 1,14 456 300 156 Tc = 0.00 min., by Equation 3-2 of Guidelines 5 300 3.18 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 -197 n= 0.016 Rolled = 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 -1676 d= 0,1410 ft, Flow Width 7.1 ft. 45 2700 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 0.53 0.07 1.14 2.33 5.00 3.18 1.14 65 3900 0.58 0.21 836 3900 •3064 70 4200 0.56 0.20 867 4200 •3333 Qpeak for Case 1= 1.14 cfs 75 4500 0.55 0.20 911 4500 -3589 80 4800 0.55 0.20 961 4800 -3839 85 5100 0.53 0,19 993 5100 4101 90 5400 0.50 0.18 918 5440 4422 CASE 2 . 95 5700 0.45 0.16 936 5700 -4764 100 6000 0.49 0.18 1069 6000 4931 Case 2 assumes a Time af Concentration less than 5 minutes so that the , peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.98 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 325 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRINUELL REQUIREMENTS -10 YEAR DES1GN STORM 1.14 cfs Maximum Storage Required by Bowstring 156 cu ft Provided Storege Volume 15322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING ME7H00 PROJECT: Shelley Lake 5th Addtion 90-Year Design Stonn DETEN710N BASIN DESIGN BASIN; 5 DESIGNER: GLA . BASIN: 5 DATE: 27-May-05 Tot. Area 166,649 SF 3.93 Acres tmp. Area 0 SF C= 0.9 Time Increment (min) 5 Pero. Area 166,849 SF C= 0,15 Time of Conc. (min) 11,59 Wt. C= 0,15 Outflow (cfs) 1 Qesign Year F1ow 10 CASE 1 Area (acres) 3.83 Impenrious Area (sq ft) 0 581 ft. Overland Flow 'C Fador 0.15 Area ` C 0.575 Ct = 0.15 Treatment Area 0 L = 581 ft, n= 0,40 Time Time Inc. Intena. Q Qevel. Vol.ln Vol,Out Storage cfs S= 0.0275 ~mi,n sec ~ (iNhr~ : (cu ft) , fcu ft1 cu L. 11.59 695 . 2.05 1.18 1100 695 405 Tc = 11.59 min., by Equation 3-2 of Guidelines 5 300 3.18 1.83 734 300 434 0 ft. Gutter flow 10 600 2.24 1.29 1035 600 435 15 900 1.76 1.01 1146 900 246 Z1= 50.0 For Z2 20 1200 1.45 0,84 1199 1200 -1 Z2 = 3,5 Type B=1.0 25 1500 1.23 0.71 1226 1500 -214 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 •1114 d= 0.1217 ft. Flow Width 6.1 ft. 45 2700 0.74 0.42 1247 2700 -1453 50 3000 4.69 0.40 1281 3000 -1719 55 3300 0.65 0.37 1318 3300 -1982 A R Q Tc Tc total I Qc 60 3600 0.61 0,35 1353 3600 -2247 0.40 0.06 1.18 0.00 11.59 2,05 1.18 65 3900 0.58 0,34 1389 3900 -2511 10 4200 0,56 0.32 1438 4200 -2762 Qpeak for Case 1= 1.18 cfs 75 4500 0.55 0.32 1508 4500 -2992 80 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 -4160 100 6000 0.49 0.28 1757 6000 -0243 Case 2 assumes a Time oi ConcentraUon less than 5 minutes so that the peak flow =,90(Tc=5 intensity)(Imp. Area) = 0.00 cfs "05-013" TREATMENT REQUIREMENTS Mlnimum "05-013" Vo{ume Required 0 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the firvo flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.18 cfs Maximum Storage Required by Bowstring 435 cu fl Provided Storege 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 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 6 DESIGNER: GlA BASIN; 6 DATE; 27-May-05 Tot. Area 50,713 SF 1,16 Acres Imp. Area 15,434 SF C= 0.9 Time Inaement (min) 5 Perv. Area 35,279 SF C= 0.15 Time af Conc. (min) 7.65 Wt, C= 0.38 Outflow (cfa) 1 Design Year Flow 10 CASE 1 Area (aaes) 1.16 Impenrious Area (aq ft) 15434 245 ft. Overiand 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 iNhr cfs (cu ft (cu ft) (cu ft) ~ . . ~ 1.65 459 2.60 1.15 704 459 245 Tc = 6,55 min., by Equation 3-2 of Guidelines 5 300 3.18 1.40 563 300 263 228 ft. Gutter flow 10 600 2.24 0.99 746 600 146 15 900 1,78 0.77 816 900 -84 Z1= 50,0 ForZ2 20 1200 1,45 0.64 868 1200 -332 ZZ = 3,5 Type B=1.0 26 1500 1.23 0.54 698 1500 -604 n= 0.016 Rolled = 3.5 30 1800 1.05 0.46 904 1800 -896 S= 0.0660 36 2100 0.91 0.40 905 2100 -1195 40 2400 0.81 0.36 911 2400 •1489 d= 0.1110 ft. Flow Width 5,6 ft, 45 2700 0.74 0.33 930 2740 -1770 50 3000 0.69 0.30 951 3000 -2043 55 3300 0.65 0.29 987 3300 -2313 A R Q Tc Tc total 1 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 76 4500 0.55 0.24 1136 4500 -3364 80 4800 0,55 0,24 1198 4800 -3602 85 5100 0.53 024 1237 5100 •3863 90 5400 0.50 0,22 1217 5400 -4183 CASE 2 95 5100 0.45 0.20 1165 5700 -4535 100 6000 0,49 0.22 1330 6000 -4670 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 Provlded 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 1.15 cfs Maximum Storage Required by Bowstring 263 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywella Required 0 Single 1 Double ~~r ~r ~r ~w rrr rw ir ~r ~ ir r~~~~ tr rr r PEAK FLOW CALCULATION PROJECT: Sheliey Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th AddGon 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 1 DESIGNER; GLA BASIN: 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 PeN. Area 36,054 SF C= 0.15 Time of Conc. (min) 8,23 Wt. C= 0.31 Outflow (cfa) 1 Deaign Year Flow 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 Treatment Area 5,826 L = 196 ft. n= 0.40 lime Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S= 0.0255 ~min) . ~secj jinmr) A.. . . jcu R). : (cu ft) (cu ftL 8.23 494 2.50 0,80 528 494 34 Tc = 6,18 min., by Equation 3-2 of Guidelines 5 300 3,18 1.01 401 300 107 149 ft. Gutter flow 10 600 2.24 0.71 549 600 -51 15 900 1.76 0.56 598 900 -342 Z1= 50.0 For Z2 24 1200 1.45 0.46 634 1200 -566 Z2 = 3.5 Type B=1.0 25 1500 1.23 0.39 654 1540 -846 n= 0.016 Rolled = 3.5 34 1800 1.05 0.33 659 1800 -1141 S= 0.0050 35 2100 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 0,74 0.24 676 2700 •2024 50 3000 0,69 0,22 696 3000 •2304 55 3300 0.65 0.21 718 3300 -2582 A R Q Tc Tc total I Qc 60 3600 4.61 0.20 738 3600 -2862 -r., . . . ~ - 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 Opeak for Case 1= 0.80 cfs 15 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 -4511 CASE 2 95 5700 0.45 0.14 845 5700 -0855 100 6000 0.49 0.16 965 6000 -5035 Case 2 assumes a Time of Concentraflon less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.62 cfs "45•013" TREA'fMENT REQUIREMENTS Minimum "05•013" Volume Required 243 cu ft Provided TreatmentVolume 5,266,cu ft So, the Peak Flow for the Baain is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.80 cfs Maximum Storage Required by Bowstring 107 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double ~ ~r ~ r■r ~ ~ r ~ ~ ~w ~r ~ w~ ~ r ~ ~r ~ ~ PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING ME7HOD PROJECT; Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 8 DESIGNER: GLA BASIN: 8 DATE; 27-May-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 oi Conc, (min) 9.03 Wt, C= 0.38 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0.52 Impervious Area (sq ft) 6852 246 ft. Ovedand 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= 0,0244 ~min) . (sec) (inlhr) (cu ft) . . ,(cu ft). (cu ft~ _9.03542 2.37 0.47339 542 -203 Tc = 1.17 min., by Equation 3-2 af Guidelines . 5 300 3.18 0.62 251 300 -49 118 ft. Gutter flow 10 600 2.24 0.44 345 600 -255 15 900 1.76 0.34 373 900 -521 Z1= 50,0 For Z2 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 Rolled = 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 4.81 0.16 411 2400 •1989 d= 0.1290 ft. Flow Width 6.5 ft. 45 2700 0.74 0.15 416 2100 -2282 50 3000 0.69 0.14 430 3000 -2570 55 3300 0.65 0.13 444 3300 •2856 A R Q Tc Tc total I Qc 60 3600 0,61 0.12 456 3600 -3144 , . . . - 4.45 0.06 0.47 1.86 9.03 2.37 ~ 0.41 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 0.11 531 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 0,49 0.10 595 6000 -5405 Case 2 assumes a Time of Conceniration less than 5 minutes so that the ~ peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.45 cfs "05-013" TREATMENT REQUIREMENTS Minimum "45-013" Volume Required 211 cu fl Provided Treatment Volume 5,266 cu ft So, the Peak flaw for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.47 cfs Manimum Storage Required by Bowstring -49 cu ft Provided Storage Vdume 18322 cu ft ~ Number and Type of Drywells Required 0 Single 1 Double PEAK FLOIN 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. Ovedand 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 Devel. Vol.ln Vol,Out Storage S= 0.0371 .jminj sec) mltu (.cfsl cu ft) (cu ft) Jcu ft ~ . . . ~ 11.90 714 2.02 1.63 1555' 714 841 Tc = 8.86 min., by Equation 3-2 of Guidelines 5 300 3.18 2.55 1026 300 726 296 ft. Gutter flow 10 600 2,24 1.80 1448 600 848 15 900 1,76 1.41 1612 900 712 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 1715 2100 •385 40 2400 0.81 0,65 1719 2400 -681 d= 0.1942 ft, Flaw Width 9.7 ft. 45 2100 0.74 0.59 1148 2700 -952 • 50 3400 0.69 0.55 1795 3000 -1205 55 3300 4.65 0.52 1847 3300 -1453 A R Q Tc Tc total I Qc 60 3600 0.61 0.49 1896 3600 -1104 1.01 0.10 1.63 3.05 11,90 2.02 1.63 85 3900 0.58 0.47 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 SO 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 6000 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 "05-413" TREATMENT REQUtREMENTS Minimum "05-013" Volume Required 500 cu ft Provided Treatment Volume 5,266 cu ft So, the Peak flow for the Basin is the greater of the two 8ows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1.63 