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Sol - 2z tz) y) �y,.. �'t t i t1) 000 £ .Y rt bbi •4 br oxr•o 0�,5 -. 9 U»1 ro b•gsul a,.0 000 9 94! t£) M (I) � �.- 31dWVX3 000'g 991 000,01 091 J _X - y • i 7+- AM JIM RAINFALL INTENSITY IN INCHES PER HOUR _ I N O O o O 0 C D O O - N a O, ° 0 u o N D o. ° - N ♦ o. ° O O O O O O O O cp i o co O � 4 N �O a Ck An 2 _ N r r O _ � w � N I� r 1J a RAINFALL INTENSITY IN INCHES PER HOUR _ N O O O -0 ° O O O - N ♦ a ° O V •O - N ♦ o� ° - N ♦ 0� ° O O O O O O O O 1 0 - la 10 -10 J � I N I . V i O O - o $ a r y N ? f Rlr A/V r • C p ^f r ? � O ail _° C 2 ;o N �0 n O LLLU _ 1 N 1 -- Flow (cfs) 0 . 0 4 . 0 8 . 0 12 . 0 16 . 0 20 . 0 24 . 0 28 . 0 32 . 0 36 . 0 40 . 0 44 . 0 11 . 5 - x X X11 . 6 - x x 11 . 7 - x x 11 . 8 - x x ,,,",11 . 9 - x x 12 . 0 - x x 12 . 1 - x x 12 . 2 - x x 12 . 3 - x x ,w12 .4 - x x 12 . 5 - x* * x ""12 . 6 - * x * x 12 . 7 - * x * X 12 . 8 - * x * x 12 . 9 - * x * x 13 . 0 - * x * x *R13 . 1 - * x * x 13 . 2 - * x on * x 13 . 3 - * x * x 13 .4 - * x 40 TIME (hrs) * File : c : \pondpack\C95100 HYD Qmax = 42 . 0 cfs x File : c :\pondpack\OUT100 HYD Qmax = 29 . 8 cfs POND-2 Version: 5 . 17 SIN: Page 7 100 YEARS Return Freq: 100 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c :\pondpack\C95100 HYD Outflow Hydrograph: c :\pondpack\OUT100 HYD EXECUTED: 08-10-1995 Peak Inflow = 42 . 00 cfs 16 :32 :42 Peak Outflow = 29 . 75 cfs Peak Elevation = 184 . 97 ft a� s� w ■w No POND-2 Version: 5 . 17 SIN: Page 6 EXECUTED: 08-10-1995 16 :32 :42 100 YEARS Return Freq: 100 years SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c : \pondpack\COOLEY95 . PND N Inflow Hydrograph: c : \pondpack\C95100 HYD Outflow Hydrograph: c : \pondpack\OUT100 HYD no Starting Pond W. S . Elevation = 180 . 30 ft 40 ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 42 . 00 cfs Peak Outflow = 29 . 75 cfs Peak Elevation = 184 . 97 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0 . 04` ac-ft Peak Storage From Storm = 0 . 81 ac-ft --------------- Total Storage in Pond = 0 . 84 ac-ft Warning: Inflow hydrograph, truncated on left side . POND-2 Version: 5 . 17 SIN: Page 5 EXECUTED: 08-10-1995 16 : 32 :42 100 YEARS Return Freq: 100 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c :\pondpack\C95100 HYD Outflow Hydrograph: c :\pondpack\OUT100 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 24 . 700 0 . 00 0 . 0 3 . 9 3 . 9 0 . 04 180 . 30 24 . 800 0 . 00 0 . 0 3 . 8 3 . 9 0 . 04 180 . 30 24 . 900 0 . 00 0 . 0 3 . 7 3 . 8 0 . 04 180 . 30 25 . 000 0 . 00 0 . 0 3 . 6 3 . 7 0 . 04 180 . 30 25 . 100 0 . 00 0 . 0 3 . 5 3 . 6 0 . 04 180 . 30 25 . 200 0 . 00 0 . 0 3 .4 3 . 5 0 . 04 180 . 30 25 .300 0 . 00 0 . 0 3 . 4 3 .4 0 . 04 180 . 30 25 .400 0 . 00 0 . 0 3 . 3 3 .4 0 . 04 180 . 30 25 . 500 0 . 00 0 . 0 3 . 2 3 . 3 0 . 04 180 . 30 25 . 600 0 . 00 0 . 0 3 . 2 3 . 2 0 . 04 180 . 30 25 . 700 0 . 00 0 . 0 3 . 1 3 . 2 0 . 03 180 . 30 25 . 800 0 . 00 0 . 0 3 . 0 3 . 1 0 . 03 180 . 30 25 . 900 0 . 00 0 . 0 2 . 9 3 . 0 0 . 03 180 . 30 ----------------- ------------------------------------------------------ w awe ws POND-2 Version: 5 . 17 SIN: Page 4 EXECUTED: 08-10-1995 16 : 32 :42 100 YEARS Return Freq: 100 years Pond File : c :\pondpack\COOLEY95 . PND Inflow Hydrograph: c :\pondpack\C95100 HYD Outflow Hydrograph: c : \pondpack\OUT100 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS '* ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t. - 0 2S/t. + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 20 . 100 0 . 00 0 . 0 11 .4 11 . 9 0 . 24 180 . 38 20 . 200 0 . 00 0 . 0 11 . 0 11 .4 0 . 21 180 . 37 20 . 300 0 . 00 0 . 0 10 . 6 11 . 0 0 . 19 180 . 36 20 .400 0 . 00 0 . 0 10 .2 10 . 6 0 . 17 180 . 34 20 . 500 0 . 00 0 . 0 9 . 9 10 . 2 0 . 16 180 . 33 20 . 600 0 . 00 0 . 0 9 . 7 9 . 9 0 . 14 180 . 32 20 . 700 0 . 00 0 . 0 9 . 4 9 . 7 0 . 13 180 . 32 20 . 800 0 . 00 0 . 0 9 . 2 9 . 4 0 . 11 180 . 31 20 . 900 0 . 00 0 . 0 9 . 0 9 . 2 0 . 10 180 . 30 21 . 000 0 . 00 0 . 0 8 . 8 9 . 0 0 . 10 180 . 30 21 . 100 0 . 00 0 . 0 8 . 6 8 . 8 0 . 10 180 . 30 21 . 200 0 . 00 0 . 0 8 .4 8 . 6 0 . 09 180 . 30 21 . 300 0 . 00 0 . 0 8 . 2 8 .4 0 . 09 180 . 30 21 .400 0 . 00 0 . 0 8 . 0 8 . 2 0 . 09 180 . 30 21 . 500 0 . 00 0 . 0 7 . 8 8 . 0 0 . 09 180 . 30 21. 600 0 . 00 0 . 0 7 . 7 7 . 8 0 . 09 180 . 30 21 . 700 0 . 00 0 . 0 7 . 5 7 . 7 0 . 08 180 . 30 21 . 800 0 . 00 0 . 0 7 . 3 7 . 5 0 . 08 180 . 30 21 . 900 0 . 00 0 . 0 7 . 2 7 . 3 0 . 08 180 . 30 22 . 000 0 . 00 0 . 0 7 . 0 7 . 2 0 . 08 180 . 30 22 . 100 0 . 00 0 . 0 6 . 9 7 . 0 0 . 08 180 . 30 22 . 200 0 . 00 0 . 0 6 . 7 6 . 9 0 . 08 180 . 30 22 . 300 0 . 00 0 . 0 6 . 6 6 . 7 0 . 07 180 . 30 !?*� 22 .400 0 . 00 0 . 0 6 .4 6 . 6 0 . 07 180 . 30 22 . 500 0 . 00 0 . 0 6 . 3 6 .4 0 . 07 180 . 30 22 . 600 0 . 00 0 . 0 6 . 1 6 . 3 0 . 07 180 . 30 22 . 700 0 . 00 0 . 0 6 . 0 6 . 1 0 . 07 180 . 30 22 . 800 0 . 00 0 . 0 5 . 9 6 . 0 0 . 07 180 . 30 22 . 900 0 . 00 0 . 0 5 . 7 5 . 9 0 . 06 180 . 30 23 . 000 0 . 00 0 . 0 5 . 6 5 . 7 0 . 06 180 . 30 23 . 100 0 . 00 0 . 0 5 . 5 5 . 6 0 . 06 180 . 30 23 . 200 0 . 00 0 . 0 5 .4 5 . 5 0 . 06 180 . 30 23 . 300 0 . 00 0 . 0 5 . 3 5 .4 0 . 06 180 . 30 23 .400 0 . 00 0 . 0 5 . 1 5 . 3 0 . 06 180 . 30 23 . 500 0 . 00 0 . 0 5 . 0 5 . 1 0 . 06 180 . 30 23 . 600 0 . 00 0 . 0 4 . 9 5 . 0 0 . 06 180 . 30 23 . 700 0 . 00 0 . 0 4 . 8 4 . 9 0 . 05 180 . 30 23 . 800 0 . 00 0 . 0 4 . 7 4 . 8 0 . 05 180 . 30 23 . 900 0 . 00 0 . 0 4 . 6 4 . 7 0 . 05 180 . 30 24 . 000 0 . 00 0 . 0 4 . 5 4 . 6 0 . 05 180 . 30 24 . 100 0 . 00 0 . 0 4 .4 4 . 5 0 . 05 180 . 30 24 . 200 0 . 00 0 . 0 4 . 3 4 .4 0 . 05 180 . 30 24 . 300 0 . 00 0 . 0 4 . 2 4 . 3 0 . 05 180 . 30 24 . 400 0 . 00 0 . 0 4 . 1 4 . 2 0 . 05 180 . 30 24 . 500 0 . 00 0 . 0 4 . 0 4 . 1 0 . 05 180 . 30 24 . 600 0 . 00 0 . 0 3 . 9 4 . 0 0 . 04 180 . 30 ------------------ ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 08-10-1995 16 : 32 :42 100 YEARS Return Freq: 100 years Pond File : c :\pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C95100 HYD Outflow Hydrograph: c :\pondpack\OUT100 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 15 . 500 3 . 00 6 . 0 39 . 6 45 . 8 3 . 09 181 . 29 15 . 600 3 . 00 6 . 0 39 . 5 45 . 6 3 . 07 181 . 29 15 . 700 3 . 00 6 . 0 39 .4 45 . 5 3 . 05 181 . 28 15 . 800 2 . 00 5 . 0 38 . 5 44 .4 2 . 94 181 . 25 15 . 900 2 . 00 4 . 0 37 . 0 42 . 5 2 .74 181 . 21 16 . 000 2 . 00 4 . 0 35 . 9 41 . 0 2 .59 181 . 17 16 . 100 2 . 00 4 . 0 34 . 9 39 . 9 2 .47 181 . 14 16 . 200 2 . 00 4 . 0 34 . 2 38 . 9 2 . 37 181 . 12 16 . 300 2 . 00 4 . 0 33 . 6 38 . 2 2 .30 181 . 10 a 16 .400 2 . 00 4 . 0 33 . 1 37 . 6 2 .24 181 . 08 16 . 500 2 . 00 4 . 0 32 . 7 37 . 1 2 . 19 181 . 07 16 . 600 2 . 00 4 . 0 32 .4 36 . 7 2 .15 181 . 06 16 . 700 2 . 00 4 . 0 32 . 2 36 .4 2 . 12 181 . 06 a 16 . 800 2 . 00 4 . 0 32 . 0 36 . 2 2 . 10 181 . 05 16 . 900 2 . 00 4 . 0 31 . 8 36 . 0 2 . 08 181 . 04 17 . 000 2 . 00 4 . 0 31 . 7' 35 . 8 2 . 06 181 . 04 17 . 100 2 . 00 4 . 0 31 . 6 35 . 7 2 . 05 181 . 04 17. 200 2 . 00 4 . 0 31 . 5 35 . 6 2 . 04 181 . 03 17 . 300 2 . 00 4 . 0 31 . 5 35 . 5 2 . 03 181 . 03 17 .400 2 . 00 4 . 0 31 .4 35 . 5 2 . 02 181 . 03 17 . 500 2 . 00 4 . 0 31 .4 35 .4 2 . 02 181 . 03 17. 600 2 . 00 4 . 0 31 .4 35 .4 2 . 02 181 . 03 17 . 700 2 . 00 4 . 0 31 . 3 35 .4 2 . 01 181 . 03 17 . 800 2 . 00 4 . 0 31 . 3 35 . 3 2 . 01 181 . 03 17. 900 2 . 00 4 . 0 31 . 3 35 . 3 2 . 01 181 . 03 18 . 000 2 . 00 4 . 0 31 . 3 35 . 3 2 . 01 181 . 03 18 . 100 2 . 00 4 . 0 31 . 3 35 . 3 2 . 01 181 . 03 18 . 200 2 . 00 4 . 0 31 . 3 35 . 3 2 . 00 181 . 03 18 . 300 1 . 00 3 . 0 30 . 5 34 . 3 1 . 90 181 . 00 18 .400 1 . 00 2 . 0 29 . 0 32 . 5 1 . 72 180 . 95 w 18 . 500 1 . 00 2 . 0 27 . 9 31 . 0 1 .57 180 . 92 18 . 600 1 . 00 2 . 0 26 . 9 29 . 9 1 .47 180 . 89 18 . 700 1 . 00 2 . 0 26 . 2 28 . 9 1 .39 180 . 86 18 . 800 0 . 00 1 . 0 24 . 7 27 . 2 1 .25 180 . 82 18 . 900 0 . 00 0 . 0 22 . 6 24 . 7 1 . 04 180 . 75 19 . 000 0 . 00 0 . 0 20 . 8 22 . 6 0 . 87 180 . 69 19 . 100 0 . 00 0 . 0 19 .4 20 . 8 0 . 73 180 . 64 19 . 200 0 . 00 0 . 0 18 . 1 19 .4 0 .61 180 . 60 19 . 300 0 . 00 0 . 0 17 . 1 18 . 1 0 . 55 180 . 57 19 .400 0 . 00 0 . 0 16 . 1 17 . 1 0 .49 180 . 54 19 . 500 0 . 00 0 . 0 15 . 2 16 . 1 0 .44 180 . 51 19 . 600 0 . 00 0 . 0 14 .4 15 . 2 0 .40 180 . 48 19 . 700 0 . 00 0 . 0 13 . 7 14 .4 0 . 36 180 .46 19 . 800 0 . 00 0 . 0 13 . 0 13 . 7 0 . 33 180 .44 19 . 900 0 . 00 0 . 0 12 .4 13 . 0 0 .29 180 .42 20 . 000 0 . 00 0 . 0 11 . 9 12 .4 0 . 26 180 . 40 ------------------ ------------------------------------------------------ on POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 08-10-1995 16 : 32 :42 100 YEARS Return Freq: 100 years Pond File : c : \pondpack\COOLEY95 .PND Inflow Hydrograph: c : \pondpack\C95100 HYD Outflow Hydrograph: c : \pondpack\OUT100 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 11 . 000 3 . 00 ----- 8 . 9 9 . 1 0 . 10 180 . 30 11. 100 3 . 00 6 . 0 14 . 1 14 . 9 0 .39 180 .47 11. 200 3 . 00 6 . 0 18 . 8 20 . 1 0 . 67 180 . 62 11. 300 3 . 00 6 . 0 22 . 7 24 . 8 1 . 05 180 . 75 11.400 3 . 00 6 . 0 25 . 9 28 . 7 1 . 37 180 . 86 11 . 500 4 . 00 7 . 0 29 .4 32 . 9 1 . 77 180 . 97 11 . 600 4 . 00 8 . 0 33 . 0 37 .4 2 .22 181 . 08 11. 700 6 . 00 10 . 0 37 .4 43 . 0 2 . 78 181 . 22 11 . 800 8 . 00 14 . 0 44 . 0 51 .4 3 . 68 181 .43 11 . 900 10 . 00 18 . 0 52 . 2 62 . 0 4 . 91 181 . 68 12 . 000 14 . 00 24 . 0 62 . 8 76 . 2 6 . 71 182 . 01 12 . 100 23 . 00 37 . 0 80 . 1 99 . 8 9 . 84 182 . 53 12 . 200 36 . 00 59 . 0 108 .4 139 . 1 15 .35 183 . 32 w 12 . 300 42 . 00 78 . 0 142 . 0 186 .4 22 .22 184 . 18 12 .400 37 . 