cfs Maximum Storage Required by Bowstring 848 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double w~ ~■r r r~ w~ r wr ~r ~~r ~r ~w ~r ~ t~ ~r r~r PEAK FLOW CALCULATION PROJECT: Sheiley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN; 10 DESIGNER: GLA BASIN: 10 DATE: 21-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) 8.83 Wt. C= 0.20 Outflow (cfs) 1 Oesign Year Flow 10 CASE 1 Area (aaes) 2.33 Impervious Area (aq ft) 6377 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. Intena. Q Qevei. Vol.in Vol,Out Storage S= 0.0403 .Jmi,n) ~ (sec) S,iNhr~ (cfs} _ (cu ft) - _ (cu ft) e ^,cu ftL. 8.83 530 2,41 1,11 785 530 255 Tc = 7,43 min., by Equation 3-2 of Guidelines 5 300 3.18 1.46 587 300 187 246 ft, Gutter flow 10 600 2,24 1.03 803 600 203 ' 15 900 1,16 0.81 871 900 '-29 Z1= 50.0 For Z2 20 1200 1.45 0.61 922 1200 •278 Z2 = 3.5 Type 8=1,0 25 1500 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 0.37 960 2400 •1440 d= 0,1190 ft, Flow Width 6.0 ft. 45 2700 0.14 0.34 976 2700 •1122 50 3000 0.69 0.32 1007 3000 •1993 55 3300 0.65 0.30 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 11136 4200 •3064 Clpeak for Case 1= 1.11 cfs 75 4500 0.55 0.25 1192 4509 -3308 80 4800 0.55 0,25 1256 4800 -3544 85 5100 0.53 0.25 1297 5100 -3803 90 5400 0.50 0.23 1275 5400 4125 CASE 2 95 5700 0.45 0,21 1220 5700 -4480 100 6000 0.49 0.23 1393 6000 -4607 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 RE4UIREMENTS 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 oi the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 1,11 cfs Maximum Storage Required by Bowstring 287 cu ft Provided Storage Volume 18322 cu ft Number and Type of Orywells Required 0 Single 1 Double =mom mmmmmm mmmmmmmmm-m PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtian 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 11 . DESIGNER:GIA BASiN: 11 DATE: 27-May05 Tot, Area 14,898 SF 0,34 Acres Imp. Area 8,006 SF C= 0.9 Time Increment (min) 5 Perv. Area 6,890 SF C= 0.15 Time oi Conc. (min) 5.00 UVt. C= 0.55 Outflow (cfs) 1 . Qesign Year Flow 10 CASE 1 Area (acres) 0.34 Impervious Area (sq ft) 8008 0 ft. Overland Flow 'C Factor 0.55 Area * C 0.189 Ct = 0.15 Treatment Area 4,406 L = 0 ft, , • ' n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage S= 0.0473 , Imin) . (sec) , (inlhr) (cfs} (cu ft) , . , (cu fll_._. (cu ~ 5.00 300 3,18 0.60 242 300 •58 Tc = 0,00 min., by Equation 3-2 of Guidelines 5 300 3.18 0,60 242 300 -58 253 ft. Gutter flow 10 604 2.24 0,42 298 600 •302 15 900 1.76 0.33 333 900 -567 21= 50.0 For Z2 20 1200 1.45 0.27 358 1200 -842 Z2 = 3.5 Type 6=1.0 25 1500 1.23 0.23 372 1500 •1128 n= 0.016 Rolled = 3.5 30 1800 1,05 0,20 318 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 -2882 A R Q Tc Tc total I Qc 60 3600 0.61 0.12 434 3600 -3170 0.45 0.06 0.60 3.16 5.00 3.18 0,60 65 3900 0.58 0,11 443 3900 -3451 70 4200 0,56 0,11 459 4200 -3741 Clpeak for Case 1= 0.60 cis 75 4500 0.55 0.10 483 4500 -4017 80 4800 0,55 0.10 509 4800 -4291 85 5100 0.53 0.10 526 5100 4514 94 5440 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 Conoentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0,53 cfs "05-613" 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, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.60 cfs Maximum Storage Required by Bowstring -58 cu R Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Sheliey Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN; 12 DESIGNER: GLA BASIN; 12 DATE: 27-Msy-05 Tot, Area 125,948 SF 2,89 Acres Imp. Area 26,030 SF C= 0.9 Time Increment (min) 5 Perv. Area 99,918 SF C= 0.15 , Time of Conc. (min) 8,60 , Wt. C= 0.31 Outflaw (cfa) 1 Design Year Flow 10 CASE 1 Area (acres) 2.89 Impervious Area (sq ft) 26030 218 ft. Overland Flow 'C' Factor 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) (inlhr) _iLfsj ft„(cu ft) cu ft) 8.64 516 2.44 2.15 1489 516 972 Tc = 6.14 min., by Equation 3-2 of 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 1.76 1.55 1665 900 765 Z1= 50.0 For Z2 20 1200 1.45 1.28 1763 1240 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 1.05 0,93 1829 1800 29 S= 0,0050 35 2104 0.91 0,80 1828 2100 •272 . 40 2400 0.81 0.11 1839 2400 -561 d= 0,2280 ft. Flow Width 11,4 ft. 45 2700 0.74 0.65 1814 2700 -828 50 3000 0.69 0.61 1929 3000 -1071 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 TO 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 0.47 2486 5100 -2814 90 5400 0.50 0.44 2446 5400 -2954 CASE 2 95 5700 0,45 0.40 2340 5700 •3360 100 6000 0,49 0.43 2671 6Q00 -3329 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.71 cfs "05-013" TREATMENT REQUIREMENTS Minimum'D5-013" 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 Maximum Storage Required by 8owstring 972 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Smgle 1 Double ~ M M M A ~ ~ ~ ~ on OW, ~ ~ ~ On M M A PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th AddtiQn BOWSTRING METH00 PROJECT: Shelley Lake 5th Addtion 10-Year Desfgn Storm DETENTION BASIN DESIGN BASIN: 13 DESIGNER: GLA BASIN: 13 DATE: 27-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 Conc, (min) 8.22 Wt. C= 0.33 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (aaes) 1.33 Imperoious 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. IMens. Q Devei. Vol.ln Vol.Out Storage S= 0.0313 min) (secl f inmr) (cu ft) (cu ft) cu ft 8.22 493 2.50 1.11 733 ~ 493 240 Tc = 6.29 min., by Equation 3•2 of Guidelines 5 300 3.18 1.41 566 300 266 180 ft. Gutter flow 10 600 2.24 0.99 763 600 163 15 900 1.76 4.78 831 900 -69 Z1= 50.0 For Z2 20 1200 1.45 0.64 881 1240 -319 Z2 = 3.5 Type B=1.0 25 1500 1,23 0.54 909 1500 -591 n= 4.016 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 -1418 d= 0.1635 ft. Flow Width 8.2 ft. 45 2700 0.74 0.33 940 2100 -1760 50 3000 0.69 0,31 987 3000 -2033 55 3300 0.65 0,29 998 3300 -2302 A R Q Tc Tc total I Qc 60 3600 0,61 0.27 1026 3600 -2574 - - 0.12 0,08 1.11 1.93 8.22 2,50 1.11 65 3900 0.58 0.26 1054 3900 -2846 70 4200 0,56 0.25 1093 4200 -3107 apeak for Case 1= 1.11 cfs , 75 4500 0.55 0.25 1141 4500 -3353 80 4800 0.55 0.24 1209 4800 •3591 85 5104 0.53 0.24 1248 5100 -3852 ' 90 5404 0.50 0,22 1228 5400 4172 CASE 2 95 5700 0,45 0,20 1115 5700 4525 100 6000 0.49 0,22 1341 6000 4659 Case 2 asaumes a Time of Concentration less than 5 minutes so that the peak flow =,80(Tc=5 intensity)(Imp. Area) = 0.93 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 440 cu ft Provlded Treatment Volume 5,266 cu R So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUlREMENTS -10 YEAR DESIGN STORM 1.11 cfs Maximum Storage Required by Bowstring 266 eu ft Provided Storege Volume 18322 a, ft Number and Type oi Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Sheliey Lake 5th Addtion 10•Year Design Storm DETENTION BASIN DESIGN BASIN; 14 DESIGNER; GlA BASIN; 14 DATE: 21-May-05 Tot. Area 29,220 SF 0.67 Acres Imp, Area 14,163 SF C= 0.9 Time Increment (min) 5 Pero. Area 14,457 SF C= 0.15 Time of Conc. (min) 13.04 Wt. C= 0.53 Outfiouv (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 0.67 Impervious Area (sq ft) 14763 141 ft. Overland Flow 'C Fector 0.53 Area' C 0.355 Ct = 0.15 Treatment Area 7,563 L = 141 ft. n= 0,44 Time Time Inc. Intena. Q Devel. Vol.1n Vol.Out Storege S= 0.0035 ~min) (sec) (inlhr) (cu ft) ~cu ft) (cu ft~ , 13,04 - 782 1.91: 0.68 712 - : 782 . . .71 tc = 9,20 min., by Equation 3-2 of Guidelines 5 300 3.18 1.13 453 300 153 295 ft. Gutter flow 10 600 2.24 0.80 639 600 39 15 900 1.76 0.62 728 900 -174 Z1= 50.0 For Z2 20 1200 1.45 4.52 756 1200 -444 22 = 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 0,31 770 1840 •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 0.74 0.26 778 2700 -1922 50 3000 0.69 0.24 198 3000 -2202 55 3300 0,65 0.23 821 3340 -2419 A R Q Tc Tc total I Qc 60 3600 0.61 0,22 842 3600 -2756 . r.. . . : _ 0.53 0.07 0.68 3.84 13.04 1.91 0.68 ~ 65 3900 0.58 0.21 864 3900 -3036 10 4200 0,56 0.20 894 4200 -3306 Opeak for Case 1= 0.68 cfa 75 4500 0.55 0,20 937 4500 -3563 80 4804 0.55 0.19 987 4800 -3813 85 5100 0.53 0.19 1018 5100 4062 90 5400 0.50 0.18 1000 5400 4404 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 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 0.97 cfs Maxlmum Storage Required by Bowstring 153 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: 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 Perv. 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 0.194 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= 0A630 (minL , Ssec) ~iNhr) (Vft.