00 79 . 0 166 . 2 221 . 0 27 . 37 184 . 76 12 : 500 31 . 00 68 . 0 174'. 7 234 . 2 29 . 75 184 . 97 12 . 600 23 . 00 54 . 0 171 . 3 228 . 7 28 . 72 184 . 89 12 . 700 17 . 00 40 . 0 159 .4 211 . 3 25 . 92 184 . 60 12 . 800 12 . 00 29 . 0 143 .4 188 .4 22 . 52 184 . 21 s„ 12 . 900 10 . 00 22 . 0 127 . 1 165 . 4 19 . 15 183 . 81 13 . 000 8 . 00 18 . 0 112 . 7 145 . 1 16 .21 183 .43 13 . 100 7 . 00 15 . 0 100 . 2 127 . 7 13 . 72 183 . 10 13 . 200 6 . 00 13 . 0 89 . 9 113 . 2 11 . 68 182 . 81 " 13 . 300 6 . 00 12 . 0 81 . 6 101 . 9 10 . 12 182 . 58 13 .400 5 . 00 11 . 0 74 . 9 92 . 6 8 .88 182 . 38 13 . 500 5 . 00 10 . 0 69 . 2 84 . 9 7 . 85 182 . 21 13 . 600 5 . 00 10 . 0 65 . 0 79 . 2 7 . 10 182 . 08 13 . 700 5 . 00 10 . 0 61 . 9 75 . 0 6 .55 181 . 98 13 . 800 5 . 00 10 . 0 59 . 6 71 . 9 6 . 14 181 . 91 13 . 900 5 . 00 10 . 0 57 . 9 69 . 6 5 . 84 181 . 86 14 . 000 5 . 00 10 . 0 56 . 7 67 . 9 5 . 62 181 . 82 14 . 100 4 . 00 9 . 0 55 . 0 65 . 7 5 . 35 181 . 77 14 . 200 4 . 00 8 . 0 52 . 9 63 . 0 5 . 03 181 . 71 14 . 300 3 . 00 7 . 0 50 . 6 59 . 9 4 . 66 181 . 63 14 .400 3 . 00 6 . 0 48 . 1 56 . 6 4 . 27 181 . 55 14 . 500 3 . 00 6 . 0 46 . 1 54 . 1 3 . 97 181 .49 14 . 600 3 . 00 6 . 0 44 . 6 52 . 1 3 . 76 181 .45 14 . 700 3 . 00 6 . 0 43 . 4 50 . 6 3 . 60 181 .41 14 . 800 3 . 00 6 . 0 42 . 5 49 .4 3 . 47 181 . 38 14 . 900 3 . 00 6 . 0 41 . 7 48 . 5 3 . 37 181 . 35 w 15 . 000 3 . 00 6 . 0 41 . 1 47 . 7 3 . 29 181 . 34 15 . 100 3 . 00 6 . 0 40 . 7 47 . 1 3 . 23 181 . 32 15 . 200 3 . 00 6 . 0 40 . 3 46 . 7 3 . 18 181 . 31 15 . 300 3 . 00 6 . 0 40 . 0 46 . 3 3 . 14 181 . 30 15 .400 3 . 00 6 . 0 39 . 8 46 . 0 3 . 11 181 . 30 ------------------ ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 08-10-1995 16 :32 :42 100 YEARS Return Freq: 100 years * * COOLEY/DICKINSON HOSPITAL - 1995 DEVELOPMENT * * * * ************************************************** Inflow Hydrograph: c : \pondpack\C95100 HYD Rating Table file : c :\pondpack\COOLEY95 .PND ----INITIAL CONDITIONS---- Elevation = 180 . 30 ft Outflow = 0 . 10 cfs Storage = 0 . 04 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- "'" 180 . 30 0 . 1 0 . 037 9 . 0 9 . 1 180 . 60 0 . 6 0 . 077 18 . 6 19 . 2 180 . 90 1 . 5 0 . 119 28 . 8 30 . 3 181 . 20 2 . 7 0 . 163 39 . 5 42 . 2 181 . 50 4 . 0 0 . 208 50 .4 54 .4 181 . 80 5 . 5 0 . 254 61 . 5 67 . 0 182 . 10 7 .2 0 . 301 72 . 8 80 . 0 182 .40 9 . 0 0 . 349 84 . 5 93 . 5 182 . 70 10 . 9 0 .400 96 . 8 107 . 7 183 . 00 13 . 0 0 .453 109 . 6 122 . 6 183 . 30 15 . 2 0 . 508 122 . 9 138 . 1 183 . 60 17 . 5 0 . 564 136 . 6 154 . 1 183 . 90 19 . 9 0 . 623 150 . 7 170 . 6 184 . 20 22 .4 0 . 683 165 . 2 187 . 6 184 . 50 25 . 0 0 . 744 180 . 1 205 . 1 184 . 80 27 . 7 0 . 808 195 . 5 223 . 2 184 . 81 27 . 8 0 . 810 196 . 0 223 . 8 185 . 10 31 . 3 0 . 873 211 . 2 242 . 5 185 . 40 35 . 6 0 . 938 227 . 1 262 . 7 185 .41 35 . 8 0 . 941 227 . 6 263 .4 185 .42 36 . 0 0 . 943 228 . 2 264 . 2 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs . Ra Flow (cfs) 0 . 0 4 . 0 8 . 0 12 . 0 16 . 0 20 . 0 24 . 0 28 . 0 32 . 0 36 . 0 40 . 0 44 . 0 . ------ I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- 1 - 11 . 5 - X No X 11 . 6 - X* X 11 . 7 - X go x 11 . 8 - x x 4"11 . 9 - x x 12 . 0 - x X 12 . 1 - x x 12 . 2 - x ''m X 12 . 3 - x x *m12 .4 - x x 12 . 5 - x * x 12 . 6 - * x * x 12 . 7 - * x * x 12 . 8 - * x * x „012 . 9 - * x * x 13 . 0 - * x * X so 13 . 1 - * x * x 13 . 2 - * x on * x 13 . 3 - * x * x $013 .4 - * x TIME (hrs) * File : c :\pondpack\C9550 .HYD Qmax = 38 . 0 cfs x File : c :\pondpack\OUT50 HYD Qmax = 26 . 5 cfs POND-2 Version: 5 . 17 SIN: Page 7 50 YEARS Return Freq: 50 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c :\pondpack\C9550 HYD .� Outflow Hydrograph: c : \pondpack\OUT50 HYD EXECUTED: 08-10-1995 Peak Inflow = 38 . 00 cfs 16 : 32 :42 Peak Outflow = 26 .46 cfs Peak Elevation = 184 . 66 ft +s. .�a Ift POND-2 Version: 5 . 17 SIN: Page 6 „ EXECUTED: 08-10-1995 16 : 32 :42 50 YEARS Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C9550 HYD Outflow Hydrograph: c : \pondpack\OUT50 HYD Starting Pond W. S . Elevation = 180 . 30 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 38 . 00 cfs Peak Outflow = 26 .46 cfs Peak Elevation = 184 . 66 ft Summary of Approximate Peak Storage ***** Initial Storage = 0 . 04 ac-ft Peak Storage From Storm = 0 . 74 ac-ft --------------- Total Storage in Pond = 0 . 78 ac-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5 . 17 SIN: Page 5 *� EXECUTED: 08-10-1995 16 :32 :42 50 YEARS Return Freq: 50 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C9550 HYD Outflow Hydrograph: c :\pondpack\OUT50 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) - -------- --------- --------- ------------ ----------- --------- --------- 24 . 700 0 . 00 0 . 0 3 . 2 3 . 3 0 . 04 180 . 30 24 . 800 0 . 00 0 . 0 3 . 2 3 . 2 0 . 04 180 . 30 24 . 900 0 . 00 0 . 0 3 . 1 3 . 2 0 . 03 180 . 30 25 . 000 0 . 00 0 . 0 3 . 0 3 . 1 0 . 03 180 . 30 25 . 100 0 . 00 0 . 0 2 . 9 3 . 0 0 . 03 180 . 30 25 . 200 0 . 00 0 . 0 2 . 9 2 . 9 0 . 03 180 . 30 25 . 300 0 . 00 0 . 0 2 . 8 2 . 9 0 . 03 180 . 30 25 .400 0 . 00 0 . 0 2 . 8 2 . 8 0 . 03 180 .30 25 . 500 0 . 00 0 . 0 2 . 7 2 . 8 0 . 03 180 . 30 w. 25 . 600 0 . 00 0 . 0 2 . 6 2 . 7 0 . 03 180 . 30 25 . 700 0 . 00 0 . 0 2 . 6 2 . 6 0 . 03 180 . 30 25 . 800 0 . 00 0 . 0 2 . 5 2 . 6 0 . 03 180 . 30 25 . 900 0 . 00 0 . 0 2 . 5 2 . 5 0 . 03 180 . 30 ,w POND-2 Version: 5 . 17 SIN: Page 4 EXECUTED: 08-10-1995 16 :32 :42 50 YEARS Return Freq: 50 years Pond File : c : \pondpack\COOLEY95 .PND Inflow Hydrograph: c : \pondpack\C9550 HYD Outflow Hydrograph: c :\pondpack\OUT50 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 20 . 100 0 . 00 0 . 0 9 . 0 9 . 2 0 . 10 180 . 30 20 . 200 0 . 00 0 . 0 8 . 8 9 . 0 0 .10 180 . 30 20 . 300 0 . 00 0 . 0 8 . 6 8 . 8 0 .10 180 . 30 20 .400 0 . 00 0 . 0 8 .4 8 . 6 0 . 09 180 . 30 20 . 500 0 . 00 0 . 0 8 .2 8 .4 0 . 09 180 . 30 20 . 600 0 . 00 0 . 0 8 . 0 8 . 2 0 . 09 180 . 30 20 . 700 0 . 00 0 . 0 7 . 8 8 . 0 0 . 09 180 . 30 20 . 800 0 . 00 0 . 0 7 . 7 7 . 8 0 . 09 180 . 30 20 . 900 0 . 00 0 . 0 7 . 5 7 . 7 0 . 08 180 . 30 21 . 000 0 . 00 0 . 0 7 . 3 7 . 5 0 . 08 180 . 30 21. 100 0 . 00 0 . 0 7 . 2 7 . 3 0 . 08 180 . 30 21 . 200 0 . 00 0 . 0 7 . 0 7 . 2 0 . 08 180 . 30 21. 300 0 . 00 0 . 0 6 . 9 7 . 0 0 . 08 180 . 30 21. 400 0 . 00 0 . 0 6 . 7 6 . 9 0 . 08 180 . 30 21 . 500 0 . 00 0 . 0 6 . 6 6 . 7 0 . 07 180 . 30 21 . 600 0 . 00 0 . 0 6 .4 6 . 6 0 .07 180 . 30 ,e. 21. 700 0 . 00 0 . 0 6 . 3 6 .4 0 . 07 180 . 30 21. 800 0 . 00 0 . 0 6 . 1 6 . 3 0 . 07 180 . 30 21 . 900 0 . 00 0 . 0 6 . 0 6 . 1 0 . 07 180 . 30 22 . 000 0 . 00 0 . 0 5 . 9 6 . 0 0 . 07 180 . 30 22 . 100 0 . 00 0 . 0 5 . 7 5 . 9 0 . 06 180 . 30 22 . 200 0 . 00 0 . 0 5 . 6 5 . 7 0 . 06 180 . 30 22 . 300 0 . 00 0 . 0 5 . 5 5 . 6 0 . 06 180 . 30 22 .400 0 . 00 0 . 0 5 .4 5 . 5 0 . 06 180 . 30 22 . 500 0 . 00 0 . 0 5 . 3 5 .4 0 . 06 180 . 30 22 . 600 0 . 00 0 . 0 5 . 1 5 . 3 0 . 06 180 . 30 22 . 700 0 . 00 0 . 0 5 . 0 5 . 1 0 . 06 180 . 30 22 . 800 0 . 00 0 . 0 4 . 9 5 . 0 0 . 06 180 . 30 22 . 900 0 . 00 0 . 0 4 . 8 4 . 9 0 . 05 180 . 30 23 . 000 0 . 00 0 . 0 4 . 7 4 . 8 0 . 05 180 . 30 23 . 100 0 . 00 0 . 0 4 . 6 4 . 7 0 . 05 180 . 30 23 . 200 0 . 00 0 . 0 4 . 5 4 . 6 0 . 05 180 . 30 23 . 300 0 . 00 0 . 0 4 .4 4 . 5 0 . 05 180 . 30 w 23 .400 0 . 00 0 . 0 4 . 3 4 .4 0 . 05 180 . 30 23 . 500 0 . 00 0 . 0 4 . 2 4 . 3 0 . 05 180 . 30 23 . 600 0 . 00 0 . 0 4 . 1 4 . 2 0 . 05 180 . 30 23 . 700 0 . 00 0 . 0 4 . 0 4 . 1 0 . 05 180 . 30 23 . 800 0 . 00 0 . 0 3 . 9 4 . 0 0 . 04 180 . 30 23 . 900 0 . 00 0 . 0 3 . 8 3 . 9 0 . 04 180 . 30 24 . 000 0 . 00 0 . 0 3 . 8 3 . 8 0 . 04 180 . 30 24 . 100 0 . 00 0 . 0 3 . 7 3 . 8 0 . 04 180 . 30 24 . 200 0 . 00 0 . 0 3 . 6 3 . 7 0 . 04 180 . 30 24 . 300 0 . 00 0 . 0 3 . 5 3 . 6 0 . 04 180 . 30 24 .400 0 . 00 0 . 0 3 .4 3 . 5 0 . 04 180 . 30 24 . 500 0 . 00 0 . 0 3 .4 3 .4 0 . 04 180 . 30 24 . 600 0 . 00 0 . 0 3 . 3 3 . 4 0 . 04 180 . 30 ------------------ ------------------------------------------------------ on POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 08-10-1995 16 : 32 :42 50 YEARS Return Freq: 50 years Pond File : c :\pondpack\COOLEY95 .PND Inflow Hydrograph: c : \pondpack\C9550 HYD Outflow Hydrograph: c :\pondpack\OUT50 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 15 . 500 3 . 00 6 . 0 39 . 5 45 . 6 3 . 07 181 . 28 15 . 600 3 . 00 6 . 0 39 .4 45 . 5 3 . 05 181 . 28 15 .700 3 . 00 6 . 0 39 . 3 45 . 4 3 . 04 181 . 28 15 . 800 2 . 00 5 . 0 38 .4 44 . 3 2 . 93 181 . 25 15 . 900 2 . 00 4 . 0 37 . 0 42 .4 2 . 73 181 . 21 16 . 000 2 . 00 4 . 0 35 . 8 41 . 0 2 . 58 181 . 17 16 . 100 2 . 00 4 . 0 34 . 9 39 . 8 2 .46 181 . 14 16 .200 2 . 00 4 . 0 34 . 2 38 . 9 2 . 37 181 . 12 16 . 300 2 . 00 4 . 0 33 . 6 38 . 2 2 . 29 181 . 10 +ate 16 .400 2 . 00 4 . 0 33 . 1 37 . 6 2 . 23 181 . 08 16 . 500 2 . 00 4 . 0 32 . 7 37 . 1 2 . 19 181 . 07 16 . 600 2 . 00 4 . 0 32 .4 36 . 7 2 . 15 181 . 06 16 . 700 2 . 00 4 . 0 32 . 2 36 .4 2 . 12 181 . 05 16 . 800 2 . 00 4 . 0 32 . 0 36 . 2 2 . 10 181 . 05 16 . 900 2 . 00 4 . 0 31 . 8 36 . 0 2 . 08 181 . 04 17 . 000 2 . 00 4 . 0 31 . 7 35 . 8 2 . 06 181 . 04 17 . 100 2 . 00 4 . 0 31 . 6 35 . 7 2 . 05 181 . 04 17 . 200 2 . 00 4 . 0 31 . 5 35 . 6 2 . 04 181 . 03 17 . 300 2 . 00 4 . 0 31 . 5 35 . 5 2 . 03 181 . 03 17 .400 2 . 00 4 . 0 31 .4 35 . 5 2 . 02 181 . 03 17 . 500 2 . 00 4 . 0 31 .4 35 . 4 2 . 02 181 . 03 17 . 600 2 . 00 4 . 0 31 .4 35 .4 2 . 02 181 . 03 17 . 700 1 . 00 3 . 0 30 . 5 34 . 4 1 . 91 181 . 00 40 17 . 800 1 . 00 2 . 0 29 . 1 32 . 5 1 . 73 180 . 96 17 . 900 0 . 00 1 . 0 27 . 1 30 . 1 1 .48 180 . 89 18 . 000 0 . 00 0 . 0 24 . 6 27 . 1 1 . 24 180 . 81 am 18 . 100 0 . 00 0 . 0 22 . 6 24 . 6 1 . 04 180 . 75 18 . 200 0 . 00 0 . 0 20 . 8 22 . 6 0 . 87 180 . 69 18 . 300 0 . 00 0 . 0 19 .4 20 . 8 0 .73 180 . 64 18 .400 0 . 00 0 . 0 18 . 1 19 . 4 0 . 61 180 . 60 on 18 . 500 0 . 00 0 . 0 17 . 0 18 . 1 0 .55 180 . 57 18 . 600 0 . 00 0 . 0 16 . 0 17 . 0 0 .49 180 . 54 18 . 700 0 . 00 0 . 0 15 . 2 16 . 0 0 .44 180 . 51 18 . 800 0 . 00 0 . 0 14 .4 15 . 2 0 .40 180 .48 18 . 900 0 . 00 0 . 0 13 . 6 14 . 4 0 .36 180 .46 19 . 000 0 . 00 0 . 0 13 . 0 13 . 6 0 .32 180 . 43 19 . 100 0 . 00 0 . 0 12 .4 13 . 0 0 .29 180 .42 19 . 200 0 . 00 0 . 0 11 . 9 12 .4 0 .26 180 . 40 19 . 300 0 . 00 0 . 0 11 .4 11 . 9 0 .24 180 . 38 19 .400 0 . 00 0 . 0 11 . 0 11 .4 0 . 21 180 . 37 19 . 500 0 . 00 0 . 0 10 . 6 11 . 0 0 . 19 180 . 36 19 . 600 0 . 00 0 . 0 10 . 2 10 . 6 0 .17 180 . 34 19 . 700 0 . 00 0 . 0 9 . 9 10 . 2 0 . 16 180 . 33 19 . 800 0 . 00 0 . 0 9 . 6 9 . 9 0 . 14 180 . 32 19 . 900 0 . 00 0 . 0 9 .4 9 . 6 0 .13 180 . 32 20 . 000 0 . 00 0 . 0 9 . 2 9 . 4 0 .11 180 . 31 ------------------ ---------------------------------------------- POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 08-10-1995 16 : 32 :42 50 YEARS Return Freq: 50 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C9550 HYD Outflow Hydrograph: c : \pondpack\OUT50 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW 11+12 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 11 . 000 2 . 00 ----- 8 . 9 9 . 1 0 . 10 180 . 30 11 . 100 2 . 00 4 . 0 12 . 3 12 . 9 0 . 29 180 .41 11 . 200 3 . 00 5 . 0 16 . 3 17 . 3 0 . 51 180 . 54 11 . 300 3 . 00 6 . 0 20 . 6 22 . 3 0 . 85 180 . 68 11 .400 3 . 00 6 . 0 24 . 2 26 . 6 1 . 20 180 . 80 11 . 500 3 . 00 6 . 0 27 . 2 30 . 2 1 .49 180 . 90 11 . 600 3 . 00 6 . 0 29 . 6 33 . 2 1 . 80 180 . 97 11 . 700 5 . 00 8 . 0 33 . 1 37 . 6 2 . 24 181 . 09 11 . 800 6 . 00 11 . 0 38 . 3 44 . 1 2 . 91 181 . 25 11 . 900 8 . 00 14 . 0 44 . 8 S2 . 3 3 . 78 181 .45 12 . 000 12 . 00 20 . 0 54 . 3 64 . 8 5 . 24 181 . 75 12 . 100 20 . 00 32 . 0 70 . 2 86 . 3 8 . 04 182 . 24 12 . 200 33 . 00 53 . 0 97 . 0 123 . 2 13 . 09 183 . 01 12 . 300 38 . 00 71 . 0 129 . 0 168 . 0 19 . 53 183 . 85 12 .400 35 . 00 73 . 0 152 . 9 202 . 0 24 . 53 184 .45 12 . 500 27 . 00 62 . 0 162 . 0 214 . 9 26 . 46 184 . 66 12 . 600 21 . 00 48 . 0 158 . 5 210 . 0 25 . 73 184 . 58 12 . 700 16 . 00 37 . 0 148 .4 195 . 5 23 . 58 184 . 34 12 . 800 12 . 00 28 . 0 134 . 9 176 .4 20 . 75 184 . 00 12 . 900 9 . 00 21 . 0 120 .4 155 . 9 17 . 76 183 . 63 13 . 000 7 . 00 16 . 0 106 .4 136 .4 14 . 95 183 . 27 13 . 100 6 . 00 13 . 0 94 . 3 119 .4 12 . 55 182 . 94 13 . 200 5 . 00 11 . 0 84 . 2 105 . 3 10 . 58 182 . 65 13 . 300 5 . 00 10 . 0 76 . 0 94 . 2 9 . 08 182 .41 13 .400 5 . 00 10 . 0 70 . 0 86 . 0 8 . 00 182 . 23 13 . 500 5 . 00 10 . 0 65 . 6 80 . 0 7 .20 182 . 10 13 . 600 5 . 00 10 . 0 62 . 3 75 . 6 6 . 63 182 . 00 13 . 700 5 . 00 10 . 0 59 . 9 72 . 3 6 .20 181 . 92 13 . 800 5 . 00 10 . 0 58 . 2 69 . 9 5 . 89 181 . 87 13 . 900 4 . 00 9 . 0 56 . 1 67 . 2 5 . 53 181 . 80 14 . 000 4 . 00 8 . 0 53 . 8 64 . 1 5 . 16 181 . 73 14 . 100 4 . 00 8 . 0 52 . 0 61 . 8 4 . 88 181 . 68 14 . 200 3 . 00 7 . 0 49 . 9 59 . 0 4 . 55 181 . 61 14 . 300 3 . 00 6 . 0 47 . 5 55 . 9 4 .18 181 . 54 14 .400 3 . 00 6 . 0 45 . 7 53 . 5 3 . 91 181 .48 14 . 500 3 . 00 6 . 0 44 . 3 51 . 7 3 .72 181 .43 14 . 600 3 . 00 6 . 0 43 . 2 50 . 3 3 . 56 181 .40 14 . 700 3 . 00 6 . 0 42 . 3 49 . 2 3 .44 181 . 37 14 . 800 3 . 00 6 . 0 41 . 6 48 . 3 3 .35 181 . 35 14 . 900 3 . 00 6 . 0 41 . 0 47 . 6 3 .28 181 . 33 15 . 000 3 . 00 6 . 0 40 . 6 47 . 0 3 . 22 181 . 32 15 . 100 3 . 00 6 . 0 40 . 2 46 . 6 3 . 17 181 . 31 15 . 200 3 . 00 6 . 0 40 . 0 46 . 2 3 . 13 181 . 30 15 . 300 3 . 00 6 . 0 39 . 8 46 . 0 3 . 11 181 . 29 15 .400 3 . 00 6 . 0 39 . 6 45 . 8 3 . 08 181 . 29 ----- -------- --- ------------------------------------------------------ �w POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 08-10-1995 16 : 32 :42 50 YEARS Return Freq: 50 years ************************************************** * * COOLEY/DICKINSON HOSPITAL - 1995 DEVELOPMENT * * * ************************************************** ..� Inflow Hydrograph: c : \pondpack\C9550 HYD Rating Table file : c : \pondpack\COOLEY95 . PND ----INITIAL CONDITIONS---- Elevation = 180 . 30 ft Outflow = 0 . 10 cfs Storage = 0 . 04 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 180 . 30 0 . 1 0 . 037 9 . 0 9 . 1 180 . 60 0 . 6 0 . 077 18 . 6 19 . 2 180 . 90 1. 5 0 . 119 28 . 8 30 . 3 • 181 . 20 2 . 7 0 . 163 39 . 5 42 . 2 181 . 50 4 . 0 0 . 208 50 . 4 54 .4 181 . 80 5 . 5 0 . 254 61 . 5 67 . 0 182 . 10 7. 2 0 . 301 72 . 8 80 . 0 182 .40 9 . 0 0 . 349 84 . 5 93 . 5 182 . 70 10 . 9 0 . 400 96 . 8 107 . 7 183 . 00 13 . 0 0 .453 109 . 6 122 . 6 183 . 30 15 . 2 0 . 508 122 . 9 138 . 1 183 . 60 17 . 5 0 . 564 136 . 6 154 . 1 183 . 90 19 . 9 0 . 623 150 . 7 170 . 6 184 .20 22 .4 0 . 683 165 . 2 187 . 6 184 . 50 25 . 0 0 . 744 180 . 1 205 . 1 184 . 80 27 . 7 0 . 808 195 . 5 223 . 2 184 . 81 27 . 8 0 . 810 196 . 0 223 . 8 185 . 10 31. 3 0 . 873 211 . 2 242 . 5 185 .40 35 . 6 0 . 938 227 . 1 262 . 7 185 .41 35 . 8 0 . 941 227 . 6 263 .4 s 185 .42 36 . 0 0 . 943 228 . 2 264 . 2 ------------------------------ -------------------------- �w Time increment (t) = 0 . 100 hrs . Flow (cfs) 0 . 0 3 . 0 6 . 0 9 . 0 12 . 0 15 . 0 18 . 0 21 . 0 24 . 0 27 . 0 30 . 0 33 . 0 on . ------ I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- 1 - 11 . 5 - x x "x11 . 6 - x x 11 . 7 - x ON x 11 . 8 - x x M11 . 9 - x x 12 . 0 - x X 1'12 . 1 - x X 12 . 2 - x 40 X 12 . 3 - x x X12 .4 - x x * 12 . 5 - x* * X N12 . 6 - * x * X 12 . 7 - * x s * X 12 . 8 - * x * x 12 . 9 - * x s * X 13 . 0 - * x * X *m13 . 1 - * x * x 13 . 2 - * x * X 13 .3 - * x * X 13 .4 - * x M TIME (hrs) * File : c : \pondpack\C9510 HYD Qmax = 28 . 0 cfs x File : c :\pondpack\OUT10 HYD Qmax = 18 .4 cfs POND-2 Version: 5 . 17 SIN: Page 7 10 YEARS Return Freq: 10 years Pond File : c : \pondpack\COOLEY95 .PND Inflow Hydrograph: c : \pondpack\C9510 HYD Outflow Hydrograph: c :\pondpack\OUT10 HYD EXECUTED: 08-10-1995 Peak Inflow = 28 . 00 cfs 16 : 32 :42 Peak Outflow = 18 .42 cfs Peak Elevation = 183 . 72 ft ,w. w� POND-2 Version: 5 . 17 SIN: Page 6 EXECUTED: 08-10-1995 16 : 32 :42 10 YEARS Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c : \pondpack\COOLEY95 .PND Inflow Hydrograph: c : \pondpack\C9510 HYD Outflow Hydrograph: c : \pondpack\OUT10 HYD Starting Pond W. S . Elevation = 180 . 30 ft Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 28 . 00 cfs Peak Outflow = 18 .42 cfs Peak Elevation = 183 . 72 ft Summary of Approximate Peak Storage ***** Initial Storage = 0 . 04 ac-ft Peak Storage From Storm = 0 . 55 ac-ft --------------- Total Storage in Pond = 0 . 59 ac-ft Warning: Inflow hydrograph truncated on left side . POND-2 Version: 5 . 17 SIN: Page 5 EXECUTED: 08-10-1995 16 :32 :42 10 YEARS Return Freq: 10 years Pond File : c : \pondpack\COOLEY95 .PND Inflow Hydrograph: c :\pondpack\C9510 HYD Outflow Hydrograph: c : \pondpack\OUT10 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 24 . 700 0 . 00 0 . 0 2 . 3 2 .4 0 . 03 180 . 30 24 . 800 0 . 00 0 . 0 2 . 3 2 . 3 0 . 03 180 . 30 24 . 900 0 . 00 0 . 0 2 . 2 2 . 3 0 . 02 180 . 30 25 . 000 0 . 00 0 . 0 2 . 2 2 . 2 0 . 02 180 . 30 25 . 100 0 . 00 0 . 0 2 . 1 2 . 2 0 . 02 180 . 30 25 . 200 0 . 00 0 . 0 2 . 1 2 . 1 0 . 02 180 . 30 25 . 300 0 . 00 0 . 0 2 . 0 2 . 1 0 . 02 180 . 30 25 .400 0 . 00 0 . 0 2 . 0 2 . 0 0 . 02 180 . 30 25 . 500 0 . 00 0 . 0 1 . 9 2 . 0 0 . 02 180 . 30 25 . 600 0 . 00 0 . 0 1 . 9 1 . 9 0 . 02 180 . 30 25 . 700 0 . 00 0 . 0 1 . 8 1 . 9 0 . 02 180 . 30 25 . 800 0 . 00 0 . 0 1 . 8 1 . 8 0 . 02 180 . 30 .e 25 . 900 0 . 00 0 . 0 1 . 8 1 . 8 0 . 02 180 . 30 w wee POND-2 Version: 5 . 17 SIN: Page 4 !w EXECUTED: 08-10-1995 16 :32 :42 10 YEARS Return Freq: 10 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C9510 HYD Outflow Hydrograph: c :\pondpack\OUT10 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 20 . 100 0 . 00 0 . 0 6 .4 6 . 6 0 . 07 180 . 30 20 . 200 0 . 00 0 . 0 6 . 3 6 .4 0 . 07 180 . 30 20 . 300 0 . 00 0 . 0 6 . 1 6 . 3 0 . 07 180 . 30 20 .400 0 . 00 0 . 0 6 . 0 6 . 1 0 . 07 180 . 30 20 . 500 0 . 00 0 . 0 5 . 9 6 . 0 0 . 07 180 . 30 20 . 600 0 . 00 0 . 0 5 . 7 5 . 9 0 . 06 180 . 30 20 . 700 0 . 00 0 . 0 5 . 6 5 . 7 0 . 06 180 . 30 20 . 800 0 . 00 0 . 0 5 . 5 5 . 6 0 . 06 180 . 30 20 . 900 0 . 00 0 . 0 5 .4 5 . 5 0 . 06 180 . 30 21. 000 0 . 00 0 . 0 5 . 3 5 .4 0 . 06 180 . 30 21. 100 0 . 00 0 . 0 5 . 1 5 . 3 0 . 06 180 . 30 21 . 200 0 . 00 0 . 0 5 . 0 5 . 1 0 . 06 180 . 30 21. 300 0 . 00 0 . 0 4 . 9 5 . 0 0 . 06 180 . 30 21.400 0 . 00 0 . 0 4 . 8 4 . 9 0 . 05 180 . 30 21. 500 0 . 00 0 . 0 4 . 7 4 . 8 0 . 05 180 . 30 21 .`600 0 . 00 0 . 0 4. 6 4 . 7 0 . 05 180 . 30 21. 700 0 . 00 0 . 0 4 . 5 4 . 6 0 . 05 180 . 30 21. 800 0 . 00 0 . 0 4 .4 4 . 5 0 . 05 180 . 30 21. 900 0 . 00 0 . 0 4 . 3 4 .4 0 . 05 180 . 30 22 . 000 0 . 00 0 . 0 4 . 2 4 . 3 0 . 05 180 . 30 22 . 100 0 . 00 0 . 0 4 . 1 4 . 2 0 . 05 180 . 30 22 . 200 0 . 00 0 . 0 4 . 0 4 . 1 0 . 05 180 . 30 22 . 300 0 . 00 0 . 0 3 . 9 4 . 0 0 . 04 180 . 30 22 .400 0 . 00 0 . 0 3 . 8 3 . 9 0 . 04 180 . 30 22 . 500 0 . 00 0 . 0 3 . 8 3 . 8 0 . 04 180 .30 22 . 600 0 . 00 0 . 0 3 . 7 3 . 8 0 . 04 180 . 30 22 . 700 0 . 00 0 . 0 3 . 6 3 . 7 0 . 04 180 . 30 22 . 800 0 . 00 0 . 0 3 . 5 3 . 6 0 . 04 180 . 30 22 . 900 0 . 00 0 . 0 3 .4 3 . 5 0 . 04 180 . 30 23 . 000 0 . 00 0 . 0 3 .4 3 .4 0 . 04 180 . 30 23 . 100 0 . 00 0 . 0 3 . 3 3 .4 0 . 04 180 . 30 23 . 