~_ scu R. „ . , cu ft , 5.23 314 3.12 2,47 1041 314 727 Tc = 4.01 min., by Equation 3-2 of Guidelines 5 300 3.18 2.52 1414 300 714 152 ft. Gutter flow 10 600 2.24 1,78 1257 600 651 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 1540 1.23 0.98 1567 1500 67 n= 4.016 Rolled = 3.5 30 1800 1,05 0.83 1589 1800 -211 S= 0.0100 33 2100 0.91 0.72 1595 2100 -505 40 2400 0.81 0.64 1611 2400 -189 d= 0,2110 ft, Flow Width 10,6 ft, 45 2700 0.74 0.59 1647 2700 -1053 50 3400 0.69 0.55 1699 3000 -1301 55 3300 0.65 0.52 1755 3304 •1545 A R Q Tc Tc total I Qc 60 3600 0.61 0.49 1807 3600 -1793 1.19 0.11 2.47 1.22 5.23 3.12 2.47 65 3900 0.56 0.46 1858 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 4800 -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 "45-013" 7REATMENT REQUIREMENTS Minimum "05-013" Volume Required 471 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 2.47 cts Maximum Storage Required by Bowstring 727 eu ft Provided Storage Volume 18322 cu ft Number and Type of Drywelis Required 0 Single 1 Double MI`mm M M MM MM M' ~ ~ = MMMM m M PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRiNG METH00 PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DEStGN 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 (acrea) 0.99 impervious Area (sq ft) 7321 148 ft, Overland Flow 'C Factor 0.28 Area' C 0,215 Ct = 0.15 Treatment Area 3,721 L = 148 (t. n= 0.40 Time Time lnc. Intens. Q Devel, Vol.ln Vol.Out Storage S= 0.0642 ~min) jsec) (inlhr) (cu_ft) _(cu ftL_ (cu ftL 5.95 357 '2.94 0.81 387 351 30 Tc = 3.96 mU., by Equaflon 3-2 of Guidelines 5 304 3.18 0.87 351 300 51 145 ft. Gutter flow 10 600 2.24 0.62 444 604 -156 15 900 1,76 0.48 493 900 407 Z1= 50.0 For Z2 20 1240 1.45 0.40 528 1200 -672 Z2 = 3.5 Type B=1.0 25 1500 1.23 0.34 546 1500 -952 n= 0.016 Rolled = 3.5 34 1800 1.05 0,29 554 1800 -1246 S= 0.0050 35 2100 0.91 0.25 556 2100 •1544 40 2400 0.61 0,22 561 2400 -1839 d= 0,1580 ft. Flow Width 7,9 ft. 45 2704 0.74 0.20 ' 513 2700 -2121 50 3000 0.69 0.19 591 3400 -2409 55 3300 0.65 0.18 610 3300 -2690 A R Q Tc Tc total I Qc 60 3606 0.61 0.17 626 3600 -2912 0.67 0..08 0.81 2,00 5,95 2.94 0.81 65 3900 0.58 0.16 646 3900 -3254 70 4200 0.56 0.16 670 4200 -3530 Qpeak for Case 1= 0.81 cfs 75 4500 0.55 0.15 104 4500 -3796 80 4800 0,55 0.15 743 4800 4057 85 5100 0.53 0.15 767 5100 4333 90 5400 0.50 0.14 755 5400 4645 CASE 2 95 5100 0.45 0.12 123 5740 4911 100 6000 0.49 0,13 825 6000 -5175 Case 2 assumes a Time of Concentration 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 flow for the Basin is the greater of the two flovus, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 0.81 cfs Ma)dmum Storege Required by Bowstring 51 cu R Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single , 1 DoublE w w m r ~ mm M. M mr_~ m m w m mw mm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN; 17 DESIGNER; GLA BASIN: 11 DATE: 27-May-05 Tot. Area 46,652 SF 1.07 Acres Imp. Area 7,350 5F C= 0.9 Time Inaement (min) 5 Perv. Area 39,302 SF C= 0.15 Time of Conc. (min) 5.98 wi, c= 0.27 outflow (cfs) I Design Year Flow 14 CASE 1 Area (acres) 1.01 lmperviaus Area (sq ft) 7350 148 ft. Overland Fiow 'C Factor 0.27 Area * C 0281 Ct 0.15 Treatment Area 3,750 L = 148 ft. n= 0.40 Time Time Inc. Intens. Q Qevel. VoIJn Vol,Out Storage S= 0.0642 min) (sec 4iNh1 rcfs:. cu ft) (cu ft) ~cu n~ 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 61 148 ft. Gutter flow 10 600 2.24 0.64 465 600 -135 15 900 1.76 0.50 595 900 -385 Z1= 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 0.26 581 2100 •1519 40 2400 0.81 0,23 586 2440 •1814 d= 0.1600 ft. 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 0.06 0.84 2.02 5.98~ ~ 2.94 0.84 65 3900 0.58 0.17 615 3900 -3225 70 4200 0,56 0,16 100 4200 -3500 Qpeak for Case 1= 0.84 cfs 15 4500 0,55 0.16 736 4500 •3764 80 4800 0.55 0.16 776 4800 -4024 85 5100 0.53 0,15 802 5100 -4298 90 5400 0.50 0.14 789 5400 -4611 CASE 2 95 5700 4.45 0.13 755 5700 -4945 100 6000 0.49 0.14 862 6000 -5138 Case 2 assumes a Time of Concentration 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 156 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 0.84 cfs Maximum Storage Required by Bowstring 67 cu ft Provided Storage Volume 18322 cu ft Number and Type of Orywells Required 0 Single 1 Double w w~ ~r ~ ~ ~ ~ ~i ~ ~ ~ ~ ~ ~ ~r ~r ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10-Year Design Storm DETENTION BASIN DESIGN BASIN: 18 DESIGNER: GLA BASIN; 18 DATE: 27-May-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 Cona (min) 7.13 Wt. C= 0.31 Outflow (cfs) 1 Design Year Flow 14 CASE 1 Area (acres) 1.52 Impervious Area (sq ft) 14165 260 ft. Overland Flaw 'C Factor 0.31 Area " C 0,412 Ct = 0.15 Treatment Area 8,765 L = 260 ft. n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storege S= 0.0680 ~min) (sec) (in/hrL ft) (&Ift~ ftL. , T.13 426 2.70 1.27 729 428 ~ 301 Tc = 5.45 min., by Equation 3-2 of Guidelines 5 300 3,18 1.50 603 304 303 213 ft. Gutter flow 10 600 2.24 1.06 788 600 188 15 900 1.76 0.83 868 900 •34 Z1= 50.0 For Z2 20 1204 1.45 0.69 923 1200 -277 Z2 = 3.5 Type B=1.0 25 1500 1.23 0,58 954 1500 -546 n= 0.416 Rolled = 3.5 30 1800 1.05 0.50 964 1800 -836 S= 0.0165 35 2109 0.91 0.43 965 2100 -1135 40 2400 0.81 0,38 972 2400 -1426 d= 0,1495 ft, Flow Width 7.5 ft. 45 2700 0.74 0.35 992 2700 -1708 50 3000 0.69 0.32 1022 3000 •1976 55 3300 0,65 0.31 1055 3300 -2245 A R Q Tc Tc total I Qc 60 3604 0.61 0.29 1085 3600 -2515 0.60 .0.07 1.27 _1.68 7.13 2.10 1.27 ~ 65 3900 0.58 0.28 1116 3900 -2184 10 4200 0.56 0.27 1151 4200 •3043 Qpeak for Case 1= 1.27 cfs 75 4500 0.55 0.26 1215 4500 •3285 80 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 5704 -4455 100 6000 6.49 0.23 1422 6000 -4578 Case 2 assumes a Time of Concentration less than 5 minutes so thai the peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.93 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 365 cu ft Provided Treatment Volume 5,266 Cu ft So, the Peak 11ow for the Basin is the greater of the iwo ftows, ORYWELL REQUIREMENTS • 10 YEAR DESIGN STORM 1.27 cfs Maximum Storage Required by Bowstring 303 cu ft Provided Storage Voiume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double w ~ ~ ~ ~ ie■ ~ s~ ~ ~ ~ ~ ~ ~ ~ ~ ~ w ~r PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 10•Year Design Storm DETENTION BASIN DESIGN BASIN: 19 DESIGNER; GLA BASIN: 19 DATE: 27-May-05 Tot. Area 32,865 SF 0,75 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 (cfa) 1 Design Year Fiow 10 CASE 1 Area (acres) 0.75 lmpervious Area (sq ft) 11014 111 ft. Overland Fiow 'C' Factor 0.44 Area' C 0.303 Ct = 0.15 Treatment Area , 5,614 L = 111 ft. n= 0.40 Time Time Inc, Intens. 0 Devel. Vol.ln Vo1.0ut Storage S= 0.0899 min sec) „ Jinlhr) Scu ftl _ _ ~cu ft). ,;,-jcu ft~ 5.42 325 3.07 0.93 405 32580 Tc = 3.01 min., by Equetion 3-2 of Guidelines 5 300 3.18 0.96 381 340 87 203 ft. Gutter flow 10 600 2.24 0.68 482 600 -118 15 900 1,76 0.53 537 900 -363 Z1= 50.0 ForZ2 20 1200 1.45 0.44 571 1200 -623 Z2 = 3.5 Type B=1,0 , 25 1500 1,23 0.37 599 1540 -901 n= 0.016 Rolled = 3.5 30 1800 1.05 0.32 601 1800 -1193 S= 0,0068 35 2100 0.91 0.28 610 2100 -1490 40 2400 0.81 0,25 615 2400 -1785 d= 0.1570 ft. Flow Width 1.9 ft. 45 2100 0.74 0.22 829 2100 -2011 54 3000 0.69 0.21 849 3000 -2351 55 3300 0.65 0.20 610 3300 -2634 A R Q Tc Tc total I. Qc 60 3600 0.61 0.19 690 3600 •2910 _ ,a. . 0.66 0.08 0.93 2.41 5.42 3.070.93 65 3900 0.58 0.18 710 3900 -3190 TO 4200 0.58 0.17 736 4200 -3464 Qpeak for Case 1= 0.93 cfs 75 4500 0.55 4.17 774 4500 •3726 80 4800 0.55 0,17 916 4800 -3984 85 5100 0,53 0.16 843 5100 -4257 90 5400 0.50 0.15 830 5400 -4570 CASE 2 95 5700 0.45 0,14 195 5700 -4905 100 6000 0,49 0.15 908 6000 •5092 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 iMensity)(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 Basin is the greater of the two flows, ORYWELL REQUIREMENTS -10 YEAR DESION STORM 0.93 cfs 4 Maximum Storege Required by Bowstring 87 cu ft Provided Storage Valume 18322 cu ft , Number and Type of D►ywells Required 0 Single 1 Double m i ~m m m m r r m rr m rm r~m m rr PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING ME'fHOD PROJECT; Shelley lake 5th Addtion 10•Year Design Storm DETEN?ION BASIN DESIGN BASIN: C(4th Addition) DESIGNER: GLA BASIN: C(4th Addition) DATE: 27-May-05 Tot, Area 246,398 SF 5,66 Aaes Imp. Area 103,083 SF C= 0.9 Time Increment (min) 5 Perv. Area 143,315 SF C= 0.15 Time of Corvc, (min) 10.98 Wt C= 0.46 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 5.66 imperoious Area (sq ft) 103083 114 ft. Overland Flow 'C Factor 0,46 Area " C 2.623 Ct = 0.15 Treatment Area 58,083 L = 114 ft, n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vot.Out Storage S= 0.0086 min) (sec) (inmr) . (cu ft) ~ (cu ft) ~cu ft~ 10.98 659 2.12 5.57 4913 659 4255 Tc = 6,32 min., by Equaiion 3-2 of Guidelines . 5 300 3.18 8,34 3351 300 3051 773 ft. Gutter flow 10 600 2.24 5.88 4727 640 4127 15 900 1.76 4.60 5115 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 2.75 5514 1800 3774 S= 0,0125 35 2100 0.91 2.39 5553 2100 3453 40 2400 0,81 2,12 5512 2400 3112 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 1.10 5998 3300 2698 A R Q Tc Tc total I Qc 60 3600 0.61 1.61 6159 3600 2559 „ _ , _ _ . . 