200 0 . 00 0 . 0 3 . 2 3 . 3 0 . 04 180 . 30 23 . 300 0 . 00 0 . 0 3 . 2 3 . 2 0 . 04 180 . 30 23 .400 0 . 00 0 . 0 3 . 1 3 . 2 0 . 03 180 . 30 23 . 500 0 . 00 0 . 0 3 . 0 3 . 1 0 . 03 180 . 30 23 . 600 0 . 00 0 . 0 2 . 9 3 . 0 0 . 03 180 . 30 23 . 700 0 . 00 0 . 0 2 . 9 2 . 9 0 . 03 180 . 30 23 . 800 0 . 00 0 . 0 2 . 8 2 . 9 0 . 03 180 . 30 23 . 900 0 . 00 0 . 0 2 . 8 2 . 8 0 . 03 180 . 30 24 . 000 0 . 00 0 . 0 2 . 7 2 . 8 0 . 03 180 . 30 24 . 100 0 . 00 0 . 0 2 . 6 2 . 7 0 . 03 180 . 30 24 . 200 0 . 00 0 . 0 2 . 6 2 . 6 0 . 03 180 . 30 24 . 300 0 . 00 0 . 0 2 . 5 2 . 6 0 . 03 180 . 30 �c 24 .400 0 . 00 0 . 0 2 . 5 2 . 5 0 . 03 180 . 30 24 . 500 0 . 00 0 . 0 2 .4 2 . 5 0 . 03 180 . 30 24 . 600 0 . 00 0 . 0 2 .4 2 .4 0 . 03 180 . 30 ------------------ ------------------------------------------------------ w POND-2 Version: 5 . 17 SIN: Page 3 + r EXECUTED: 08-10-1995 16 :32 :42 10 YEARS Return Freq: 10 years Pond File : c :\pondpack\COOLEY95 . PND Inflow Hydrograph: c :\pondpack\C9510 HYD Outflow Hydrograph: c :\pondpack\OUT10 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS " ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 15 . 500 2 . 00 4 . 0 31 . 8 35 . 9 2 . 07 181 . 04 15 . 600 2 . 00 4 . 0 31 . 7 35 . 8 2 . 05 181 . 04 15 . 700 2 . 00 4 . 0 31 . 6 35 . 7 2 . 04 181 . 04 w 15 . 800 2 . 00 4 . 0 31 . 5 35 . 6 2 . 03 181 . 03 15 . 900 2 . 00 4 . 0 31 .4 35 . 5 2 . 03 181 . 03 16 . 000 2 . 00 4 . 0 31 .4 35 . 4 2 . 02 181 . 03 '""■ 16 . 100 2 . 00 4 . 0 31 .4 35 .4 2 . 02 181 . 03 16 . 200 1 . 00 3 . 0 30 . 5 34 . 4 1 . 91 181 . 00 16 . 300 1 . 00 2 . 0 29 . 1 32 . 5 1 . 73 180 . 96 16 .400 0 . 00 1 . 0 27 . 1 30 . 1 1 .48 180 . 89 16 . 500 0 . 00 0 . 0 24 . 6 27 . 1 1 .24 180 . 81 16 . 600 0 . 00 0 . 0 22 . 6 24 . 6 1 . 04 180 . 75 16 . 700 0 . 00 0 . 0 20 . 8 22 . 6 0 . 87 180 . 69 16 . 800 0 . 00 0 . 0 19 .4 20 . 8 0 . 73 180 . 64 16 . 900 0 . 00 0 . 0 18 . 1 19 . 4 0 . 61 180 . 60 17 . 000 0 . 00 0 . 0 17 . 0 18 . 1 0 . 55 180 . 57 17. 100 0 . 00 0 . 0 16 . 1 17 . 0 0 .49 180 . 54 17 . 200 0 . 00 0 . 0 15 . 2 16 . 1 0 .44 180 . 51 17 . 300 0 . 00 0 . 0 14 .4 15 . 2 0 .40 180 .48 17 .400 0 . 00 0 . 0 13 . 6 14 . 4 0 . 36 180 .46 ear 17 . 500 0 . 00 0 . 0 13 . 0 13 . 6 0 .32 180 .43 17. 600 0 . 00 0 . 0 12 .4 13 . 0 0 .29 180 .42 17 . 700 0 . 00 0 . 0 11 . 9 12 . 4 0 .26 180 .40 17 . 800 0 . 00 0 . 0 11 .4 11 . 9 0 . 24 180 . 38 17 . 900 0 . 00 0 . 0 11 . 0 11 . 4 0 .21 180 . 37 18 . 000 0 . 00 0 . 0 10 . 6 11 . 0 0 . 19 180 . 36 18 . 100 0 . 00 0 . 0 10 . 2 10 . 6 0 . 17 180 . 34 18 . 200 0 . 00 0 . 0 9 . 9 10 . 2 0 . 16 180 . 33 18 . 300 0 . 00 0 . 0 9 . 6 9 . 9 0 . 14 180 . 32 18 .400 0 . 00 0 . 0 9 .4 9 . 6 0 . 13 180 . 32 r 18 . 500 0 . 00 0 . 0 9 . 2 9 .4 0 . 11 180 . 31 18 . 600 0 . 00 0 . 0 9 . 0 9 . 2 0 . 10 180 . 30 18 . 700 0 . 00 0 . 0 8 . 8 9 . 0 0 . 10 180 . 30 18 . 800 0 . 00 0 . 0 8 . 6 8 . 8 0 . 10 180 . 30 18 . 900 0 . 00 0 . 0 8 .4 8 . 6 0 . 09 180 . 30 19 . 000 0 . 00 0 . 0 8 . 2 8 .4 0 . 09 180 . 30 19 . 100 0 . 00 0 . 0 8 . 0 8 . 2 0 . 09 180 . 30 19 . 200 0 . 00 0 . 0 7 . 8 8 . 0 0 . 09 180 . 30 19 . 300 0 . 00 0 . 0 7 . 7 7 . 8 0 . 09 180 . 30 19 .400 0 . 00 0 . 0 7 . 5 7 . 7 0 . 08 180 . 30 19 . 500 0 . 00 0 . 0 7 . 3 7 . 5 0 . 08 180 . 30 19 . 600 0 . 00 0 . 0 7 . 2 7 . 3 0 . 08 180 . 30 19 . 700 0 . 00 0 . 0 7 . 0 7 . 2 0 . 08 180 . 30 aw 19 . 800 0 . 00 0 . 0 6 . 9 7 . 0 0 . 08 180 . 30 19 . 900 0 . 00 0 . 0 6 . 7 6 . 9 0 . 08 180 . 30 20 . 000 0 . 00 0 . 0 6 . 6 6 . 7 0 . 07 180 . 30 ------------------ --------------------------------------- POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 08-10-1995 16 : 32 :42 10 YEARS Return Freq: 10 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c :\pondpack\C9510 HYD Outflow Hydrograph: c : \pondpack\OUT10 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 11 . 000 1 . 00 ----- 8 . 9 9 . 1 0 . 10 180 . 30 11. 100 1 . 00 2 . 0 10 . 5 10 . 9 0 .19 180 . 35 w 11 . 200 2 . 00 3 . 0 12 . 9 13 . 5 0 .32 180 .43 11 . 300 2 . 00 4 . 0 15 . 9 16 . 9 0 .48 180 . 53 11 .400 2 . 00 4 . 0 18 . 6 19 . 9 0 . 66 180 . 62 11 . 500 3 . 00 5 . 0 21 . 7 23 . 6 0 . 96 180 . 72 11 . 600 3 . 00 6 . 0 25 . 1 27 . 7 1 .29 180 . 83 11 . 700 4 . 00 7 . 0 28 . 7 32 . 1 1 . 68 180 . 95 11 . 800 5 . 00 9 . 0 33 . 2 37 . 7 2 .25 181 . 09 ww 11 . 900 6 . 00 11 . 0 38 .4 44 . 2 2 . 92 181 . 25 12 . 000 9 . 00 15 . 0 45 . 6 53 .4 3 . 90 181 . 48 12 . 100 14 . 00 23 . 0 57 . 2 68 . 6 5 .71 181 . 84 12 . 200 23 . 00 37 . 0 76 . 0 94 . 2 9 . 09 182 . 41 12 . 300 28 . 00 51 . 0 99 . 8 127 . 0 13 . 63 183 . 09 12 .400 24 . 00 52 . 0 117 .4 151 . 8 17 .17 183 . 56 12 . 500 19 . 00 43 . 0 123 . 6 160 .4 18 .42 183'. 72 12 . 600 15 . 00 34 . 0 121 . 6 157 . 6 18 . 01 183 . 66 12 . 700 10 . 00 25 . 0 113 . 7 146 . 6 16 .42 183 .46 12 . 800 8 . 00 18 . 0 103 . 1 131 . 7 14 .30 183 . 18 12 . 900 6 . 00 14 . 0 92 . 7 117 . 1 12 .23 182 . 89 13 . 000 5 . 00 11 . 0 83 . 0 103 . 7 10 .36 182 . 61 13 . 100 5 . 00 10 . 0 75 . 1 93 . 0 8 . 92 182 . 39 13 . 200 5 . 00 10 . 0 69 . 3 85 . 1 7 . 88 182 . 21 13 . 300 4 . 00 9 . 0 64 .4 78 . 3 6 . 99 182 . 06 13 .400 3 . 00 7 . 0 59 . 2 71 .4 6 . 08 181 . 90 13 . 500 3 . 00 6 . 0 54 . 6 65 . 2 5 .29 181 . 76 13 . 600 3 . 00 6 . 0 51 . 1 60 . 6 4 .75 181 . 65 13 . 700 3 . 00 6 . 0 48 . 5 57 . 1 4 .33 181 . 57 13 . 800 3 . 00 6 . 0 46 . 5 54 . 5 4 . 01 181 . 50 13 . 900 3 . 00 6 . 0 44 . 9 52 . 5 3 . 80 181 .45 14 . 000 3 . 00 6 . 0 43 . 6 50 . 9 3 . 63 181 .41 14 . 100 3 . 00 6 . 0 42 . 6 49 . 6 3 .49 181 . 38 14 .200 2 . 00 5 . 0 41 . 1 47 . 6 3 .28 181 . 33 ?" 14 . 300 2 . 00 4 . 0 39 . 0 45 . 1 3 . 01 181 . 27 14 .400 2 . 00 4 . 0 37 . 5 43 . 0 2 . 79 181 . 22 14 . 500 2 . 00 4 . 0 36 . 2 41 . 5 2 . 63 181 . 18 14 . 600 2 . 00 4 . 0 35 . 2 40 . 2 2 . 50 181 . 15 14 . 700 2 . 00 4 . 0 34 .4 39 . 2 2 .40 181 . 12 14 . 800 2 . 00 4 . 0 33 . 8 38 .4 2 . 32 181 . 10 14 . 900 2 . 00 4 . 0 33 . 3 37 . 8 2 . 25 181 . 09 15 . 000 2 . 00 4 . 0 32 . 8 37 . 3 2 .20 181 . 08 15 . 100 2 . 00 4 . 0 32 . 5 36 . 8 2 . 16 181 . 07 15 . 200 2 . 00 4 . 0 32 . 3 36 . 5 2 .13 181 . 06 15 . 300 2 . 00 4 . 0 32 . 1 36 . 3 2 . 10 181 . 05 15 .400 2 . 00 4 . 0 31 . 9 36 . 1 2 . 08 181 . 05 ------------------ ------------------------------------------------------ on POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 08-10-1995 16 : 32 :42 10 YEARS Return Freq: 10 years * * * COOLEY/DICKINSON HOSPITAL - 1995 DEVELOPMENT * * * * Inflow Hydrograph: c :\pondpack\C9510 HYD Rating Table file : c :\pondpack\COOLEY95 .PND ----INITIAL CONDITIONS---- Elevation = 180 . 30 ft Outflow = 0 . 10 cfs Storage = 0 . 04 ac-ft w�. INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- '"" 180 . 30 0 . 1 0 . 037 9 . 0 9 . 1 180 . 60 0 . 6 0 . 077 18 . 6 19 . 2 180 . 90 1 . 5 0 . 119 28 . 8 30 . 3' 4W 181 . 20 2 . 7 0 . 163 39 . 5 42 . 2 181 . 50 4 . 0 0 . 208 50 . 4 54 .4 181 . 80 5 . 5 0 . 254 61 . 5 67 . 0 182 . 10 7 . 2 0 . 301 72 . 8 80 . 0 182 .40 9 . 0 0 . 349 84 . 5 93 . 5 182 . 70 10 . 9 0 .400 96 . 8 107 . 7 183 . 00 13 . 0 0 .453 109 . 6 122 . 6 +* 183 . 30 15 . 2 0 . 508 122 . 9 138 . 1 183 . 60 17 . 5 0 . 564 136 . 6 154 . 1 183 . 90 19 . 9 0 . 623 150 . 7 170 . 6 184 . 20 22 . 4 0 . 683 165 . 2 187 . 6 184 . 50 25 . 0 0 . 744 180 . 1 205 . 1 184 . 80 27 . 7 0 . 808 195 . 5 223 . 2 184 . 81 27 . 8 0 . 810 196 . 0 223 . 8 185 . 10 31 . 3 0 . 873 211 . 2 242 . 5 185 .40 35 . 6 0 . 938 227 . 1 262 . 7 185 .41 35 . 8 0 . 941 227 . 6 263 .4 185 .42 36 . 0 0 . 943 228 . 2 264 . 2 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs . No Flow (cfs) 0 . 0 2 . 0 4 . 0 6 . 0 8 . 0 10 . 0 12 . 0 14 . 0 16 . 0 18 . 0 20 . 0 22 . 0 11 . 5 - x x 11 . 6 - x x 11 . 7 - x x 11 . 8 - x x W11 . 9 - x x 12 . 0 - x x "12 . 1 - x x 12 . 2 - x OR x 12 .3 - x x 0012 .4 - x x 12 . 5 - x * x "12 . 6 - * x * x 12 . 7 - * x AM * x 12 . 8 - * x * x 12 . 9 - * x ON * x 13 . 0 - * x * x x * x 13 . 2 - * x R� * x 13 . 3 - * x * x 13 .4 - * x w TIME (hrs) * File : c :\pondpack\C955 HYD Qmax = 22 . 0 cfs x File : c : \pondpack\OUTS HYD Qmax = 15 . 1 cfs �r POND-2 Version: 5 . 17 SIN: Page 7 5 YEARS Return Freq: 5 years Pond File : c :\pondpack\COOLEY95 .PND Inflow Hydrograph: c : \pondpack\C955 HYD Outflow Hydrograph: c :\pondpack\OUTS HYD EXECUTED: 08-10-1995 Peak Inflow = 22 . 00 cfs 16 :32 :42 Peak Outflow = 15 . 09 cfs Peak Elevation = 183 . 29 ft �w �w ,w a� ■ POND-2 Version: 5 . 17 SIN: Page 6 ,w EXECUTED: 08-10-1995 16 : 32 :42 5 YEARS Return Freq: 5 years ** ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c : \pondpack\COOLEY95 .PND Inflow Hydrograph: c : \pondpack\C955 HYD Outflow Hydrograph: c : \pondpack\OUT5 HYD Starting Pond W.S . Elevation = 180 . 30 ft ► ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 22 . 00 cfs Peak Outflow = 15 . 09 cfs Peak Elevation = 183 . 29 ft Summary of Approximate Peak Storage ***** Initial` Storage = 0 . 04 ac-ft Peak Storage From Storm = 0 . 47 ac-ft --------------- Total Storage in Pond = 0 . 51 ac-ft >>>>> Warning, initial pond outflow > ist inflow ordinate. ««< POND-2 Version: 5 . 17 SIN: Page 5 EXECUTED: 08-10-1995 16 :32 :42 5 YEARS Return Freg: 5 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C955 HYD Outflow Hydrograph: c :\pondpack\OUT5 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -- -------- --------- --------- ------------ ----------- --------- --------- 24 . 700 0 . 00 0 . 0 2 . 2 2 . 3 0 . 02 180 . 30 24 . 800 0 . 00 0 . 0 2 . 2 2 . 2 0 . 02 180 . 30 24 . 900 0 . 00 0 . 0 2 . 1 2 . 2 0 . 02 180 . 30 25 . 000 0 . 00 0 . 0 2 . 1 2 . 1 0 . 02 180 . 30 25 . 100 0 . 00 0 . 0 2 . 0 2 . 1 0 . 02 180 . 30 25 . 200 0 . 00 0 . 0 2 . 0 2 . 0 0 . 02 180 . 30 25 . 300 0 . 00 0 . 0 1 . 9 2 . 0 0 . 02 180 . 30 25 .400 0 . 00 0 . 0 1 . 9 1 . 9 0 . 02 180 . 30 25 . 500 0 . 00 0 . 0 1 . 8 1 . 9 0 . 02 180 . 30 25 . 600 0 . 00 0 . 0 1 . 8 1 . 8 0 . 02 180 . 30 25 . 700 0 . 00 0 . 0 1 . 8 1 . 8 0 . 02 180 . 30 25 . 800 0 . 00 0 . 0 1 . 7 1 . 8 0 . 02 180 . 30 25 . 900 0 . 00 0 . 0 1 . 7 1 . 7 0 . 02 180 . 30 seas POND-2 Version: 5 . 17 SIN: Page 4 ■„ EXECUTED: 08-10-1995 16 : 32 :42 5 YEARS Return Freq: 5 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C955 HYD Outflow Hydrograph: c :\pondpack\OUT5 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- ------- -- --------- 20 .100 0 . 00 0 . 0 6 . 1 6 .3 0 . 07 180 . 30 20 .200 0 . 00 0 . 0 6 . 0 6 . 1 0 . 07 180 . 30 20 .300 0 . 00 0 . 0 5 . 9 6 . 0 0 . 07 180 . 30 20 .400 0 . 00 0 . 0 5 . 7 5 . 9 0 . 06 180 . 30 20 .500 0 . 00 0 . 0 5 . 6 5 . 7 0 . 06 180 . 30 20 . 600 0 . 00 0 . 0 5 . 5 5 . 6 0 . 06 180 . 30 20 . 700 0 . 00 0 . 0 5 .4 5 . 5 0 . 06 180 . 30 20 . 800 0 . 00 0 . 0 5 . 3 5 .4 0 . 06 180 . 30 20 . 900 0 . 00 0 . 0 5 . 1 5 . 3 0 . 06 180 . 30 21 . 000 0 . 00 0 . 0 5 . 0 5 . 1 0 . 06 180 . 30 21 . 100 0 . 00 0 . 0 4 . 9 5 . 0 0 . 06 180 . 30 21 . 200 0 . 00 0 . 0 4 . 8 4 . 9 0 . 05 180 . 30 21 . 300 0 . 00 0 . 0 4 . 7 4 . 8 0 . 05 180 . 30 21 .400 0 . 00 0 . 0 4 . 6 4 . 7 0 . 05 180 . 30 21 . 500 0 . 00 0 . 0 4 . 5 4 . 6 0 . 05 180 . 30 21 . 600 0 . 00 0 . 0 4 .4 4 . 5 ' 0 . 05 180 . 30 21 . 700 0 . 00 0 . 0 4 . 3 4 .4 0 . 05 180 . 30 21 . 800 0 . 00 0 . 0 4 . 2 4 . 3 0 . 05 180 . 30 21 . 900 0 . 00 0 . 0 4 . 1 4 . 2 0 . 05 180 . 30 22 . 000 0 . 00 0 . 0 4 . 0 4 . 1 0 . 05 180 . 30 22 . 100 0 . 00 0 . 0 3 . 9 4 . 0 0 . 04 180 . 30 22 .200 0 . 00 0 . 0 3 . 9 3 . 9 0 . 04 180 . 30 22 . 300 0 . 00 0 . 0 3 . 8 3 . 9 0 . 04 180 . 30 22 .400 0 . 00 0 . 0 3 . 7 3 . 8 0 . 04 180 . 30 22 . 500 0 . 00 0 . 0 3 . 6 3 . 7 0 . 04 180 . 30 22 . 600 0 . 00 0 . 0 3 . 5 3 . 6 0 . 04 180 . 30 22 . 700 0 . 00 0 . 0 3 .4 3 . 5 0 . 04 180 . 30 22 . 800 0 . 00 0 . 0 3 .4 3 .4 0 . 04 180 . 30 22 . 900 0 . 00 0 . 0 3 . 3 3 .4 0 . 04 180 . 30 23 . 000 0 . 00 0 . 0 3 .2 3 . 3 0 . 04 180 . 30 23 . 100 0 . 00 0 . 0 3 . 2 3 . 2 0 . 04 180 . 30 23 . 200 0 . 00 0 . 0 3 . 1 3 . 2 0 . 03 180 . 30 23 . 300 0 . 00 0 . 0 3 . 0 3 . 1 0 . 03 180 . 30 23 .400 0 . 00 0 . 0 3 . 0 3 . 0 0 . 03 180 . 30 23 . 500 0 . 00 0 . 0 2 . 9 3 . 0 0 . 03 180 . 30 23 . 600 0 . 00 0 . 0 2 . 8 2 . 9 0 . 03 180 . 30 23 . 700 0 . 00 0 . 0 2 . 8 2 . 8 0 . 03 180 . 30 23 . 800 0 . 00 0 . 0 2 . 7 2 . 8 0 . 03 180 . 30 23 . 900 0 . 00 0 . 0 2 . 6 2 . 7 0 . 03 180 . 30 24 . 000 0 . 00 0 . 0 2 . 6 2 . 6 0 . 03 180 . 30 24 . 100 0 . 00 0 . 0 2 . 5 2 . 6 0 . 03 180 . 30 24 . 200 0 . 00 0 . 0 2 . 5 2 . 5 0 . 03 180 . 30 24 . 300 0 . 00 0 . 0 2 .4 2 . 5 0 . 03 180 . 30 24 .400 0 . 00 0 . 0 2 .4 2 .4 0 . 03 180 . 30 24 . 500 0 . 00 0 . 0 2 . 3 2 .4 0 . 03 180 . 30 24 . 600 0 . 00 0 . 0 2 . 3 2 . 3 0 . 03 180 . 30 ------------------ ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 08-10-1995 16 : 32 :42 5 YEARS Return Freq: 5 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C955 HYD Outflow Hydrograph: c :\pondpack\OUT5 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 15 . 500 2 . 00 4 . 0 31 . 5 35 . 6 2 . 04 181 . 03 15 . 600 2 . 00 4 . 0 31 . 5 35 . 5 2 . 03 181 . 03 15 . 700 2 . 00 4 . 0 31 .4 35 . 5 2 . 02 181 . 03 15 . 800 1 . 00 3 . 0 30 . 6 34 .4 1 . 92 181 . 00 15 . 900 1 . 00 2 . 0 29 . 1 32 . 6 1 . 73 180 . 96 16 . 000 1 . 00 2 . 0 28 . 0 31 . 1 1 . 58 180 . 92 16 . 100 1 . 00 2 . 0 27 . 0 30 . 0 1 . 47 180 . 89 16 . 200 1 . 00 2 . 0 26 . 2 29 . 0 1 .40 180 . 87 16 . 300 0 . 00 1 . 0 24 . 7 27 . 2 1 . 25 180 . 82 16 .400 0 . 00 0 . 0 22 . 6 24 . 7 1 . 05 180 . 75 16 . 500 0 . 00 0 . 0 20 . 9 22 . 6 0 . 88 180 . 69 16 . 600 0 . 00 0 . 0 19 .4 20 . 9 0 . 73 180 . 64 16 . 700 0 . 00 0 . 0 18 . 2 19 .4 0 . 62 180 . 61 16 . 800 0 . 00 0 . 0 17 . 1 18 . 2 0 . 55 180 . 57 16 . 900 0 . 00 0 . 0 16 . 1 17 . 1 0 . 49 180 . 54 17 . 000 0`. 00 0 . 0 15 . 2 16 . 1 0 .45 180 . 51 17. 100 0 . 00 0 . 0 14 .4 15 . 2 0 . 40 180 . 48 17. 200 0 . 00 0 . 0 13 . 7 14 .4 0 .36 180 .46 17 . 300 0 . 00 0 . 0 13 . 0 13 . 7 0 . 33 180 .44 17.400 0 . 00 0 . 0 12 .4 13 . 0 0 .29 180 .42 17 . 500 0 . 00 0 . 0 11 . 9 12 .4 0 .26 180 .40 17 . 600 0 . 00 0 . 0 11 .4 11 . 9 0 . 24 180 . 38 17. 700 0 . 00 0 . 0 11 . 0 11 .4 0 .21 180 . 37 17 . 800 0 . 00 0 . 0 10 . 6 11 . 0 0 . 19 180 . 36 17 . 900 0 . 00 0 . 0 10 . 3 10 . 6 0 . 17 180 . 34 18 . 000 0 . 00 0 . 0 9 . 9 10 . 3 0 . 16 180 .33 aw 18 . 100 0 . 00 0 . 0 9 . 7 9 . 9 0 .14 180 . 33 18 . 200 0 . 00 0 . 0 9 .4 9 . 7 0 . 13 180 . 32 18 . 300 0 . 00 0 . 0 9 . 2 9 .4 0 .12 180 . 31 18 .400 0 . 00 0 . 0 9 . 0 9 . 2 0 . 10 180 . 30 w 18 . 500 0 . 00 0 . 0 8 . 8 9 . 0 0 . 10 180 .30 18 . 600 0 . 00 0 . 0 8 . 6 8 . 8 0 . 10 180 . 30 18 . 700 0 . 00 0 . 0 8 .4 8 . 6 0 . 09 180 .30 18 . 800 0 . 00 0 . 0 8 . 2 8 .4 0 . 09 180 . 30 18 . 900 0 . 00 0 . 0 8 . 0 8 . 2 0 . 09 180 . 30 19 . 000 0 . 00 0 . 0 7 . 8 8 . 0 0 . 09 180 . 30 19 . 100 0 . 00 0 . 0 7 . 7 7 . 8 0 . 09 180 . 30 19 . 200 0 . 00 0 . 0 7 . 5 7 . 7 0 . 08 180 . 30 19 . 300 0 . 00 0 . 0 7 . 3 7 . 5 0 . 08 180 . 30 19 .400 0 . 00 0 . 0 7 . 2 7 . 3 0 . 08 180 .30 19 . 500 0 . 00 0 . 0 7 . 0 7 . 2 0 . 08 180 . 30 19 . 600 0 . 00 0 . 0 6 . 9 7 . 0 0 . 08 180 . 30 19 . 700 0 . 00 0 . 0 6 . 7 6 . 9 0 . 08 180 . 30 19 . 800 0 . 00 0 . 0 6 . 6 6 . 7 0 . 07 180 . 30 19 . 900 0 . 00 0 . 0 6 .4 6 . 6 0 . 07 180 .30 20 . 000 0 . 00 0 . 0 6 . 3 6 .4 0 . 07 180 . 30 ------------------ ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: Page 2 EXECUTED: 08-10-1995 16 : 32 :42 5 YEARS Return Freq: 5 years Pond File : c :\pondpack\COOLEY95 .PND Inflow Hydrograph: c :\pondpack\C955 HYD Outflow Hydrograph: c : \pondpack\OUTS HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 11. 000 0 . 00 ----- 8 . 9 9 . 1 0 . 10 180 . 30 11. 100 1 . 00 1 . 0 9 . 6 9 . 9 0 . 14 180 .32 11 . 200 1 . 00 2 . 0 11 .2 11 . 6 0 . 22 180 . 37 11. 300 2 . 00 3 . 0 13 . 5 14 . 2 0 . 35 180 .45 11.400 2 . 00 4 . 0 16 .4 17 . 5 0 .51 180 . 55 11. 500 3 . 00 5 . 0 19 . 9 21 .4 0 . 78 180 . 66 aw 11. 600 3 . 00 6 . 0 23 . 6 25 . 9 1 . 14 180 . 78 11. 700 4 . 00 7 . 0 27 . 5 30 . 6 1 . 53 180 . 91 11. 800 4 . 00 8 . 0 31 . 5 35 . 5 2 . 03 181 . 03 11 . 900 5 . 00 9 . 0 35 .4 40 . 5 2 . 53 181 . 16 12 . 000 7 . 00 12 . 0 40 . 9 47 .4 3 .26 181 . 33 12 . 100 12 . 00 19 . 0 50 . 6 59 . 9 4 . 66 181 . 63 12 . 200 20 . 00 32 . 0 67 . 5 82 . 6 7 . 55 182 . 16 12 .300 22 . 00 42 . 0 87 . 2 109 . 5 11 . 15 182 . 74 12 .400 20 . 00 42 . 0 101 . 3 129 . 2 13 . 94 183 . 13 12 . 500 '16 . 00 36 . 0 107 . 1 137 . 3 15 . 09 183 . 29 12 . 600 13 . 00 29 . 0 106 . 3 136 . 1 14 . 92 183 . 26 12 . 700 9 . 00 22 . 0 100 . 7 128 . 3 13 . 81 183 . 11 12 . 800 6 . 00 15 . 0 91 . 6 115 . 7 12 . 02 182 . 86 12 . 900 6 . 00 12 . 0 82 . 9 103 . 6 10 .35 182 . 61 r 13 . 000 5 . 00 11 . 0 75 . 8 93 . 9 9 . 05 182 . 41 13 . 100 4 . 00 9 . 0 69 . 1 84 . 8 7 . 84 182 . 21 13 . 200 3 . 00 7 . 0 62 . 7 76 . 1 6 . 70 182 . 01 13 . 300 3 . 00 6 . 0 57 . 3 68 . 7 5 .73 181 . 84 13 .400 3 . 00 6 . 0 53 . 2 63 . 3 5 . 06 181 . 71 13 . 500 3 . 00 6 . 0 50 . 0 59 . 2 4 . 57 181 . 61 13 . 600 3 . 00 6 . 0 47 . 6 56 . 0 4 .20 181 . 54 13 . 700 3 . 00 6 . 0 45 . 8 53 . 6 3 . 92 181 .48 13 . 800 3 . 00 6 . 0 44 . 3 51 . 8 3 . 72 181 .44 13 . 900 2 . 00 5 . 0 42 .4 49 . 3 3 .46 181 . 38 14 . 000 2 . 00 4 . 0 40 . 1 46 .4 3 . 15 181 . 30 14 . 100 2 . 00 4 . 0 38 . 3 44 . 1 2 . 91 181 . 25 14 . 200 2 . 00 4 . 0 36 . 9 42 . 3 2 . 71 181 . 20 14 . 300 2 . 00 4 . 0 35 . 7 40 . 9 2 . 57 181 . 17 14 .400 2 . 00 4 . 0 34 . 8 39 . 7 2 .45 181 . 14 14 . 500 2 . 00 4 . 0 34 . 1 38 . 8 2 .36 181 . 12 14 . 600 2 . 00 4 . 0 33 . 5 38 . 1 2 .29 181 . 10 14 . 700 2 . 00 4 . 0 33 . 1 37 . 5 2 . 23 181 . 08 14 . 800 2 . 00 4 . 0 32 . 7 37 . 1 2 . 18 181 . 07 14 . 900 2 . 00 4 . 0 32 .4 36 . 7 2 . 15 181 . 06 15 . 000 2 . 00 4 . 0 32 . 2 36 .4 2 . 12 181 . 05 15 . 100 2 . 00 4 . 0 32 . 0 36 . 2 2 . 09 181 . 05 15 . 200 2 . 00 4 . 0 31 . 8 36 . 0 2 . 07 181 . 04 u 15 . 300 2 . 00 4 . 0 31 . 7 35 . 8 2 . 06 181 . 04 15 .400 2 . 00 4 . 0 31 . 6 35 . 7 2 . 05 181 . 04 ------------------ ------------------------------------------- POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 08-10-1995 16 : 32 : 42 5 YEARS Return Freq: 5 years * * COOLEY/DICKINSON HOSPITAL - 1995 DEVELOPMENT * * * * * * * ************************************************** Inflow Hydrograph: c :\pondpack\C955 HYD Rating Table file : c : \pondpack\COOLEY95 .PND ----INITIAL CONDITIONS---- Elevation = 180 . 30 ft Outflow = 0 . 10 cfs Storage = 0 . 04 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 180 . 30 0 . 1 0 . 037 9 . 0 9 . 1 180 . 60 0 . 6 0 . 077 18 . 6 19 . 2 180 . 90 1 . 5 0 . 119 28 . 8 30 . 3 �w 181 . 20 2 . 7 0 . 163 39 . 5 42 . 2 181 . 50 4 . 0 0 . 208 50 .4 54 .4 181 . 80 5 . 5 0 . 254 61 . 5 67 . 0 182 . 10 7 . 2 0 . 301 72 . 8 80 . 0 182 .40 9 . 0 0 . 349 84 . 5 93 . 5 182 . 70 10 . 9 0 .400 96 . 8 107 . 7 183 . 00 13 . 0 0 . 453 109 . 6 122 . 6 183 . 30 15 . 2 0 . 508 122 . 9 138 . 1 183 . 60 17 . 5 0 . 564 136 . 6 154 . 1 183 . 90 19 . 9 0 . 623 150 . 7 170 . 6 �w 184 . 20 22 .4 0 . 683 165 . 2 187 . 6 184 . 50 25 . 0 0 . 744 180 . 1 205 . 1 184 . 80 27 . 7 0 . 808 195 . 5 223 . 2 184 . 81 27 . 8 0 . 810 196 . 0 223 . 8 185 . 10 31. 3 0 . 873 211 . 2 242 . 5 185 .40 35 . 6 0 . 938 227 . 1 262 . 7 185 .41 35 . 8 0 . 941 227 . 6 263 .4 ++� 185 .42 36 . 0 0 . 943 228 . 2 264 . 2 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs . Flow (cfs) 0 . 