2.02 0.14 5.57 4,6610.98 2.12 5.57 65 3900 0.58 1.53 6324 3900 2424 70 4200 0,56 1,48 6548 4200 2348 Qpeak for Case 1= 5.57 cfs 75 4500 0,55 1.45 6869 4500 2369 80 4800 0,55 1.44 7236 4800 2436 85 5100 0,53 1.40 1464 5100 2384 90 5400 0.50 1.30 7338 5400 1936 CASE 2 95 5700 0.45 1,18 1018 5700 1318 100 6000 0.49 1.29 8008 6000 2008 Case 2 as9umes a Time of Conceniration less than 5 minutes so that the peak flow +.90(Tc=5 intensity)(Imp. Area) = 6.77 cfs "05-013" TREATMENT REQUIREMENTS Minimum "05-013" Volume Required 2,420 'cxu ft Provided Treatment Volume 5,266 cu ft $o, the Peak flow for the Basin is the greater of the iwo flows, ORYWELL REQUIREMENTS -10 YEAR DESIGN STORM 6.77 cfs Maximum Storage Required by Bowstring 4275 cu ft Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Qouble PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASiN: 1 DESIGNER GLA BASIN: 1 DATE: 27-Mey-05 Tot. Area 29,669 SF 0,68 Acres Time Increment (min) 5 Imp. Area 13,301 SF C= 0.9 Time of Conc. (min) 5.00 Perv. Area 16,368 SF C= 0.15 Outflow (cfs) 1 Wt, C= 0.49 Design Year Flow 50 Area (acrea) 0.68 CASE 1 Impervious Area (sq ft) 13301 'C Factor 0.48 0 ft. Overiand Flow Aree' C 0.331 ?reatment Area 7,901 Ct = 0.15 L s 0 ft, Time Time Inc, fMens. Q Devel. Vol.ln VoLOut Storage n = 0.40 (min) (sec) (inihr) (cfs) (ai ftL...Jcu R) (cu ft) S= 0.1090 5,00 300 4.58 1.52 610 300 310 Tc = 0.00 min., by Equatlon 3•2 of Guicfelines 5 300 4.58 1.52 610 300 310 <=a 10 600 3.21 1.06 746 600 148 221,55 ft. Gutterflow 45 940 2.44 0.81 810 900 -80 20 1200 1.98 0.66 854 1200 -346 21= 50.0 For Z2 25 1500 1.68 0.56 889 1500 -611 Z2 = 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 4,36 1066 2700 -1694 d= 0.1795 ft, Flow Width 9.0 ft. 50 3000 1.01 0,33 1035 3000 -1865 . 55 3300 0.94 0.31 1060 3300 •2240 60 3600 0,88 0,29 1081 3600 -2519 A R Q Tc Tc total I Qc 65 3900 0,83 0.28 1102 3900 -2798 . 0.86 0.09 1.52 2.10 5.00 4,58 1,52 70 4200 0.79 0.26 1132 4100 •3068 75 4500 0.77 026 1174 4500 •3326 Qpeak for Case 1= 1.52 c(a 80 4800 0.15 0.25 1224 4600 -3576 ' 85 5100 0.73 0,24 1264 5100 -3836 90 5400 0.10 0.23 1273 5400 -4127 95 5700 0.66 0.22 1263 5100 4437 CASE 2 100 6000 0.68 0.23 1314 6000 4626 ' Cese 2 assumes a Time of ConcentraUon leas than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensiry)(Imp. Area) = 1,26 cfs Minimum "05-413" Votume Required 206 cu R Provided TreatmentVolume 5,266 cu ft DRYINELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 310 cu ft 1.52 cfs Provided Storege Volume 18322 cu ft r~•''~Number end Type oi 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: 2 DESIGNER GLA BASIN: 2 DATE: 21•Mey-05 Tot. Area 14,982 SF 0.34 Acres Time Inaement (min) 5 Imp, Area 10,446 Sf C= 0,9 Time of Conc. (min) 5.00 Perv. Aree 4,536 SF C= 0,15 Outflow (ofa) 1 Wt. C= 0.67 Design Year flow 50 Area (acres) 0.34 CASE 1 Impenrious Area (sq ft) 10446 'C' Fector 0.67 0 ft. Overlend Flaw Area " C 0.231 Treatment Area 5,046 Ct = 0.15 , L= 0 ft, Time Time Inc. intens. Q Devel, Vol,ln Vol.Out Storage n = 0.40 (min~ Y (sec) (iNhr) ~cis) jcu ft) (cu ft)u _ (cu ftL- S= 0.1090 5.04 300 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 <a~ 10 600 3.21 0.74 521 600 -79 174 ft. Gutter flow 15 900 2,44 0,57 566 900 -334 20 1200 1,98 0.46 597 1200 -603 Z1= 50.0 For Z2 25 1500 1.68 0,39 622 1500 -878 22 = 3.5 Type B=1.0 ~ 30 1800 1,46 0.34 842 1600 -1158 n= 0.016 Rolied = 3,5 35 2100 1,30 0.30 662 2100 -1438 S= 0.0089 i 40 2400 1.18 0.27 682 2400 •1718 45 2700 1.08 0.25 703 2700 -1887 d= 0.1570 ft, Flow Width 7,9 ft. 50 3000 1.01 0.23 723 3000 •2271 . 55 3300 0.94 0.22 141 3300 •2559 60 3600 0.88 0.20 755 3600 -2845 A R Q Tc Tc total I Qc 65 3900 0.63 0.19 711 3900 -3129 0.66 ~ 0.08 1,06 1.80 5,00 4.58 1.06 ' 70 4200 0.79 0.18 791 4200 -3409 75 4500 0.17 0.18 820 4500 -3680 Qpeak ior Case 1= 1,06 cfs 80 4800 0.75 0.17 855 4800 •3845 85 5100 0.73 0.17 884 5100 -4216 90 5400 0.10 0.16 890 5400 -4510 95 5700 6.66 0,15 883 5700 -4817 CASE2 100 6000 0.68 0,16 961 6000 -5039 Case 2 assumes a Time of Concentration less then 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.99 cfs Minimum "05-013" Volume Required 131 cu ft Provided Treatment Valume 5,266 cu ft DRYWELL REQUIREMEIVTS - 50 YEAR DESIGN STORM So, the Peak flow for the Besin is the greater ot the lwo ftows, Meximum Slorege Required by Bowstring 126 cu ft 1.06 cfs 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 METH00 PROJECT; Shelley Lake 5th Addtion 50•Yesr Design Storm DETENTION BASIN DESIGN BASIN: 3 DESIGNER GlA BASIN; 3 DATE: 27-May-05 Tot, Area 33,664 SF 0,77 Acres Time Increment (min) 5 Imp. Area 18,671 SF C= 0.9 Time of Conc. (min) 5.00 Perv. Area 15,013 SF C= 0,15 Outflow (cfa) 1 Wt. C= 0,57 Design Year Flow 50 Ar68 (etcre8) 0.77 CASE 1 Impenrious Area (sq ft) 18671 'C' Factor 0.57 0 ft. Overtend Flow Area "C 0.437 Treatment Area 9,671 Ct = 0.15 L= 0 ft. Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storege n= 0,40 min) sec (iNhr) (cu ft) (cU ft) (cu fl) , S= 0.0680 , 5,00 300 4,58 2,00 805 300 505 Tc = 0.00 min., by Equation 3-2 oi Guidelines 5 300 4,58 2,00 805 300 545 10 600 3.21 1,40 985 600 385 395 ft, Gutterflow 15 900 2,44 1,07 1010 900 170 20 1200 1.98 0,87 1128 1100 -T2 Z1= 50.0 ForZ2 25 1500 1,66 0,73 1175 1500 -325 Z2 = 3,5 Type 8=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 2100 1,08 0.47 1328 2700 •1372 d= 0.1900 ft, Flow Width 9.5 ft. 50 3000 1,01 0,44 1367 3000 -1633 . 55 3300 0.94 0,41 1400 3300 -1900 { , ,r, , . 60 3600 0.88 0.39 1418 3600 •2172 A R Q Tc Tctotal I ac 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 -2T05 T5 4500 0.77 0.34 1550 4500 -2950 Qpeak for Case 1= 2.00 cfa 80 4600 0,75 0.33 1617 4800 -3183 85 8100 0.73 0.32 1670 5100 -3430 90 5400 0.T0 0.31 1682 5400 -3718 95 5700 0.66 0.29 1689 5700 -4031 CASE 2 100 6000 0.68 0.30 1815 6000 -4185 Case 2 assumes a Time of Concentration less then 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 1.77 cfs Minimum "05-013" Wolume Required 252 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 flows, Me)dmum Storage Required by Bowstring 505 cu ft 4,00 cfs Provided Storege Volume 18322 cu ft Number and Type ot Orywells Required 0 Single 1 Dauble wr ~■r i r~ w~ r rr ~r r~ ~r ~r ~r rr PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING ME'fHOD PROJECT: Shelley Lake 5th Addtlon 50-Year Deslgn Storm DETENTION BASIN DESIGN BASIN: 4 DESIGNER GLA BASIN: 4 DATE; 27-Mey-05 Tot. Area 28,169 SF 0.66 Acres Time Increment (min) 5 Imp. Aree 14,993 SF C= 0.9 Time ot Conc. (min) 5.00 Perv, Area 13,776 SF C= 0.15 Outflow (da) 1 Wt. C= 0.54 Qesign Year Fiow 50 Area (acres) 0.66 GASE 1 Impervious Area (sq ii) 14993 --=3=== 'C' Factor 0.54 . 0 ft. Overiand Flow Area"C 0.357 Treatrnent Area 7,793 Ct = 0.15 L= fl. Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage n= 0.40 (min). sec (inlhr) (q!js (cu ft) (cu ft) (cu S= 0.0680 5.00 300 4.56 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, Gufter flow 15 900 2.44 0.81 874 900 -26 , 20 1200 1.96 0,71 921 1200 -219 Z1 z 50.0 For ZZ 25 1500 1.68 0.60 859 1500 -541 Z2 = 3.5 Type B=1.0 30 1800 1.46 0.52 991 1800 -809 n= 0.016 Rolied = 3.5 35 2140 1.30 0.46 1021 2100 -1079 S= 0.0183 40 2400 1.18 0.42 1052 2400 •1348 45 2700 1.08 0,39 1085 2700 -1615 d= 0.1615 ft. Flow Width 8.1 ft. 50 3000 1.01 0.38 1116 3000 -1884 . 55 3300 0.94 0,34 1443 3300 -2157 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 70 4204 0.79 028 1221 4200 -2979 75 4500 0.77 0.28 1266 4500 •3234 Qpeak for Case 1= 1,64 cfs 80 4800 0.75 027 1320 4800 •3480 , 85 5100 0.73 016 1364 5100 -3736 90 5400 0.70 0,25 1373 5400 4027 95 5700 0.66 0.23 1363 5100 4337 CASE 2 100 6000 0.68 0.24 1482 6000 4518 Case 2 assumes a Time of ConoeMration less than 5 minutes so Ihat the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 1,42 cis Minimum "05-013" Volume Required 203 au ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM 30, the Peak flow for the Basin is the greater of ihe two flows, Maximum Storege Required by Bowsfing 357 cu ft 1.64 cfs Pmvided Storege Volume 18322 cu ft Number and Type ot Drywells Required 0 Singie 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: • 5 DESIGNER GLA BASIN: 5 ' DATE; 27-May-05 Tot, Area 166,849 SF 3,83 Acres T(me Inaement (min) 5 Imp. Area 0 SF C= 0,9 Time of Conc. (min) 11.59 Perv. Area 166,849 SF C= 0.15 OuMow (ds) 1 Wt. C= 0.15 Desfgn Year Flow 50 Area (ecres) 3.83 CASE 1 Impervious Area (sq ft) 0 'C' Factor 0.15 581 ft, Overland Flow Area' C 0.575 Treatment Area 0 Ct = 0.15 L= 581 ft. Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage n= 0.40 min sec.. (inlhr) (cfs} 4cu ftl (cu ft) (cu ft" S= 0.0275 11,59 695 2,92 1.88 1581' 695 666 Tc = 11.58 min., by Equation 3-2 of Guidelines ~ 5 300 4.58 2.63 1057 300 757 10 600 3,21 1.84 1481 600 881 0 ft. Gutterflow 15 900 2.44 1,40 1594 900 694 20 1200 1.98 1,14 1635 1200 435 21= 50.0 ForZ2 25 1500 1,68 0,96 1672 1500 172 Z2 = 3.5 Type B=1,0 30 1800 1,46 0.84 1707 1600 -93 n = 0,016 Rolled = 3.5 35 2100 1,30 0.75 1743 2100 -357 S= 0,0427 40 2400 1.18 0.68 1784 2400 -616 45 2700 1.08 0,62 1828 2700 -872 d= 0,1390 ft, Flow Width 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 Tctotal I Qc 65 3900 0.83 0,48 1977 3900 •1823 0.52 0.07 1,68 0,00 11.59 2,92 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 4,43 2182 4800 •2618 85 5100 0.73 0.42 2250 5100 -2859 90 5400 0.70 0.40 2263 5400 -3137 95 5700 0.66 0.38 2242 5700 -3458 CASE 2 100 6000 0.68 0.39 2437 6000 -3563 Case 2 assumes a Time of Concentration less than 5 minutes so lhet the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensityr)(Imp. Area) = 0.00 cfs Minimum "05-013" Volume Required 0 cu ft Provided Treatment Volume 5,266 cu ft DRYWELI REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 881 cu ft 1.68 cfs Provided Storege Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PRO,IECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Add6on 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 6 DESIGNER GlA BASIN; 6 DATE: 11•May-45 Tot, Area 50,713 SF 1.16 Aaes Time Inaement (min) 5 Imp. Area 15,434 SF C= 0.9 Time af Conc. (min) 7.53 PeN. Area 35,279 SF C= 0.15 Outflow (ds) 1 Wt. C= 0.38 Design Year Flow 50 Area (acres) 1.16 CASE 1 impervious Area (aq ft) 15434 ====z== 'C' Factor 0.38 245 ft. Ovedand Flow Area"C 0.440 Treatment Aree 10,784 Ct = 0.15 L= 245 ft. Time Time Inc. Intens. Q Devel. Vol.in Vol.Out Storege n= 0.40 (min) _ sec (inlhr) ds ~ ~ar ft) (cu ft) (au ft) S= 0.0321 7.53 452 3.78 1.67 1008 452 558 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. Gutter flaw 15 900 2,44 1.08 1133 900 233 20 1200 1.98 0.87 1181 1200 •19 Z1 = 50.0 For Z2 25 1500 1.68 0.74 1221 1500 -279 Z2 = 3,5 Tyrpe 8 =1.0 30 1800 1.46 0.64 1255 1800 -545 n= 0,016 Rolled = 3.5 35 2100 1.30 0.57 1289 2100 -611 S= 0.0660 40 2400 1.18 0.52 1324 2400 -1076 45 2700 1.08 0.48 1362 2700 -1336 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 0.86 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 3,78 1.67 r 70 4200 0,79 0.35 1513 4200 -2677 15 4500 0.77 0.34 1578 4500 -2922 apeak for Case 1= 1.67 cfa 60 4800 0.75 0.33 1645 4800 -3155 85 5100 0.73 0.32 1698 5100 -3402 90 5400 0.70 0.31 1708 5400 -3691 95 5700 0.66 0.29 1695 5700 -4005 CASE 2 100 6000 0.68 0.30 1843 6000 -4157 Case 2 assumes a Time of Concentration less than 5 minutes so Ihat the "Or013" TREATMENT REQUIREMENTS peek flow =,90(Tc=5 intensily)(Imp. Area) = 1,46 cfs Mfnimum "05-013" Volume Required 280 cu ft Provided Treatment Volume 5,266 ai ft DRYWEII REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flaw far the Basin is the greater oi the two flows, Maximum Storege Required by Bawstring 556 aa ft 1.67 cfs Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single . 1 Double PEAK FLOW CALCUI.ATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 1 DESIGNER GLA BASIN; 7 DATE: 27-May-05 Tot, Area 45,480 SF 1.04 Acres Time Inaement (min) 5 Imp. Area 9,426 SF C= 0.9 Time of Conc. (min) , 8.05 Pero, Area 36,054 SF C= 4,15 Outflow (ds) 1 Wt. C= 0.31 Design Year Fiow 50 Area (eaes) 1.04 CASE 1 Impervious Area (sq ft) 9426 'C Factor 0.31 196 ft, Overland Flow Area' C 0,319 Treatment Area 5,826 Ct- 0.15 L a 196 ft. Tfine Time Inc. Intens: Q Devel. Vol.ln Voi.Out Storage n = OAO (m(n) (sec) (inmr) (cu fl) (cu ft) (cu fl~ S= 0.0255 8.05 483 ' 3.65 1.16 753 483 ~ 270 Tc = 6.18 min., by Equetion 3-2 of Guidelines 5- 300 4.58 1,46 587 300 287 10 600 3.21 1,02 782 600 182 149 ft, Guaer flow 15 900 2,44 0,18 829 900 -71 20 1200 1.98 0.63 ' 862 1200 -338 Z1= 50.0 ForZ2 25 1500 1.88 0.53 890 1500 -510 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 0.41 938 2100 -1162 S= 0,0050 40 2400 1.18 0.38 963 2400 -1437 45 2700 1.08 0.35 990 2700 •1710 d= 0.1810 ft. Flow Width 9.1 ft. 50 3000 1,01 0.32 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 0.21 1078 3900 -1822 0.88 0.09 1,16 1,87 r 8.05 3.65 1.16 10 4200 0.79 0.25 1146 4200 -3084 75 4500 0.77 0.25 1146 4500 -3354 Qpeak for Case 1= 1.16 cfs 80 4800 0,75 0.24 1194 4800 -3606 85 5100 0.73 0.23 1232 5100 -3668 90 5400 0,70 0.22 1240 5400 -4160 95 5700 0,66 021 1230 5700 -4470 CASE 2 100 6000 0.68 0.22 1337 6000 -4663 Cese 2 assumes a Time of Concentration Isss than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Area) = 0.89 cfs Minimum "05-013" Volume Required 152 cu ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUfREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for ihe Basin is the greater of the two flows, Maxdmum Storage Required by Bawslring 287 cu ft 1.16 ds Provided Storage Volume 18322 cu ft • Number and Type of Drywelis Required 0 Single 1 Doubie PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Sheliey Leke 5th Addtfon 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 8 DESIGNER GlA BASIN: 8 DATE; 27•May-05 Tol. Area 22,136 SF 0.52 Acres Time Increment (min) 5 Imp. Area 6,852 SF C= 0,9 Time of Conc. (min) 8.87 Perv. Area 15,884 SF C= 0.15 Outflow (ds) 1 Wt, C= 0.38 Design Year Flow 50 Area (aaes) 0.52 CASE 1 Impervious Area (aq ft) 6852 - 'C' Factor 0.38 246 ft. Ouerland Flow Area "C 0,196 Treatment Area 5,052 Ct = 0,15 L= 246 ft. Time Time Inc, Intens, Q Devel, Vol.in Vol.Out Storege n= 0.40 _(inlhrZ_^~ (cu ft) ~cu ftl (cu ft} . S= 0.0244 6.87 532 3.45 0.68 483 ~ 532 u -49 Tc = 7.17 min,, by Equetion 3•2 of Guidelines 5 300 4.58 0.90 361 300 61 10 600 3.21 0.63 492 600 •108 118 ft. Gutter flow 15 900 2,44 0.48 516 900 •382 20 1200 1.98 0,39 537 1200 -663 Z1= 50.0 For Z2 25 1500 1.68 0.33 553 1500 •947 Z2 = 3.5 Type B=1,0 30 1800 1,46 0.29 567 1800 -1233 n= 0.016 Rolled = 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 W~dth 7.4 ft. 50 3000 1,01 0,20 629 3000 •2371 55 3300 0.94 0,18 643 3300 -2657 60 3600 0.88 0.17 684 3600 •2946 A R Q Tc Tc total i Qc 65 3900 0.83 0.16 666 3900 -3234 _.1~ . 0.59 0.07 0.68 1.70 8.87 3.45 0.68 70 4200 0.79 0.16 683 4200 -3511 75 4500 0,77 0,15 708 4500 -3792 Qpeak for Case 1= 0.68 ds 60 4800 0.75 0.15 131 4800 -4063 65 5100 0,73 0.14 161 5100 -4339 90 5400 0.70 0.14 765 5400 -4835 95 5700 0.66 0.13 159 5700 -4941 CASE 2 100 6000 0,66 0.13 825 6000 -5175 Case 2 assumes a Time 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 cu ft Provided Treatmem Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, ihe Peak flow far ihe Basin is 1he greater of the two flows, Maximum Storage Required by Bowstring 61 cu ft 0.66 cfs Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Sheliey Lake 5th Addtion BOWSTRING METH4D PROJECT: Shelley Lake 51h Addtion 50•Year Design Storm QETENTION BASIN DESIGN BASIN: 9 DESIGNER GlA BASIN: 9 DATE: 27-Mey-05 Tot. Aree 137,355 SF 3.15 Aaes Time Inaement (m(n} 5 Imp, Area 19,202 SF C= 0,9 Time of Conc. (min) 11.64 Perv. Area 116,153 SF C= 0,15 Outflaw (cfs) 1 Wt. C a 0.25 Desfgn Year Flow 50 Area (saes) 3.15 CASE 1 Impervious Area (sq ft) 19202 'C Factor 0.25 431 ft. Overiand Flow Area"C 0.804 Treaiment Area 12,002 Ct= 0.15 L= 431 ft, Time Time Inc. Inlens. Q Devel. Vol.in Vol.Out Storage n= 0.40 min; Lec) (i(cfs (cu ft) (cu ft) , S= 0.0371 11.64 698 2,91 2.34 2187 696 1488 Tc = 8.86 min., by Equation 3-2 of Guidelines 5 300 4.58 3.68 1479 300 1179 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 For Z2 25 1500 1.68 1.35 2340 1500 840 Z2 = 3.5 Type B=1,0 36 1800 1.46 1.17 2389 1600 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 -141 d= 0.2222 ft. Flow Width 11.1 ft. 50 3000 1.01 0.81 2610 3000 •380 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 2786 3900 -1134 1.32 0,11 2.34 178 11.64 2.91 2.34 70 4200 0.79 0.64 2833 4200 •1367 75 4500 0.71 0.62 2932 4500 •1568 Qpeak for Case 1= 2.34 cfs 80 4809 0.75 0.61 3052 4840 •1746 85 5100 0.73 0.59 3148 5100 -1952 90 5400 0.70 0,56 3185 5400 -2235 95 5700 0,66 0.53 3137 5700 -2563 CASE 2 100 6000 0.68 0.55 3409 6000 •2591 Case 2 assumes a Time af Cancentretion less than 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 DRYWELI. REQUIREMENI'S • 50 YEAR DESIGN STORM So, lhe Peak flow for the Basin is the greater of the two flows, Meximum Storage Required by Bowstring 1488 cu R 2.34 cfs Provided Stonge Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double ~r ~ ,~■r r r~ ir ~r ~r ~w r ~ ~ ~ r~ ~r ~ ~ w~ ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addhon BOWSTRING METHOD PROJECT; Shelley Leke 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 10 DESIGNER GlA BASIN; 10 DATE; 27•May-05 Tot. Area 101,565 SF 2,33 Acxes Time increment (min) 5 Imp, Area 6,377 SF C= 0.9 Time oi Conc, (min) 8.70 Perv. Area 95,188 SF C= 0,15 Oulflow (cfs) 1 M. C= 0,20 Design Year Flow 50 Area (acres) 2.33 CASE 1 lmpervious Area (sq ft) 6377 'C' Factor 0.20 335 ft. Overiand Flow Area"C 0.460 Treatment Area 6,377 Ct= 0.15 L= 335 ft, Time Time Inc. Intens. Q Devel, Vol.In Vo1.0u1 Storage n= 0.40 (min) sec d( 5) (cu ft); (cu ft) ~(cu fl~ 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 $46 10 600 3.21 1,41 1146 600 546 246 ft. Gutter flow 15 900 2.44 1.12 1209 900 309 20 1200 1.98 0,91 1254 1200 54 Z1= 50.0 For 72 25 1500 1.68 0,77 1292 1500 -206 ZZ = 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 -741 S= 0.0427 40 2400 1.18 0,54 1395 2400 -1005 45 2700 1.08 0.50 1433 2700 -1267 d= 0.1365 ft. Flow Width 6.8 ft. 50 3000 1.01 0,46 1471 3000 -1529 55 3300 0,94 0,43 1503 3300 -1797 60 3600 0.88 0.41 1531 3600 -2069 A R Q Tc Tctoiel I Qc 65 3900 0,83 0,36 1559 3900 -2341 0.50 0.07 1,60 ~1,28 8.70 3.49 1.60 70 4200 0.79 0.37 1598 4200 -1602 75 4500 0,17 0.35 1655 4500 -2845 Qpeak for Case 1= 1.60 cfs 60 4800 0.75 0.35 1725 4800 -3075 85 5100 0.13 0.34 1180 5100 -3320 90 5400 0.10 0,32 1791 5400 -3649 95 5700 0.66 0,30 1776 5700 -3924 GASE 2 100 6000 0.68 0.31 1931 6000 -4069 Case 2 assumes a Time of Concentration less then 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp. Area) = 0.60 cfs Minimum "05-013" Volume Required 166 cu ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, lhe Peak flow for the.Basin is the greater of the two flows, Meximum Storege Required by Bowstring 599 cu ft 1.60 cfs Prorrided Storage Valume 18322 cu ft Number artti Type of Drywells Required 0 Single 1 Double w r ~ ~ m m-s r ~ mm ir iw mmmr r m PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th AddGon SQ•Year Design Storm DETENTION BASIN DESIGN BASIN; 11 DESlGNER GLA BASIN; 11 DATE: 27•Mny-05 Tol. Area 14,898 SF 0.34 Acres Time Increment (min) 5 Imp. Area 8,008 SF C= 0,9 Tme of Conc. (min) 5.00 Pero. Area 6,890 SF C= 0.15 OutHow (ds) 1 Wt. C= 0.55 Design Year Flow 50 Area (acres) 0.34 CASE 1 Impervious Area (sq ft) 8008 'C Factor 0.55 0 ft, Overland Flow Area"C 0.189 Treatment Area 4,408 Ct = 0.15 L= 0 fl. Tlme Time Inc. Intens. Q Devel, Vol,ln Vol,Out Storage n = 0.40 (min) (sec) (iNhr) (cfs) ,1cu ftl. ~j,- (cu.ft) - ~ S= 0.0473 5.00 300 ~4,58 0.87 346 300 48 Tc = 0.00 min., by Equation 3-2 of 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 0,46 463 960 -431 20 1200 1,98 0.37 486 1200 •712 Z1= 50.0 For 22 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 1.30 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 fl. 50 3000 1,01 0.19 591 3000 -2409 55 3300 0.94 0.18 605 3300 -2695 60 3600 0.88 0.17 811 3600 •2983 A R Q Tc Tc total I Qc 65 3900 0.83 0.16 630 3900 -3270 0.59 0.01 0.87 2.88 5.00 4.58 0.87 70 4200 0,79 0.15 646 4200 •3554 75 4500 0.77 0.15 670 4500 -3830 Qpeak for Case 1= 0.87 cfs 80 4800 0,75 0.14 699 4800 -4101 85 5100 0.73 0.14 722 5100 -4318 . 90 6400 0.70 0,13 127 5400 -4673 95 5700 0.66 0.12 722 5100 -4978 CASE 2 100 6000 0.68 0.13 785 6000 -5115 Case 2 assumes s Time of Concentratlan less than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Area) = 0.76 cfs Mlnimum "05-013" Volume Required 115 cu ft Provided Treatrnent Volume 5,266 cu ft DRYVIIELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater oi the lwo flaws, hAayJmum Storege Requlred by Bowstring 48 cu ft 0.87 cfs Provided Storage Volume 18322 cu ft Number and Type oi Drywells Required 0 Single 1 Double M. MMr r MMr MI rr mm w~ ~ mmmmm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT; Shelley Lake 5th Addtion 50•Year Design Storm DETENTION BASIN DESIGN BASIN: 12 DE5IGNER GLA BASIN; 12 DATE: 27•May-05 Tot, Area 125,948 SF 2.89 Acres Time Increment (min) 5 Imp. Area 26,030 SF C= 0.9 Time of Conc, (min) 8.38 Perv. Area 99,818 SF C= 0.15 Outflow (cfs) 1 Wt. C= 0,31 Design Year Flow 50 Area (ecxes) 2.89 CASE 1 Impervious Aree (sq n) 26030 'C Factor 0,31 218 ft. Overiand Flaw Area • C 0,882 Treatment Area 15,230 Ct= 0,15 L= 218 ft. Time Time Inc. Intens. Q Devel. Vol.ln Vol.Oul Storage n = 0.40 (min) sec ..~k nlhrZ_. (cfs) _ Icu ft)__( (cu ft~_.. S= 0.0321 8.38 503 3.56 3.14 2118 503 1615 Tc = 6.14 min., by Equation 3-2 of Guidelines 5 300 4,58 4.04 1623 300 1323 10 600 3,21 2.83 2180 600 1580 228 ft. Gutter flow 15 900 2.44 2.15 2306 900 1406 20 1200 1.98 1.75 2395 1200 1195 Z1= 50.0 ForZ2 25 1500 1.66 1.48 2410 1500 970 Z2 = 3.5 Type B=1.0 30 1800 1.46 129 2536 1800 736 n= 0.016 Rolied = 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 2700 44 d= 0,2630 ft. Fiow Width 13,2 ft. 50 3000 1,01 0.89 2816 3000 -184 ' 55 3300 0.34 0.83 2819 3300 -421 60 3800 0.88 0.78 2932 3600 -668 A R Q Tc Tc total I Qc 65 3900 0.83 0.73 2986 3900 -914 1.85 0.13 3.14 2.24 8.38 3,56 3.14 70 4100 0.19 0.70 3062 4200 -1138 75 4500 0.71 0.68 3172 4500 -1328 Qpeak for Case 1= 3.14 cfs 80 4800 0.75 0.66 3345 4800 -1495 65 5100 0.73 0.65 3411 5100 -1689 90 5400 0.70 0.62 3432 5400 -1968 95 5700 0.66 0,58 3404 5700 -2298 CASE 2 100 6000 0.68 0.60 3701 6000 -2299 Cese 2 assumes a Time of Concertraaon less than 5 minutes so that the "05-013" TREATMENT REQUIREMEtdTS peak flow =,90(Tc=5 intensity)(Imp, Area) = 2.46 cfs Minimum "05-013" Volume Required 396 cu ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, tle Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 1615 cu ft 3.14 cfs Provided Storege Volume 18322 au ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 6th Addtfon 50•Year Design Storm DETENTION BASIN DESIGN BASIN; 13 DESIGNER GLA BASIN: 13 DA7'E: 27•May-05 Tot. Ares 56,013 SF 1,33 Acres Time Increment (mfn) 5 Imp. Area 14,148 SF C= 0.9 T'nne of Canc. (min) 8.05 Perv. Area 43,865 SF C= 0.15 Outflaw (cfs) 1 Wt. C= 0.33 Design Year Flow 50 Area (ecres) 1.33 CASE 1 Impervious Area (sq ft) 14148 'C' Factor 0,33 224 ft. Overland Flow Area' C 0,443 Treatment Area 10,548 Ct = 0.15 L= 224 ft. Time Time Inc. Intena, Q Devel. Vot.ln Vol.Out Storege n = 0.40 (min) sec (INhq. (cfs) (cu ft) ~ (cu ft) (cu ft~.. S= 0,0313 8.05 483 3.65 1.62 1046 463 563 Tc = 6.29 min., by Equation 3•2 of Guidelines 5 300 4.58 2.03 816 300 516 10 600 3.21 1,42 1086 600 486 180 ft. Gutter flow 15 900 2,44 1,08 1152 900 252 20 1200 1,98 0.88 1196 1200 -2 21= 50.0 For ZZ 25 1500 1.68 0.74 1237 1500 -263 22 = 3.5 Type B=1,0 30 1800 1.46 0.65 1271 1800 -529 n= 0.016 Rolled = 3.5 35 2100 1,30 0,58 1304 2100 -196 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 -1855 60 3600 0.88 0.39 1471 3600 •2129 A R Q Tc Tc total I Qc 66 3900 0.83 0.37 1499 3900 -1401 0.95 0.09 1.62 1.75 8.05 3,65 1.62 70 4200 0.79 0.35 1531 4200 •2663 75 4500 0.77 0.34 1593 4500 •2907 Qpeak for Case 1= 1,62 cfs 80 4840 0.75 0.33 1659 4800 -3141 65 5100 0.73 0.33 1713 5100 -3387 90 5400 0.70 0.31 1724 5440 -3676 95 5700 0.66 0.29 1709 5700 -3991 CASE 2 100 6000 0.68 0.30 1859 6000 -4141 Case 2 assumes e Time of Concentration less than 5 minutes so tlhat the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Aree) ~ 1,34 cfs Minimum "05-013" Volume Required 274 cu ft ~ Provided Treatment Volume 5,266 cu ft ORYWELL REQUIREMENTS - 50 YEAR DESIGN STORM 30, the Peak flow for the Basin is the greater of the two flows, ' Maximum Storage Required by Bowstring 563 au ft 1.62 cis Provided Storage Volume 18322 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Adddon BOWSTRING METHOD PROJECT: Shelley Lake 5th Addtion 50-Year Deslgn Storm DETENTION BASIN DESIGN BASIN: 14 DESIGNER GLA . BASIN: 14 DATE; 21-May-05 Tot. Area 29,220 SF 0.67 Aaes Time increment (min) 5 imp, Area 14,763 SF C= 0,9 Time oi Conc. (min) 12.72 Pero. Area 14,451 SF C= 0,15 Outflow (cfa) 1 Wt. C= 0.53 Design Year Flow 50 Area (acrea) 0.67 CASE 1 Impervious Area (sq ft) 14763 'C Feaor 0.53 141 ft, Overland Flow Area * C 0.355 . Treatment Area 7,563 Ct = 0.15 L= 141 fl. Time Time Inc. Intens, Q Devel. Vol,ln Vol.Out Storage n 0.40 (min) ,_-inlhr) ~ (cu ft~, (cu ft) (cu f1L'. S= 0.0035 12.72 763 2.74 1.40 1428 763 685 Tc = 9.20 min,, by Equation 3-2 of Guidelines 5 300 4.58 1.62 653 300 353 10 600 3.21 , 1.14 915 600 315 295 ft. Gutter flow 15 900 2.44 0.87 1004 900 104 20 1260 1.98 0.70 1026 1200 •174 21= 50.0 For Z2 25 1500 1.68 0.59 1046 1500 -454 Z2 = 3.5 Type B=1.0 34 1800 1,46 0.52 1066 1800 •734 n a 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.Q8 0,38 1138 2700 -1562 d= 0,1610 ft. Flow Width 8.1 ft. 50 30Q0 1.01 0,36 1165 3000 -1635 . 55 3300 0.94 0,33 1188 3300 -2112 60 3600 0.86 0,31 1101 3600 -2393 A R Q Tc Tc total I Qc 65 3900 0.63 0,30 1228 3900 -2672 0,69 0.08 0.97 3.52 12.72 2.74 0,97 7Q 4200 0.79 0,28 1251 4200 -2943 75 4500 0.77 0,21 1300 4500 -3200 Qpeak for Case 1= 0.97 cfs 80 4800 0,75 0.27 1353 4800 -3447 85 5100 0.73 0.26 1396 5100 -37Q4 90 5400 0,70 0,25 1403 5400 -3997 95 5100 0.66 0.23 1350 5100 -4310 CASE 2 100 6000 0.68 0,24 1510 6000 -4490 Case 2 assumes a Time of Concentration less than 5 minules so that the "05-013" TREATMENT REQUIREMENTS peek flow =.90(Tc=5 intensity)(Imp, Area) = 1.40 cfs Minimum "05-013° Volume Required 191 cu ft Provided Trestment Volume 5,266 cu ft t DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 665 cu ft 1,40 cfs Provided Storage Volume 18322 cu ft Number and Type ot Drywells Required 0 Single 1 Double ~ ~ ~ ~ ~ ~ w ~ ~ ~ ~ ~ ~ ~ ~w ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Adddon BOWSTRING METHOD PROJECT: Sheiley Lake 5th Addtion 50-Year Design Storm DETENT(ON BASIN DESIGN BASIN: 15 DESlGNER GLA BASIN: 15 DATE: 27-May05 Tot. Area 137,227 SF 3.15 Aaes Time Increment (m1n) 5 Imp. Aree 18,659 SF C= 0.9 Time of Conc. (min) 5.12 Perv. Area 116,568 SF C= 0,15 Outflow (ds) 1 Wt. C= 0.25 Design Year Fiow 50 Area (aaes) 3.15 CASE 1 Imperviaus Area (sq ff) 18659 'C' Factor 0.25 150 ft. Overland Flow Area • C 0,194 Treatment Area 11,459 Ct = 0.15 L= 150 ft. Time Time Inc. Intens, Q Devel, Vol.ln Vol.Out Storage n= 0.40 (min) (sec) finmr) Scu ft) (cu ft)~~cu ft~ S= 0.0630 5,12 307 4,53 3.60 1482 307 1175 Tc = 4.01 min,, by