0 1 . 5 3 . 0 4 . 5 6 . 0 7 .5 9 . 0 10 . 5 12 . 0 13 . 5 15 . 0 16 . 5 m . ------ I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I ----- I - 11 . 5 - x W x 11 . 6 - x x 11 . 7 - x x 11 . 8 - x x *! 11 . 9 - x x 12 . 0 - x on x 12 . 1 - x x 12 . 2 - x MIN x 12 . 3 - x x mW12 .4 - x x 12 . 5 - x x 12 . 6 - * x * x 12 . 7 - * x ,MR * x 12 . 8 - * x * x ,,12 . 9 - * x * x 13 . 0 - * x * x '13 . 1 - * x * x 13 . 2 - * x MR * x 13 . 3 - * x * x ,013 .4 - * x TIME (hrs) 4 * File : c :\pondpack\C952 HYD Qmax = 15 . 0 cfs x File : c :\pondpack\OUT2 HYD Qmax = 9 . 4 cfs MR ., fm 40 POND-2 Version: 5 . 17 SIN: Page 7 2 YEARS Return Freq: 2 years Pond File : C :\pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C952 HYD Outflow Hydrograph: c : \pondpack\OUT2 HYD EXECUTED: 08-10-1995 Peak Inflow 15 . 00 cfs 16 : 32 :42 Peak Outflow 9 .43 cfs Peak Elevation 182 .47 ft POND-2 Version: 5 . 17 SIN: Page 6 EXECUTED: 08-10-1995 16 :32 :42 2 YEARS Return Freq: 2 years rw SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C952 HYD Outflow Hydrograph: c : \pondpack\OUT2 HYD Starting Pond W.S . Elevation = 180 . 30 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 15 . 00 cfs +� Peak Outflow = 9 . 43 cfs Peak Elevation = 182 .47 ft Summary of Approximate Peak Storage ***** Initial Storage = 0 . 04 ac-ft Peak Storage From Storm = 0 . 32 ac-ft --------------- Total Storage in Pond = 0 . 36 ac-ft w >>>>> Warning, initial pond outflow > 1st inflow ordinate. ««< w POND-2 Version: 5 . 17 SIN: Page 5 EXECUTED: 08-10-1995 16 :32 :42 2 YEARS Return Freq: 2 years Pond File : c :\pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C952 HYD Outflow Hydrograph: c : \pondpack\OUT2 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 24 . 700 0 . 00 0 . 0 1 . 6 1 . 6 0 . 02 180 . 30 24 . 800 0 . 00 0 . 0 1 . 6 1 . 6 0 . 02 180 . 30 u 24 . 900 0 . 00 0 . 0 1 . 5 1 . 6 0 . 02 180 . 30 25 . 000 0 . 00 0 . 0 1 . 5 1 . 5 0 .02 180 . 30 25 . 100 0 . 00 0 . 0 1 . 5 1 . 5 0 . 02 180 . 30 25 . 200 0 . 00 0 . 0 1 .4 1 . 5 0 . 02 180 . 30 25 . 300 0 . 00 0 . 0 1 .4 1 . 4 0 . 02 180 . 30 25 .400 0 . 00 0 . 0 1 .4 1 .4 0 . 02 180 . 30 25 . 500 0 . 00 0 . 0 1 . 3 1 .4 0 . 02 180 . 30 25 . 600 0 . 00 0 . 0 1 . 3 1 . 3 0 . 01 180 . 30 25 . 700 0 . 00 0 . 0 1 . 3 1 . 3 0 . 01 180 . 30 25 . 800 0 . 00 0 . 0 1 . 3 1 . 3 0 . 01 180 . 30 �w 25 . 900 0 . 00 0 . 0 1 . 2 1 . 3 0 . 01 180 . 30 e. +�w POND-2 Version: 5 . 17 SIN: Page 4 EXECUTED: 08-10-1995 16 : 32 :42 2 YEARS Return Freq: 2 years Pond File : C : \pondpack\COOLEY95 . PND Inflow Hydrograph: c : \pondpack\C952 HYD Outflow Hydrograph: c :\pondpack\OUT2 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW 11+12 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 20 . 100 0 . 00 0 . 0 4 . 5 4 . 6 0 . 05 180 . 30 20 .200 0 . 00 0 . 0 4 .4 4 . 5 0 . 05 180 . 30 20 . 300 0 . 00 0 . 0 4 . 3 4 .4 0 . 05 180 . 30 20 .400 0 . 00 0 . 0 4 . 2 4 . 3 0 . 05 180 . 30 20 . 500 0 . 00 0 . 0 4 . 1 4 . 2 0 . 05 180 . 30 20 . 600 0 . 00 0 . 0 4 . 0 4 . 1 0 . 05 180 . 30 20 . 700 0 . 00 0 . 0 3 . 9 4 . 0 0 . 04 180 . 30 20 . 800 0 . 00 0 . 0 3 . 8 3 . 9 0 . 04 180 . 30 20 . 900 0 . 00 0 . 0 3 . 7 3 . 8 0 . 04 180 . 30 21 . 000 0 . 00 0 . 0 3 . 7 3 . 7 0 . 04 180 . 30 21 . 100 0 . 00 0 . 0 3 . 6 3 . 7 0 . 04 180 . 30 21 . 200 0 . 00 0 . 0 3 . 5 3 . 6 0 . 04 180 . 30 21 . 300 0 . 00 0 . 0 3 .4 3 . 5 0 . 04 180 . 30 21 .400 0 . 00 0 . 0 3 .4 3 .4 0 . 04 180 . 30 21 . 500 0 . 00 0 . 0 3 . 3 3 .4 0 . 04 180 . 30 21 . 600 0 . 00 0 . 0 3 . 2 3 . 3 0 . 04 180 : 30 21 . 700 0 . 00 0 . 0 3 . 1 3 . 2 0 . 04 180 . 30 21 . 800 0 . 00 0 . 0 3 . 1 3 . 1 0 . 03 180 . 30 21 . 900 0 . 00 0 . 0 3 . 0 3 . 1 0 . 03 180 . 30 22 . 000 0 . 00 0 . 0 2 . 9 3 . 0 0 . 03 180 . 30 22 . 100 0 . 00 0 . 0 2 . 9 2 . 9 0 . 03 180 . 30 22 . 200 0 . 00 0 . 0 2 . 8 2 . 9 0 . 03 180 . 30 22 . 300 0 . 00 0 . 0 2 . 7 2 . 8 0 . 03 180 . 30 22 .400 0 . 00 0 . 0 2 . 7 2 . 7 0 . 03 180 . 30 22 . 500 0 . 00 0 . 0 2 . 6 2 . 7 0 . 03 180 . 30 22 . 600 0 . 00 0 . 0 2 . 6 2 . 6 0 . 03 180 . 30 22 . 700 0 . 00 0 . 0 2 . 5 2 . 6 0 . 03 180 . 30 22 . 800 0 . 00 0 . 0 2 . 5 2 . 5 0 . 03 180 . 30 22 . 900 0 . 00 0 . 0 2 .4 2 . 5 0 . 03 180 . 30 23 . 000 0 . 00 0 . 0 2 . 3 2 .4 0 . 03 180 . 30 23 . 100 0 . 00 0 . 0 2 . 3 2 . 3 0 . 03 180 . 30 23 .200 0 . 00 0 . 0 2 . 2 2 . 3 0 . 03 180 . 30 23 . 300 0 . 00 0 . 0 2 . 2 2 . 2 0 . 02 180 . 30 23 .400 0 . 00 0 . 0 2 . 2 2 . 2 0 . 02 180 . 30 23 . 500 0 . 00 0 . 0 2 . 1 2 . 2 0 . 02 180 . 30 23 . 600 0 . 00 0 . 0 2 . 1 2 . 1 0 . 02 180 . 30 23 . 700 0 . 00 0 . 0 2 . 0 2 . 1 0 . 02 180 . 30 23 . 800 0 . 00 0 . 0 2 . 0 2 . 0 0 . 02 180 . 30 23 . 900 0 . 00 0 . 0 1 . 9 2 . 0 0 . 02 180 . 30 24 . 000 0 . 00 0 . 0 1 . 9 1 . 9 0 . 02 180 . 30 24 . 100 0 . 00 0 . 0 1 . 8 1 . 9 0 . 02 180 . 30 24 .200 0 . 00 0 . 0 1 . 8 1 . 8 0 . 02 180 . 30 24 . 300 0 . 00 0 . 0 1 . 8 1 . 8 0 . 02 180 . 30 24 .400 0 . 00 0 . 0 1 . 7 1 . 8 0 . 02 180 . 30 24 . 500 0 . 00 0 . 0 1 . 7 1 . 7 0 . 02 180 . 30 24 . 600 0 . 00 0 . 0 1 . 6 1 . 7 0 . 02 180 . 30 ------------------ ------------------------------------------------------ POND-2 Version: 5 . 17 SIN: Page 3 EXECUTED: 08-10-1995 16 :32 :42 2 YEARS Return Freq: 2 years Pond File : c : \pondpack\COOLEY95 .PND Inflow Hydrograph: c :\pondpack\C952 .HYD Outflow Hydrograph: c :\pondpack\OUT2 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) -------- --------- --------- ------------ ----------- --------- --------- 15 . 500 0 . 00 0 . 0 15 . 9 16 . 8 0 .48 180 . 53 15 . 600 0 . 00 0 . 0 15 . 0 15 . 9 0 .43 180 . 50 15 . 700 0 . 00 0 . 0 14 . 2 15 . 0 0 .39 180 .47 w 15 . 800 0 . 00 0 . 0 13 . 5 14 . 2 0 . 35 180 .45 15 . 900 0 . 00 0 . 0 12 . 9 13 . 5 0 .32 180 .43 16 . 000 0 . 00 0 . 0 12 . 3 12 . 9 0 .29 180 .41 16 . 100 0 . 00 0 . 0 11 . 8 12 . 3 0 . 26 180 . 39 16 . 200 0 . 00 0 . 0 11 . 3 11 . 8 0 .23 180 . 38 16 . 300 0 . 00 0 . 0 10 . 9 11 . 3 0 .21 180 . 37 16 .400 0 . 00 0 . 0 10 . 5 10 . 9 0 . 19 180 . 35 16 . 500 0 . 00 0 . 0 10 . 2 10 . 5 0 . 17 180 . 34 16 . 600 0 . 00 0 . 0 9 . 9 10 . 2 0 . 15 180 . 33 16 . 700 0 . 00 0 . 0 9 . 6 9 . 9 0 . 14 180 . 32 16 . 800 0 . 00 0 . 0 9 . 3 9 . 6 0 . 12 180 . 31 16 . 900 0 . 00 0 . 0 9 . 1 9 . 3 0 . 11 180 . 31 17. 000 0 . 00 0 . 0 ' 8 . 9 9 . 1 0 . 10 180 . 30 17 . 100 0 . 00 0 . 0 8 . 7 8 . 9 0 . 10 180 . 30 17. 200 0 . 00 0 . 0 8 . 5 8 . 7 0 . 10 180 . 30 17.300 0 . 00 0 . 0 8 . 3 8 . 5 0 . 09 180 . 30 17 .400 0 . 00 0 . 0 8 . 2 8 . 3 0 . 09 180 . 30 17 . 500 0 . 00 0 . 0 8 . 0 8 . 2 0 . 09 180 . 30 17. 600 0 . 00 0 . 0 7 . 8 8 . 0 0 . 09 180 . 30 17 . 700 0 . 00 0 . 0 7 . 6 7 . 8 0 . 09 180 . 30 17. 800 0 . 00 0 . 0 7 . 5 7 . 6 0 . 08 180 . 30 17 . 900 0 . 00 0 . 0 7 . 3 7 . 5 0 . 08 180 . 30 18 . 000 0 . 00 0 . 0 7 . 1 7 . 3 0 . 08 180 . 30 18 . 100 0 . 00 0 . 0 7 . 0 7 . 1 0 . 08 180 . 30 18 . 200 0 . 00 0 . 0 6 . 8 7 . 0 0 . 08 180 . 30 18 . 300 0 . 00 0 . 0 6 . 7 6 . 8 0 . 08 180 . 30 18 .400 0 . 00 0 . 0 6 . 5 6 . 7 0 . 07 180 . 30 18 . 500 0 . 00 0 . 0 6 .4 6 . 5 0 . 07 180 . 30 18 . 600 0 . 00 0 . 0 6 . 2 6 .4 0 . 07 180 . 30 18 . 700 0 . 00 0 . 0 6 . 1 6 . 2 0 . 07 180 . 30 18 . 800 0 . 00 0 . 0 6 . 0 6 . 1 0 . 07 180 . 30 18 . 900 0 . 00 0 . 0 5 . 8 6 . 0 0 . 07 180 . 30 19 . 000 0 . 00 0 . 0 5 . 7 5 . 8 0 . 06 180 . 30 19 . 100 0 . 00 0 . 0 5 . 6 5 . 7 0 . 06 180 . 30 19 . 200 0 . 00 0 . 0 5 . 5 5 . 6 0 . 06 180 . 30 19 . 300 0 . 00 0 . 0 5 . 3 5 . 5 0 . 06 180 . 30 19 .400 0 . 00 0 . 0 5 . 2 5 . 3 0 . 06 180 . 30 19 . 500 0 . 00 0 . 0 5 . 1 5 . 2 0 . 06 180 . 30 19 . 600 0 . 00 0 . 0 5 . 0 5 . 1 0 . 06 180 . 30 19 . 700 0 . 00 0 . 0 4 . 9 5 . 0 0 . 06 180 . 30 • 19 . 800 0 . 00 0 . 0 4 . 8 4 . 9 0 . 05 180 . 30 19 . 900 0 . 00 0 . 0 4 . 7 4 . 8 0 . 05 180 . 30 20 . 000 0 . 00 0 . 0 4 . 6 4 . 7 0 . 05 180 . 30 s ------------------ ------------------------------------------ ------------ POND-2 Version: 5 . 17 SIN: Page 2 w EXECUTED: 08-10-1995 16 : 32 :42 2 YEARS Return Freq: 2 years Pond File : c : \pondpack\COOLEY95 . PND Inflow Hydrograph: c :\pondpack\C952 HYD Outflow Hydrograph: c :\pondpack\OUT2 HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) w -------- --------- --------- ------------ ----------- --------- --------- 11 . 000 0 . 00 ----- 8 . 9 9 . 1 0 . 10 180 . 30 11 . 100 0 . 00 0 . 0 8 . 7 8 . 9 0 . 10 180 . 30 �. 11 .200 0 . 00 0 . 0 8 . 5 8 . 7 0 . 10 180 . 30 11 .300 0 . 00 0 . 0 8 . 3 8 . 5 0 . 09 180 . 30 11 .400 0 . 00 0 . 0 8 . 1 8 . 3 0 . 09 180 . 30 11 . 500 1 . 00 1 . 0 8 . 9 9 . 1 0 . 10 180 . 30 11 . 600 1 . 00 2 . 0 10 . 6 10 . 9 0 . 19 180 . 35 11 . 700 2 . 00 3 . 0 12 . 9 13 . 6 0 . 32 180 .43 11 . 800 2 . 00 4 . 0 15 . 9 16 . 9 0 .49 180 . 53 11 . 900 3 . 00 5 . 0 19 . 5 20 . 9 0 . 74 180 . 65 12 . 000 5 . 00 8 . 0 24 . 9 27 . 5 1 . 27 180 . 82 12 . 100 8 . 00 13 . 0 33 .4 37 . 9 2 . 27 181 . 09 12 . 200 13 . 00 21 . 0 46 .4 54 .4 4 . 00 181 . 50 12 . 300 15 . 00 28 . 0 61 .4 74 .4 6 .47 181 . 97 12 .400 13 . 00 28 . 0 72 . 5 89 .4 8 .46 182 . 31 12 . 500 11 . 00 2410 77 . 7 96 . 5 9 .40 182 .46 +A 12 . 600 8 . 00 19 . 0 77 . 9 96 . 7 9 .43 182 . 47 12 . 700 6 . 00 14 . 0 74 . 3 91 . 9 8 . 78 182 . 36 12 . 800 5 . 00 11 . 0 69 . 5 85 . 3 7 . 91 182 . 22 12 . 900 4 . 00 9 . 0 64 . 5 78 . 5 7 . 01 182 . 07 13 . 000 3 . 00 7 . 0 59 . 3 71 . 5 6 . 09 181 . 90 13 . 100 2 . 00 5 . 0 53 . 9 64 . 3 5 . 18 181 . 74 13 . 200 2 . 00 4 . 0 49 . 1 57 . 9 4 .43 181 . 59 13 . 300 2 . 00 4 . 0 45 .4 53 . 1 3 . 86 181 .47 13 . 400 2 . 00 4 . 0 42 .4 49 .4 3 .47 181 . 38 13 . 500 2 . 00 4 . 0 40 . 1 46 .4 3 . 15 181 . 30 13 . 600 2 . 00 4 . 0 38 . 3 44 . 1 2 . 91 181 . 25 13 . 700 2 . 00 4 . 0 36 . 9 42 . 3 2 . 71 181 . 20 13 . 800 2 . 00 4 . 0 35 . 7 40 . 9 2 .57 181 . 17 13 . 900 2 . 00 4 . 0 34 . 8 39 . 7 2 .45 181 . 14 ` 14 . 000 2 . 00 4 . 0 34 . 1 38 . 8 2 .36 181 . 12 14 . 100 2 . 00 4 . 0 33 . 5 38 . 1 2 .29 181 . 10 14 . 200 2 . 00 4 . 0 33 . 1 37 . 5 2 . 23 181 . 08 14 . 300 2 . 00 4 . 0 32 . 7 37 . 1 2 . 18 181 . 07 14 . 400 2 . 00 4 . 0 32 .4 36 . 7 2 .15 181 . 06 14 . 500 1 . 00 3 . 0 31 .4 35 .4 2 . 02 181 . 03 14 . 600 1 . 00 2 . 0 29 . 7 33 . 4 1 . 81 180 . 98 14 . 700 1 . 00 2 . 0 28 . 5 31 . 7 1 . 65 180 . 94 14 . 800 0 . 00 1 . 0 26 . 6 29 . 5 1 .43 180 . 88 14 . 900 0 . 00 0 . 0 24 . 2 26 . 6 1 .20 180 . 80 15 . 000 0 . 00 0 . 0 22 . 2 24 .2 1 . 00 180 . 73 15 . 100 0 . 00 0 . 0 20 . 5 22 . 2 0 . 84 180 . 68 15 . 200 0 . 00 0 . 0 19 . 1 20 . 5 0 . 70 180 . 63 15 . 300 0 . 00 0 . 0 17 . 9 19 . 1 0 . 59 180 . 60 15 .400 0 . 00 0 . 0 16 . 8 17 . 9 0 . 54 180 . 56 ------------------ ------------------------------------------------------ a POND-2 Version: 5 . 17 SIN: Page 1 EXECUTED: 08-10-1995 16 :32 :42 2 YEARS Return Freq: 2 years ************************************************** * * COOLEY/DICKINSON HOSPITAL - 1995 DEVELOPMENT * * * * * * * ************************************************** Inflow Hydrograph: c : \pondpack\C952 .HYD Rating Table file : c :\pondpack\COOLEY95 .PND .� ----INITIAL CONDITIONS---- Elevation = 180 . 30 ft Outflow = 0 . 10 cfs Storage = 0 . 04 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 180 . 30 0 . 1 0 . 037 9 . 0 9 . 1 180 . 60 0 . 6 0 . 077 18 . 6 19 . 2 180 . 90 1 . 5 0 . 119 28 . 8 30 . 3 181 . 20 2 . 7 0 . 163 39 . 5 42 . 2 181 . 50 4 . 0 0 . 208 50 .4 54 .4 181 . 80 5 . 5 0 . 254 61 . 5 67 . 0 182 . 10 7 . 2 0 . 301 72 . 8 80 . 0 182 .40 9 . 0 0 . 349 84 . 5 93 . 5 182 . 70 10 . 9 0 .400 96 . 8 107 . 7 183 . 00 13 . 0 0 . 453 109 . 6 122 . 6 183 . 30 15 . 2 0 . 508 122 . 9 138 . 1 183 . 60 17 . 5 0 . 564 136 . 6 154 . 1 183 . 90 19 . 9 0 . 623 150 . 7 170 . 6 184 . 20 22 .4 0 . 683 165 . 2 187 . 6 184 . 50 25 . 0 0 . 744 180 . 1 205 . 1 184 . 80 27 . 7 0 . 808 195 . 5 223 . 2 184 . 81 27 . 8 0 . 810 196 . 0 223 . 8 185 . 10 31. 3 0 . 873 211 . 2 242 . 5 185 .40 35 . 6 0 . 938 227 . 1 262 . 7 185 .41 35 . 8 0 . 941 227 . 6 263 .4 185 . 42 36 . 0 0 . 943 228 . 2 264 . 2 ------------------------------ -------------------------- Time increment (t) = 0 . 100 hrs . Aft Outlet Structure File : COOLEY95 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ************** detention pond ************** Outflow Rating Table for Structure #2 " ! WEIR-VR Weir - Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages -------------- ------- ------------------------ 180 . 30 0 . 0 E < Inv.E1 . = 184 . 8 180 . 60 0 . 0 E < Inv.El . = 184 . 8 180 . 90 0 . 0 E < Inv.El. = 184 . 8 181 . 20 0 . 0 E < Inv.El . = 184 . 8 181 . 50 0 . 0 E < Inv.El . = 184 . 8 181 . 80 0 . 0 E < Inv.El. = 184 . 8 182 . 10 0 . 0 ` E < Inv.El . = 184 . 8 182 .40 0 . 0 E < Inv.El . = 184 . 8 182 . 70 0 . 0 E < Inv.El. = 184 . 8 183 . 00 0 . 0 E < Inv.El . = 184 . 8 183 . 30 0 . 0 E < Inv.El . = 184 . 8 183 . 60 0 . 0 E < Inv.El . = 184 . 8 183 . 90 0 . 0 E < Inv.E1 . = 184 . 8 184 . 20 0 . 0 E < Inv.El . = 184 . 8 184 . 50 0 . 0 E < Inv.El . = 184 . 8 184 . 80 0 . 0 H =0 . 0 184 . 81 0 . 0 H =. 01 185 . 10 0 . 9 H =. 3 185 .40 2 . 5 H =. 6 185 .41 2 . 6 H =. 61 185 .42 2 . 7 H =. 62 C = 3 . 2 L (ft) = 1 . 7 H (ft) = Table elev. - Invert elev. ( 184 . 8 ft ) Q (cfs) = C * L * (H**1 . 5) -- Suppressed Weir ws Outlet Structure File : COOLEY95 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ************** detention pond ************** Outflow Rating Table for Structure #1 !!!� WEIR-VR Weir - Vertical Rectangular ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages -------------- ------- ------------------------ 180 . 30 0 . 0 H =0 . 0 180 . 60 0 . 5 H = . 3 180 . 90 1 . 3 H =. 6 181 . 20 2 .4 H =. 9 181 . 50 3 . 7 H =1 . 2 181 . 80 5 . 1 H =1 . 5 182 . 10 6 . 8 H =1 . 8 182 . 40 8 . 5 H =2 . 1 182 . 70 10 .4 H =2 .4 183 . 00 12 .4 H =2 . 7 183 . 30 14 . 5 H =3 . 0 '* 183 . 60 16 . 8 H =3 . 3 183 . 90 19 . 1 H =3 . 6 184 . 20 21 . 6 H =3 . 9 184 . 50 24 . 1 H =4 . 2 184 . 80 26 . 7 H =4 . 5 184 . 81 26 . 8 H =4 . 51 185 . 10 29 .4 H =4 . 8 185 .40 32 . 2 H =5 . 1 185 .41 32 . 3 H =5 . 11 185 .42 32 .4 H =5 . 12 as C = 3 . 2 L (ft) _ . 875 H (ft) = Table elev. - Invert elev. ( 180 . 3 ft ) Q (cfs) = C * L * (H**1 . 5) -- Suppressed Weir +�w w Outlet Structure File : COOLEY95 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ************** detention pond ************** Outflow Rating Table for Structure #3 ORIFICE-VC Orifice - Vertical Circular ■ Elevation (ft) Q (cfs) Computation Messages -------------- ------- ------------------------ 180 . 30 0 . 1 H = . 3 180 . 60 0 . 2 H = . 6 180 . 90 0 . 2 H = . 9 181 . 20 0 . 2 H =1 . 2 181 . 50 0 . 3 H =1 . 5 +? 181 . 80 0 . 3 H =1 . 8 182 . 10 0 . 3 H =2 . 1 182 .40 0 . 3 H =2 . 4 182 . 70 0 .4 H =2 . 7 183 . 00 0 .4 H =3 . 0 183 . 30 0 .4 H =3 . 3 183 . 60 0 .4 H =3 . 6 183 . 90 0 .4 H =3 . 9 184 . 20 0 .4 H =4 . 2 184 . 50 0 . 5 H =4 . 5 184 . 80 0 . 5 H =4 . 8 184 . 81 0 . 5 H =4 . 81 185 . 10 0 . 5 H =5 . 1 185 .40 0 . 5 H =5 .4 185 .41 0 . 5 H =5 .41 185 .42 0 . 5 H =5 .42 C = . 7 A = 3 . 801328E-02 sq. ft . H (ft) = Table elev. - Datum elev. ( 180 ft ) Q (cfs) = C * A * sqr (2g * H) Outlet Structure File : COOLEY95 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ■a ************** detention pond ************** >>>>>> Structure No. 2 <<<<<< (Input Data) WEIR-VR Weir - Vertical Rectangular El elev. (ft) ? 184 . 8 E2 elev. (ft) ? 185 . 5 Weir coefficient? 3 . 2 Weir elev. (ft) ? 184 . 8 Length (ft) ? 1 .7 Contracted/Suppressed (CIS) ? S ass Outlet Structure File : COOLEY95 . STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ************** detention pond >>>>>> Structure No. 1 <<<<<< (Input Data) WEIR-VR ■ Weir - Vertical Rectangular E1 elev. (ft) ? 180 . 30 E2 elev. (ft) ? 185 . 5 Weir coefficient? 3 . 2 Weir elev. (ft) ? 180 . 3 Length (ft) ? . 875 Contracted/Suppressed (CIS) ? S a +e. Outlet Structure File : COOLEY95 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ************** detention pond >>>>>> Structure No. 3 <<<<<< (Input Data) ORIFICE-VC Orifice - Vertical Circular E1 elev. (ft) ? 180 . 0 E2 elev. (ft) ? 185 . 5 Orifice coeff . ? . 7 Invert elev. (ft) ? 180 Datum elev. (ft) ? 180 . 0 Diameter (ft) ? . 22 40 on ■0 •" Outlet Structure File : COOLEY95 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: detention pond ************** Outlet Structure File : c : \pondpack\COOLEY95 . STR Planimeter Input File : c : \pondpack\COOLEY95 .VOL Rating Table Output File : c : \pondpack\COOLEY95 . PND a Min. Elev. (ft) = 180 . 3 Max. Elev. (ft) = 185 . 42 Incr. (ft) _ . 3 Additional elevations (ft) to be included in table : 184 . 81 185 .41 SYSTEM CONNECTIVITY Structure No. Q Table Q Table nw ---------- --- ------ ------- ORIFICE-VC 3 -> 3 WEIR-VR 1 -> 1 WEIR-VR 2 -> 2 Outflow rating table summary was stored in file : c : \pondpack\COOLEY95 . PND ae� Outlet Structure File : COOLEY95 .STR POND-2 Version: 5 . 17 SIN: Date Executed: Time Executed: ************** detention pond ************** ***** COMPOSITE OUTFLOW SUMMARY **** w Elevation (ft) Q (cfs) Contributing Structures s. -------------- ------- ------------------------ 180 . 30 0 . 1 3 +1 180 . 60 0 . 6 3 +1 180 . 90 1 . 5 3 +1 181 . 20 2 . 6 3 +1 181 . 50 3 . 9 3 +1 181 . 80 5 . 4 3 +1 182 . 10 7 . 1 3 +1 182 .40 8 . 9 3 +1 182 . 70 10 . 8 3 +1 183 . 00 12 . 8 3 +1 183 . 30 14 . 9 3 +1 183 . 60 17 .2 3 +1 183 . 90 19 . 5 3 +1 184 . 20 22 . 0 3 +1 184 . 50 24 . 6 3 +1 184 . 80 27 . 2 3 +1 +2 184 . 81 27 . 3 3 +1 +2 185 . 10 30 . 8 3 +1 +2 185 . 40 35 . 3 3 +1 +2 185 .41 35 .4 3 +1 +2 185 .42 35 . 6 3 +1 +2 ww POND-2 Version: 5 . 17 SIN: COOLEY/DICKINSON HOSPITAL - DETENTION POND VOLUMES AT GIVEN ELEVATIONS CALCULATED 08-10-1995 17 :41 :44 DISK FILE : c :\pondpack\COOLEY95 .VOL Planimeter scale : 1 inch = 20 ft . * Elevation Planimeter Area Al+A2+sgr (Al*A2) Volume Volume Sum (ft) (sq. in. ) (acres) (acres) (acre-ft) (acre-ft) --------------------------------------------------------------------------- ,�, 180 . 00 13 . 00 0 . 12 0 . 00 0 . 00 0 . 00 180 . 30 14 . 00 0 . 13 0 . 37 0 . 04 0 . 04 181 . 00 16 . 00 0 . 15 0 .41 0 . 10 0 . 13 182 . 00 17 . 00 0 . 16 0 . 45 0 . 15 0 . 29 183 . 00 19 . 60 0 . 18 0 . 50 0 . 17 0 .45 184 . 00 21 . 70 0 . 20 0 . 57 0 . 19 0 . 64 185 . 00 23 . 70 0 . 22 0 . 63 0 . 21 0 . 85 w 185 .40 24 . 00 0 .22 0 . 66 0 . 09 0 . 94 185 . 70 25 . 00 0 .23 0 . 67 0 . 07 1 . 01 186 . 20 27 . 00 0 . 25 0 . 72 0 . 12 1 . 13 186 . 50 19 . 00 0 . 17 0 . 63 0 . 06 1 . 19 * Incremental volume computed by the Conic Method for Reservoir Volumes . ,E POND-2 Version: 4 .03 Pages z a€ 6 SIN: 88020751 * * * EXISTING DETENTION BASIN AT COOLEY DICKINSON HOSPITAL " * ANALYSIS OF 100-YEAR STORM FOR NEW FINAL CONSTRUCTION LAYOUT * ANALYSIS IS BASED ON TCI HYROLOGIC PARAMTERS AND WEIR RATING * CURVE, AS-BUILT DETENTION BASIN VOLUMES USED. * * ****************************************************************** EXECUTED 06-20-1995 15 :57:17 Disk Files: B:TCIRATE .PND B:FIND100Y.HYD INITIAL CONDITIONS Elevation = 180.33 ft Outflow = 0.0 cfs GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0 (ft) (cfs) (ac-ft) (cfs) (cfs) --------- --------- ---------- ------------ ------------- 180 .33 0.0 0.04 9 .7 9 .7 180 . 83 9. 1- 0. 11 26 . 6 35 .7 181 .10 14 .0 0 .14 33 .9 47.9 181.33 15 .8 0.18 43 . 6 59 . 4 181.83 19.6 0 . 25 60 . 