Equation 3-2 of Guidelines 5 300 4.58 3.63 1481 300 1161 10 600 3.21 2,55 1793 600 1193 152 ft. Gutter (low 15 900 2.44 1.94 1947 900 1047 20 1200 1,98 1.51 2051 1200 851 21= 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 1,34 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= 02430 ft. Flow Width 122 ft. 50 3000 1,01 0.80 2482 3000 -518 ' 55 3300 0.94 0.75 2542 3300 -758 • 60 3600 0,88 0.70 2593 3600 -1001 A R Q Tc Tc total I Qc 65 3900 0.63 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 75 4500 0.77 0.61 2815 4500 -1685 Qpeak for Case 1= 3.60 cfs 60 4800 0J5 0.60 2935 4800 -1865 85 5100 0,13 0.58 3032 5100 •1066 • 90 5400 0.70 0.55 3053 5400 -2347 ~-95 5700 0.66 0.52 3029 5100 -2671 CASE 2 100 6000 0.68 0.54 3296 6000 -2704 Case 2 assumes a Time of Cancentretlon less than 5 minutes so lhat the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp, Area) = 1.77 cfs , Minimum "05-013" Volume Required 296 cu ft Provlded Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, ihe Peak flow for the Besin is the greaier of the two flowfi, Maximum Storage Requited by Bawstring 1193 cu ft 3.60 cfs Provided Storage Volume 18322 cu fl Numbar and Type of Drywelis Required 0 Single 1 Double ■i ~ ir ~ r r~~~ i rr ~ r r~ i ~r PEAK FLOW CALCULATION PROJECT; Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 51h Addtfon SO-Year Design Storm DETENTION BASIN DESIGN BASIN: 16 DESIGNER GLA BASIN: 16 DATE: 27-May-05 Tot. Area 43,218 SF 0.99 Acres Time Inaement (min) 5 Imp. Area 7,321 SF C= 0.9 Tlme of Conc. (min) 5,71 Pero. Hrea 35,897 SF C= 0.15 Outflow (cfs) 1 Wt, C= 0.28 Design Year Flow 50 Area (acres) 0,99 CASE 1 Imperoious Area (sq fl) 7321 'C' FectOr 0.28 148 ft. Overiand Flow Area' C 0,275 Treatment Area 3,721 Ct = 0.15 L= 148 ft. Time Time Inc. Intens, Q Oevel. Vof.ln Vol.Out Storage n = 0.40 (min) (sec) (in/hr) (gis) (cu fl) (cu ft) (cu ftL- . . . S= 0.0642 5,71 346 4.31 1.18 554 346 203 Tc = 3,96 min,, by Equetion 3-2 of Guidelines 5 300 4.58 126 506 300 206 10 600 3,21 0.88 633 600 33 145 ft. Gutter flow 15 900 2.44 0.61 683 800 •211 20 1200 1.98 0.54 717 1200 -483 Z1= 50,0 For Z2 25 1500 1.68 0.46 145 1500 •755 Z2 = 3,5 Type B=1.0 30 1800 1.46 0,40 769 1800 -1031 n= 0.016 Rolled = 3,5 35 2100 1.30 0.36 792 2100 -1308 S= 0,0050 40 2400 1.18 0.32 815 2400 -1585 45 2700 1.08 0,30 838 2700 •1861 d= 0.1819 fl. Flow wdth 9,1 ft. 50 3000 1.01 028 863 3000 -2137 55 3300 0.94 0,26 884 3300 -2416 i"60 3600 0.88 024 901 3600 -2699 A R Q Tc Tc totel I Qc 65 3900 0.83 0,23 919 3900 -1981 0.89 0.09 1.18 1.62 5.77 4.31 1,18 70 4200 0.79 0.22 943 4200 -3257 75 4500 0,77 0,21 978 4500 •3522 Qpeak for Cese 1= 1.18 cfs 80 4800 0.75 0,21 1019 4800 -3781 85 . 5100 0,73 0.20 1053 5100 4047 90 5400 4,70 0.19 1080 5400 4340 95 5100 0,66 0.18 1051 5700 4649 CASE 2 100 6000 0.68 0,19 1144 6000 4856 Cese 2 assumes a Time of Concentration lesa than 5 minutes so that the "05-013" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(Imp, Area) = 0,69 cfs Minimum "05-013" Vofume Required 97 cu ft Provided treatment Voqime 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM Sq, the Peak flow for the Basin is the greater of the two flaws, Maximum Storage Requined by BowsUing 206 cu ft 1.18 cfs Provided Storege 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 Addflon 50-Year Design Storm DfTENTION BASIN DESIGN BASIN: 17 DESIGNER GLA BASIN: 17 DATE: 27-May-05 Tot. Area 46,652 SF 1,01 Acres Time Increment (min) 5 Imp. Area 7,350 SF C= 0.9 Time of Conc. (min) 5.79 Perv. Area 39,302 SF C= 0.15 Outflow (ds) 1 Wt. C= 0,27 Design Year Flow 50 Area (ecres) 1.01 CASE 1 Imperoious Area (sq ft) 7350 = 'C Factor 0.21 148 ft. Overland Flow Area * C 0287 Treatment Area 3,750 • Ct= 0.15 ' L= 148 ft. Time Time Inc, Intens. Q Devel. Vol,ln Vol,Out Storage rt= 0.40 (min) sec (Inmr) (cfa) cu ft1 cu ft cu . 5--,ft S= 0.0642 5,79 347 4.30 1.24 575 341 228 Tc = 3.96 min., by Equation 3-2 of Guidelines 5 309 4.58 1.31 529 300 229 <y= 10 600 3.21 0.92 661 600 61 148 ft. Gutter flow . : 15 900 2.44 0.70 714 900 -186 20 1200 1.98 0,51 750 1200 -050 21= 50.0 For Z2 25 1500 1.68 0.48 779 1500 -721 22 = 3.5 Type B=1,0 30 1800 1.46 0.42 804 1800 -996 n= 0.016 Rolled = 3,5 35 2100 1.30 0,31 827 2100 -1273 S= 0.0050 40 2400 1.18 0,34 852 2400 -1548 45 2700 1.08 0.31 871 2700 -1823 d= 0.1855 ft. Flow Width 9.3 ft. 50 3000 1.01 029 902 3000 -2098 55 3300 0.94 0,21 923 3300 -2377 60 3600 0.88 0.25 941 3600 •1659 A R Q Tc Tc total 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 0,23 985 4200 •3215 75 4500 0,77 0,22 1021 4500 •3479 Qpeak for Case 1= 1.24 cfs 80 4800 0.75 0.22 1065 4800 -3735 85 5100 0.73 0.21 1100 5100 -4000 90 5400 0.70 0.20 1107 5400 -4293 95 5700 0,66 0.19 1099 5700 -4601 CASE 2 100 6000 0.68 020 1195 6000 -4805 Case 2 assumea a Time of ConcentraNon less than 5 minutes so that the °05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensfty)(Imp. Area) = 0,74 cfs Minimum "05-013" Volume Required 98 cu ft Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESiGN STORM ' So, the Peek flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 229 au ft 1.24 cfs Provided Storege Volume 18322 cu ft Number end Type of Orywells Required 0 Single , 1 DouDle PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shetley Lake 5th Addtion 50•Year Design Storm DE?ENTION BASIN DESIGN BASIN; 18 DESfGNER GLA BASIN: 18 DATE: 27-May-05 Tot. Area 66,179 SF 1.52 Acres Time Incremen! (min) 5 Imp. Area 14,165 SF CII 0,9 Tiroe of Conc. (min) 6.91 Perv. Area 52,014 SF C= 0,15 Outflow (cfs) 1 Wt. C= 0.31 Design Year Flow 50 Area (acres) 1.52 CASE 1 Impervious Area (sq ft) 14165 'C' Factor 0,31 260 R. Overiand Flow Area " C 0.412 Treatment Area 8,765 Ct = 0.15 L= 260 fl. Time Time Inc. Intens, Q Qevel. Vol.ln Vol,Out Storage n = 0.40 (min) (sec) (inlhr) cfs ~cu cu ft~~cu~ S= 0.0680 ~6.97 418 3.94 ~1.86 1041 418 623 Tc = 5.45 min., by Equetion 3-2 of Guidelines 5 300 4.58 2.16 868 300 568 10 600 3,21 1.51 1123 600 523 213 ft. Gutter flow 15 900 2.44 1.15 1200 900 304 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 -063 n= 0.016 Rolled = 3.5 35 2100 1,30 0.61 1374 2100 -726 S= 0.0165 40 2400 1.16 0.56 1412 2400 •988 45 2700 1,08 0,51 1453 2700 -1247 d= 0.1727 ft, Flow Width 8,6 ft. 50 3000 1.01 0,48 1453 3000 •1507 55 3300 0,94 0.44 1528 3300 •1772 60 3604 0.88 0,42 1551 3600 -2043 A R Q Tc Tc total 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 4.37 1627 4200 -2573 75 4500 0.77 0.36 1687 4500 -2813 Qpeak for Case 1= 1.86 cfa 80 4800 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 -3888 CASE 2 100 6000 0.68 4.32 1971 6000 -4029 Cese 2 assumes a Time oi Concentration less theri 5 minuies so that the "05-013" TREATMENT REQUIREMENTS peak flow =,90(Tc=5 intensity)(Imp. Area) = 1.34 cfs Minimum "05-013" Volume Required 228 cu ft ~ Provided TreatmentVolume 5,266 cu ft ORYWELL REQUIREMENTS • 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the finro flows, Maximum Storage Required by Bowstring 623 cu ft 1.86 cfs Provided Storege Volume 18322 cu ft Number and Type oi Dryuve0s Required 0 Single 1 Double ; ~ mm m r ~ ~ ~ ~ mmmmmmm mmmm PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake Sth Addtion 50•Year Deaign Storm DETENTION BASIN DESIGN BASIN: 19 DESIGNER GlA BASIN: 19 DATE: 21•May-05 Tot. Area 32,865 SF 0.75 Aaes Time Increment (min) 5 Imp. Area 11,014 SF C= 0,9 Tfine of Conc. (min) 5.19 Pero. Area 21,851 SF C= 0,15 Oufflow (ds) 1 Wt. C= 0.40 Deaign Year Flow 50 AleB (8Cfe3) 0.15 CASE 1 Impervfous Area (sq ft) 11014 'C' Factor 0.40 111 ft. Overland Flaw Area • C 0,303 Treatment Area 5,614 Ct = 0.15 L= 111 ft, Time Time Inc. Intens. Q Devel. Uol,ln Vol,Out Storage n = 0.40 (min) (sec) (inmr) ( Ct~j. (cu fl)._(cu ft)_ . (cu ft) S= 0.0899 ~ 5.19 312 ~4.51 1.31 570 312 ~ 258 Tc = 3.01 min,, by Equation 3-2 of Guidelines 5 300 4.58 1.39 557 300 257 10 600 3.21 0,91 686 600 86 203 ft, Gutter flow 15 900 2.44 0.14 744 900 -156 20 1200 1.88 0,60 783 1200 -417 . Z1= 50,0 For22 25 1500 1.68 0,51 815 1500 -685 Z2 = 3.5 Type B=1,0 30 1800 1.46 0.44 842 1840 -958 n= 0.016 Ralled = 3,5 35 2100 1.30 0,39 867 2100 -1233 S= 0,0068 40 2400 1,18 0,36 894 2400 -1506 45 2700 1.08 0.33 921 2700 -1179 d= 0.1816 ft. Flow Width 9.1 ft. 50 3000 1.01 0.30 941 3000 -2053 , 55 3300 0.94 028 970 3300 -2330 60 3600 0,68 0.21 989 3600 -2611 A R Q Tc Tc total I Qc 65 3900 0.83 0,25 1009 3900 -2891 0.88 0,09 1.37 ~ 2.18 5.19 4,51 1,37 70 4200 0.79 0.24 1036 4200 -3164 75 4500 0,17 0.23 1074 4500 -3426 Qpeak for Cese 1= 1.37 cfs 60 4800 0.75 0,23 1120 4800 -3680 65 5100 0.73 0,22 1157 5100 •3543 90 5400 0,70 0.21 1165 5400 -4235 95 5100 0,66 0.20 1156 5700 -4544 CASE 2 100 6000 0.68 0.21 1257 6000 -4743 Gese 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) = 1,04 cfs Minimum "05-013" Volume Required 146 cu ft Provided Treetmerrt Volume 5,266 cu R DRYWELI REQUIREMENTS • 50 YEAR DESIGN STORM So, the Peak flow for lhe Basin is the greater of the two flows, Ma)dmum Storege Requlred by Bowstring 258 au ft 1.31 cfs Provided Storege Volume 18322 cu ft Number and Type ot Dryuvells Required 0 Single 1 Double ~w r ~ r ~ ~ r r~ ~r rr ~■r r ~ ~ ~ ~ ~r ~ ~ PEAK FLOW CALCULATION PROJECT: Shelley Lake 5th Addtion BOWSTRING METHOD PROJECT: Shelley Lake 5th Add6on 50•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 5.66 Aaes Time Inaement (min) 5 Imp. Area 103,083 SF C= 0,9 Time of Conc, (min) 10.56 Perv. Area 143,315 SF C= 0.15 Outflow (cfs) 1 Wt. C= 0.46 Desfgn Year Flow 50 Area (aaes) 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. Vol.ln Vol.Out Storage n = 0.40 (m1n~T (sec) (inlhr) _ (cfs) _ (cu,ft) (cu it) (eu ftL, S= 0.0080 10.55 633 3.10 9.75 8276 633 ~ 7643 Tc = 6.32 min., by Equation 3-2 of Guidelines 5 300 4.58 12.01 4828 300 4528 10 604 321 8.41 6784 600 6164 773 ft. Gutter flow 15 904 2.44 6.40 7143 900 6243 20 1200 1.98 5.20 7354 1200 6154 Z1= 50.0 For Z2 25 1500 1.68 4,40 7543 1500 6043 Z2 = 3,5 Type B=1.0 30 1800 1,46 3,83 7715 1800 5915 n= 0.016 Rolled = 3.5 35 2100 1,30 3,41 7888 2100 5788 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. Flow Width 15.8 ft. 50 3000 1.01 2,64 8495 3000 5495 , 55 3300 0.94 2.47 8674 3300 5374 60 3600 0.88 2.31 8825 3600 5225 A R Q Tc Tc total I Qc 65 3800 0.83 2.18 8961 3900 5081 . 2.68 0,16 8.13r 4.24 10.56 3.10 8.13 70 4206 0.79 2.08 9201 4200 5001 75 4500 0.71 2.02 9526 4500 5426 Qpeak for Case 1= 8.13 cfs 80 4800 0.75 1.98 9919 4800 5119 85 5100 . 0.73 1.93 10233 5100 5133 90 5400 ' 0.70 1,83 10292 5400 4892 95 5700 0.66 1.72 10203 5700 4503 CASE 2 100 6000 0.68 1.78 11089 6000 5089 Case 2 assumes a Time of ConcenUation le,ss than 5 rn(nutes so tlhat the "208" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensity)(imp. Area) = 9.75 cfs Minimum "05-013" Volume Required 1,511 cu 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 lwo flows, Maximum Storage Requfred by Bowstring 7643 cu ft 9.75 cfa Provided Storege Vofume 18322 cu ft Number and Type of Drywens Required 0 Single 1 Double ~ 5~ S~ ~B~ ~ r ~ ~ ~ ~■r ~ ~ rr r ~ i~ ~ ~ ~ ~ ~r ~r ~ Saywers Engineering Basin Calculation Worksheet 5126I2005 Imp 0.9 Per 0.15 Shelley Lake 5th Addition GLA Basin Total Street Driveways Driveways Houses Houses Total Total Weighted 05-013 Area 05-013 Pond sf sf # of sf # of sf Impervious Pervious "C" sf Volume (c~ imme 2~~~6'~~1 ~ 2,~1570. 3+ 5~ 04 4~3Q f6,3 S 4.~9 ~ fi 1 2 14,9821 2,796 ~ 3 2,250.1 3 5,400.1. 10,446 .4,536 1 0.67 5,046 131 33,,68A' ,921 5 3 750 9, ~ t. a5,09,,; Q. 7 9,~71 ?5 4 ~ 28,769 4,7931 4 3,0001 41 7,200 14,9931 13,7761 0.54 7,793 2031 5166 84r9 0 0 0 0 0' 166~8~4` 0. 5 4 D 6 50,713 7,184 4. 3,0001 4 7,200 17,984 32,7291 0.42 10,784 280 5, ~tl 4, ~ 1,~0"~ 2 ~G4 8,d2 36 O~A 0.3~ ~826 152 "6 8 22,736r 4,3021 1 154 11 1,8001 6,852 15,884 0.381 5,0521 131 9 13 ,35'S 9,Q~OZ _ p 4 7 2Q0 . 19,_02 ~,15~3 0.25 12~00'2 r 31 • 10 101,565 6,377 0 0 0 0l 6,377 95,188~ 0.20 6,3771 166 K 00 115 11 1- ,8 2,9Q8 2 1,500~ 3• 08 12 125,948 10,730 6 4,500 61 14,8001 26,0301 99,918 0.31 15,230~ 396 1 a,0' 3 948 2 1~500~~ 3,60`09 ~4, i4O 4~3~~ 0,33 10X5'~~ rM~9ffi' 14 220 4,563 4 3,0001 4 7,200 14,7631 14,4571 0.53 1,563 7 3~; %7 8,459 3;000 4 7, '18,6"59 118~5~ . (1•:y 11, 59 29,9 16 43,218 2,221 2 1,500 2 3,600 7,321 35,8971 0.28 3,721 97 ~r :~5z a.2~a ~ ~ool~ :~I 11'1 7,~~ j ,75 nO . 9~ 18 _ 66,179 6,515 L 3 ~ 2,2501 3 5,400 14,165 52,0141 ~ 0, 31 1 8,765 228 9 ~ 3~~~6~ 3~364 2,. 250 3~~~4'~0 ~,014 21',8 .1 ~0~'44 5,6 d "14 6(4th Add) I 143,3151 39,3331 25 18,7501 25' 45,000 103,083 40,2321 0.691 58,083 1,511 Q ~~T~ota1 _ 1,31~9;~337 1K0;~3'`,~3 U 79 " 59x, 2~50 79 ~ 1'4~2~Z0 1 ~aN~, s~ ~ ~ Post Developed Rainfall not specified ~ Prepared by Saywers Engineering HydraCADS 7.10 s/n 003380 O 2005 HydraCAD Software Solutions LLC 5/27/2005 Stage-Area-Storage for Pond 1 P: Elevation Surface Storage Elevafion Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 2,023.00 9,882 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 2,024.10 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 10,506 2,447 2,024.28 13,251 14,783 2,023.26 10,557 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 11,285 5,715 2,024.58 14,078 18,883 . 29023.56 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 141353 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 6,977 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 15,015 23,829 2,023.90 121220 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 21024.02 12,535 11,431 ~~~1~ ` Saguier,r Engineering 327 W 81 Ave, Suite 202 Spokane, WA 99204 ' (509) 7440300 (509) 744-0304 fax Letter of Transmittal Date: November 15, 2005 To: From: Sandra Raskell, P.E. Gianna Adams Development Engineer Saywers Engineering City of Spokane Valley 327 W 8`h Ave, Suite 202 Department of Public Works Spokane, WA 99204 11707 E Sprague Ave, Suite 106 SDokane Vallev. WA 99260 _ ' Sandra, TTT~~ ~ We are responding to your comments of October 5, 2005. We have made the requested revisions to the ~ plans and the report and prepared an exhibit for the required drainage easement for the pond that will be ! part of Shelley Lake 5`h Addition. If you have any questions, feel free to contact us. ~ Sincerely, , i a i ~ Gianna Adams, EIT ; Design Engineer Enclosures: 2 sets full-size Storm water Drainage Plans ; 1 copy Drainage Report Addendum ~ 1 copy Response to Comments ~ E 1 copy Drainage Easement Exhibit ~ ~ i i i i ~ i ~ W E ~1 1 : ' D f NUV 15 2005 ; ~ n i ~ 3 D U V 0~ J.i i { i ~ $a 9werr .,4f EAgIAeef1Ag 327 W 8t" Ave, Suite 202 Spokane, WA 99204 (509) 744-0300 November 14, 2005 IA(509) 744-0304 fax Sandra Raskell, P.E. Development Engineer City of Spokane Valley Department of Public Works 11707 E Sprague Ave, Suite 106 Spokane Valley, WA 99260 Subject: Shelley Lake 4'" Addition - Drainage Revision 3r`' Submittal Response Ms. Raskell, We have reviewed your comments from October 5, 2005 regarding the submittal of the drainage design documents for the above noted project. We have addressed your concerns below. The original comment is shown in italics and our response follows in boldface type. Pla» Sheets 1. Pleuse r-evise the treatment poncl note to read, "For construction of drywells, instull filter• fabric (Amoco 4545 or equivalent) between the washed druinrock and the native soils. " The note has been revised. 2. Update Storm Drainage Note 7 to r•eference Spokane valley. The note has been revised. Drainage Report 1. In the pipe network calculations, the catch hasins do not appear to have the required 0. 75' of freebourd (see GSMpuge 4-3). Please addr•ess. The pipe network calculations have been updated to provide the required freeboard. Gener•al ' 1. An easement.fof• the dr•ainage pond is r•equired. Please submit eusement language.for approvul pr-ior• t.o r-ecording. The drainage easement documents are included with this submittal. 2. Once all items are addressed, the City may approve the design changes for the 4`h Addition only. This will not be an approval for S"' Addition. Noted. 5`h Addition will be submitted separately for review and approval. OFfICIAI PUBUC OOCUMENT SPOKANE VALLEY ENGINEER'S OFFICE ORI(31NAL PROJECT qtnAAA SUBMITTAL # 1 DATEI 1 -1 ~ ♦ =-~A • We have included two sets of plans with this submittal. If you have any questions, please contact us at 744- 0300. Sincerely, ~ Gianna Adams, EIT Saywers Engineering cc: Robert Heitmanl Project Applicant; Project file 2 ~ November 14, 2005 Legal Description Drainage Easement That portion of the Southeast Quarter of Section 24, Township 25 North, Range 44 East, W.M. in the City of Spokane Valley, State of Washington being more particularly described as follows: Beginning at the Southeast Corner of the Northwest Quarter of the Southeast Quarter of Section 24; thence N00°25'03"E along the west boundary of Shelley Acres Addition plat, 484.59 feet; thence N89°32'22"W 62.37 feet to the true point of beginning; thence S72021'45"W 16.38 feet; thence N71°49'04"W 218.45 feet; thence N23030'5 1"W 54.15 feet; thence N61°31'38"W 150.00 feet; thence N28°28'19"E a 19.93 feet; thence S61 °31'41 "E 147.31 feet; thence S81 °56'22"E 242.77 feet; thence S01 °36'41"W 97.66 feet to the true point of beginning. Containing 0.54 acres more or less. ti ~f » ~ 1 . ~ ~ r~a 2~'~~p~ I TI N ° , s SHELL ~.~KE ~TI~ ADD ~ . _ . . , . ~r. , _ . . s ~ 4 . { ~ ~ y , ~ - '~s , w r~ ~ ~ c~ ~ ~O ~ s~ ~ F ~ ~ ~s_~~ I ~ ~ ~ ~ ~ ~ , ~ ~7 ~ ~ I ~ O i ~ - f ~ 4r ~ ~rl~i4~r~ ~i4~~.'~~'N~ • ~ ~ ~ ~ ~fi ¢ ~ ~ ~r ~ • aa ~ ~ ~ 0.54 ACRES so . ~ O ~ ~y~ , r~ ~ ~ ~c~ ~ip - ~D c ~ 2 4~y V],-~ r ~ L , ~d89'32 2 "W ~ - ~ ~ ' tPae ~ ~ ~2,~~' - ~ j ~ ( 7~'21'45"W 1 ' ~ 1 G~3$ ~4 ~ I ~ '~f~ , I _ ~ J . ~ I e ~ , ~ ~ ~ ~ ~ ~ ~ t . t . . i _ 1 ~ SH L~EY LA~{~ 5TH DD~~'I~N FUTURE . ~ ~ ~ ~ ~ W ~ ~ ~ . ~ - ~ QI ~ ~ . _ I ~ 1 _ _ . ~ ~ ~ I I a ' a 1 ~ z ~ ~ ~ ~ r 1 1 . ~ ~ ~ ~ ~ ~ / ~ - - ~ ~ ~ r ~ I I ~ . ~ GRAPHIC 5CAI.E , J ~ ioo so ue an sE caR~~~ ~ 2m N W~ 4, ~ 4 , t a~ s~r f - - I - + - - ~ - - ~ ~ ~ / t ~aah a lo? ik ~ ~ ~ ~ + I I ~ ~ ~ ~ ROT~H~O~ A~R~ TRACTS 9 _ ~ _ _ r y ~ • I _ .~e.~_.~__ ~ . cQU~ . 6 ~ ~ I I 12TH AVENU~ , ~ ~ I ~ k ~ ~ 1 ~