5 80 . 1 182 .33 23 . 4 .0. 33 79. 9 103. 3 182.83 27. 2 0 .42 101 .6 128 .8 183 .20 30. 0 - 0. 48 116 . 2 146 . 2 183 .33 31.1 ;0 .51 123 .4 154 . 5 183 . 83 35. 5 0. 60 145. 2 180.7 184 .33 39 .8 0 .70 169 . 4 209 . 2 184 .70 43 .0 0. 78 188. 8 231. 8 184 .83 46 . 9 0.81 196 .0 242.9 185. 32 61.7 0. 91 220. 2 281. 9 185. 33 62.0 0.92 222. 6 284.6 ------------------------------ -------------------------- Time increment (t) = 0 .100 hrs . 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Z ddd0P�a W j' 4��1�a4 hh4 41� 1 rll, 1 �II�1 �� Jlp"' mou`Z wlu b O H r� J JJJ,Iw°aq �l III III I � I1,Nllnl.l \/ `�^^s JJJJdJdJJ�wJwu� ,,. I IIII j' �II��II. aNa' Ire�II�I«,1.,u„run n� Ilraul mlmn F'� O ` 1 IdJ 1 J �I I .'I Yxp wwp�T IYI 4,N' nlau,plp" w�n�,gn..r+rllpl,Illll Z l,IJJIIJJJdd dJJdan a d ! I�. 4'1" I«JA'p„I,xngannn ,,. J dJJd�l,ld J V,lJdJO�dP O r 11I 0oJdo? Odoopd �0ddo Jd _ dJJollil d00 011000dJ0 C.YA Mt�0).'V.Q(0_D 1 i 1 1 00 ddd 0 001? i10ddd 110 il� d JI, JJddj 11IJJ d11d'fill . I � JJ d Il J rho- i MOO > v N 1 a° ° CL 3a .r. 0"a d Quick TR-55 Version: 5 . 46 SIN: 1315400246 Page 6 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD W Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C95100 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) ----------------- ----------------- , , 18 . 6 1 22 .4 0 18 . 7 1 22 . 5 0 18 . 8 0 22 . 6 0 18 . 9 0 22 . 7 0 19 . 0 0 22 . 8 0 19 . 1 0 22 . 9 0 19 . 2 0 23 . 0 0 19 . 3 0 23 . 1 0 19 .4 0 23 .2 0 19 . 5 0 23 .3 0 19 . 6 0 23 .4 0 19 . 7 0 23 . 5 0 19 . 8 0 23 . 6 0 19 . 9 0 23 . 7 0 20 . 0 0 23 . 8 0 20 . 1 0 23 . 9 0 20 . 2 0 24 . 0 0 20 . 3 0 24 . 1 0 20 . 4 0 24 .2 0 20 . 5 0 24 . 3 0 20 . 6 0 24 .4 0 20 . 7 0 24 . 5 0 20 . 8 0 24 . 6 0 20 . 9 0 24 . 7 0 +�w 21 . 0 0 24 . 8 0 21 . 1 0 24 . 9 0 21 . 2 0 25 . 0 0 21 . 3 0 25 . 1 0 21 .4 0 25 . 2 0 21 . 5 0 25 .3 0 21 . 6 0 25 .4 0 21 . 7 0 25 . 5 0 21 . 8 0 25 . 6 0 21 . 9 0 25 . 7 0 22 . 0 0 25 . 8 0 22 . 1 0 25 . 9 0 22 . 2 0 22 . 3 0 14 . 6 3 18 .4 1 14 . 7 3 18 . 5 1 u w +�r yew w� Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 5 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C95100 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED +�w Time Flow Time Flow (hrs) (cf s) (hrs) (cf s) ----------------- ----------------- 11 . 0 3 14 . 8 3 11 . 1 3 14 . 9 3 11 . 2 3 15 . 0 3 11 . 3 3 15 . 1 3 11 .4 3 15 . 2 3 11 . 5 4 15 . 3 3 11 . 6 4 15 . 4 3 11 . 7 6 15 . 5 3 11 . 8 8 15 . 6 3 11 . 9 10 15 . 7 3 12 . 0 14 15 . 8 2 12 . 1 23 15 . 9 2 12 . 2 36 16 . 0 2 12 . 3 42 16 . 1 2 12 .4 37 16 . 2 2 12 . 5 31 16 . 3 2 12 . 6 23 16 .4 2 12 . 7 17 16 . 5 2 12 . 8 12 16 . 6 2 12 . 9 10 16 . 7 2 13 . 0 8 16 . 8 2 13 . 1 7 16 . 9 2 13 . 2 6 17 . 0 2 13 . 3 5 17 . 1 2 13 . 4 5 17 . 2 2 13 . 5 5 17 . 3 2 13 . 6 5 17 .4 2 13 . 7 5 17 . 5 2 13 . 8 5 17 . 6 2 13 . 9 5 17 . 7 2 14 . 0 5 17 . 8 2 14 . 1 4 17 . 9 2 14 . 2 4 18 . 0 2 14 . 3 3 18 . 1 2 14 . 4 3 18 . 2 2 14 . 5 3 18 . 3 1 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 4 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C95100 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED Composite Hydrograph Summary (cfs) u�---------------------------------------------------- --------------------------- Subarea 14 . 0 14 . 3 14 . 6 15 . 0 15 . 5 16 . 0 16 . 5 17 . 0 17 . 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- Al 2 1 1 1 1 1 1 1 1 A2 2 1 1 1 1 1 1 1 1 A3 1 1 1 1 1 0 0 0 0 4"A4 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 5 3 3 3 3 2 2 2 2 An ------------------------------------------------------------------------------- 'm Subarea 18 . 0 19 . 0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------------------------------------------- wA1 1 0 0 0 0 A2 1 0 0 0 0 A3 0 0 0 0 0 WPA4 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 2 0 0 0 0 !w Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 3 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C95100 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12 . 1 12 . 2 12 . 3 12 .4 Description hr hr hr hr hr hr hr hr hr ---------------------------------------------------------------------------- --- Al 1 1 2 4 6 8 14 18 15 A2 1 1 1 3 4 6 9 14 15 """A3 1 1 1 3 4 8 12 9 6 A4 0 0 0 0 0 1 1 1 1 -------------------------------------------------------------------------'------ w"Total (cfs) 3 3 4 10 14 23 36 42 37 ------------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 . 7 12 . 8 13 . 0 13 . 2 13 .4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr w------------------------------------------------------------------------------- Al 11 9 6 4 3 2 2 2 2 A2 14 11 9 6 4 3 2 2 2 "OA3 5 3 2 2 1 1 1 1 1 A4 1 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 31 23 17 12 8 6 5 5 5 �w 49 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 2 40 Return Frequency: 100 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C95100 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED s.� >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at OR Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ Al 18 12 . 3 ' A2 15 12 .4 A3 12 12 . 2 A4 1 12 . 1 �,. -------------- -------------- ------------ Composite Watershed 42 12 . 3 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 1 Return Frequency: 100 years go TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution an (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP "' Hydrograph file : --> C95100 .HYD COOLEY/ DICKINSON HOSPITAL on 1995 DEVELOPMENT POND WATRSHED on >>>> Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------------------------- '" Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- Al 3 . 55 93 . 0 0 . 20 0 . 00 6 . 50 5 . 68 I . 02 . 10 A2 3 . 88 88 . 0 0 . 30 0 . 00 6 . 50 5 . 11 I . 04 . 10 A3 2 . 13 90 . 0 0 . 10 0 . 00 6 . 50 5 . 33 I . 03 . 10 A4 0 . 32 78 . 0 0 . 10 0 . 00 6 . 50 4 . 02 I . 09 . 10 * Travel time from subarea outfall to composite watershed outfall point . I -- Subarea where user specified interpolation between Ia/p tables : 4n Total area = 9 . 88 acres or 0 . 01544 sq.mi Peak discharge 42 cfs WARNING: Drainage areas of two or more subareas differ by a factor of 5 or greater. >>>> Computer Modifications of Input Parameters <<<<< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- Al 0 . 20 0 . 00 ** ** No Computed Ia/p < . 1 MA2 0 . 26 0 . 00 0 . 30 0 . 00 No Computed Ia/p < . 1 A3 0 . 11 0 . 00 0 . 10 0 . 00 No Computed Ia/p < .1 A4 0 . 10 0 . 00 ** ** No Computed Ia/p < . 1 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . ** Tc & Tt are available in the hydrograph tables . 40 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 6 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 "* Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9550 .HYD MR COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED ww 4W Time Flow Time Flow (hrs) (cf s) (hrs) (cf s) ----------------- ----------------- im 18 . 6 0 22 .4 0 18 . 7 0 22 . 5 0 18 . 8 0 22 . 6 0 18 . 9 0 22 . 7 0 go, 19 . 0 0 22 . 8 0 19 . 1 0 22 . 9 0 19 . 2 0 23 . 0 0 MR 19 . 3 0 23 . 1 0 19 .4 0 23 . 2 0 19 . 5 0 23 . 3 0 19 . 6 0 23 .4 0 MR 19 . 7 0 23 . 5 0 19 . 8 0 23 . 6 0 19 . 9 0 23 . 7 0 s 20 . 0 0 23 . 8 0 20 . 1 0 23 . 9 0 20 . 2 0 24 . 0 0 40 20 . 3 0 24 . 1 0 20 . 4 0 24 . 2 0 20 . 5 0 24 . 3 0 20 . 6 0 24 .4 0 20 . 7 0 24 . 5 0 20 . 8 0 24 . 6 0 20 . 9 0 24 . 7 0 21 . 0 0 24 . 8 0 21 . 1 0 24 . 9 0 21 . 2 0 25 . 0 0 21 . 3 0 25 . 1 0 21 .4 0 25 . 2 0 21 . 5 0 25 . 3 0 21 . 6 0 25 . 4 0 21 . 7 0 25 . 5 0 21 . 8 0 25 . 6 0 21 . 9 0 25 . 7 0 22 . 0 0 25 . 8 0 22 . 1 0 25 . 9 0 22 . 2 0 22 . 3 0 40 14 . 6 3 18 .4 0 14 . 7 3 18 . 5 0 go 4w 40 ++w +m AM 40 we an o on 40 4n 40 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 5 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9550 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED w fm Time Flow Time Flow w (hrs) (cf s) (hrs) (cf s) ----------------- ----------------- 11 . 0 2 14 . 8 3 11 . 1 2 14 . 9 3 on 11 . 2 3 15 . 0 3 11 . 3 3 15 . 1 3 11 .4 3 15 . 2 3 4a 11 . 5 3 15 . 3 3 11 . 6 3 15 .4 3 11 . 7 5 15 . 5 3 11 . 8 6 15 . 6 3 4M 11 . 9 8 15 . 7 3 12 . 0 12 15 . 8 2 12 . 1 20 15 . 9 2 4M 12 . 2 33 16 . 0 2 12 . 3 38 16 . 1 2 12 .4 35 16 . 2 2 12 . 5 27 16 . 3 2 12 . 6 21 16 .4 2 12 . 7 16 16 . 5 2 12 . 8 12 16 . 6 2 4. 12 . 9 9 16 . 7 2 13 . 0 7 16 . 8 2 13 . 1 6 16 . 9 2 ,W 13 . 2 5 17 . 0 2 13 . 3 5 17 . 1 2 13 .4 5 17 . 2 2 13 . 5 5 17 . 3 2 9M 13 . 6 5 17 . 4 2 13 . 7 5 17 . 5 2 13 . 8 5 17 . 6 2 Im 13 . 9 4 17 . 7 1 14 . 0 4 17 . 8 1 14 . 1 4 17 . 9 0 on 14 . 2 3 18 . 0 0 14 . 3 3 18 . 1 0 14 .4 3 18 . 2 0 14 . 5 3 18 . 3 0 40 w Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 4 40 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9550 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 14 . 0 14 . 3 14 . 6 15 . 0 15 . 5 16 . 0 16 . 5 17 . 0 17 . 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- Al 1 1 1 1 1 1 1 1 1 A2 2 1 1 1 1 1 1 1 1 A3 1 1 1 1 1 0 0 0 0 4"A4 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 4 3 3 3 3 2 2 2 2 4" ------------------------------------------------------------------------------- Subarea 18 . 0 19 . 0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------------------------------------------- Al 0 0 0 0 0 A2 0 0 0 0 0 A3 0 0 0 0 0 "rk4 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 0 0 0 0 0 w 41 4M a�u Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 3 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9550 .HYD COOLEY/ DICKINSON HOSPITAL w 1995 DEVELOPMENT POND WATRSHED Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12 . 1 12 . 2 12 . 3 12 .4 ,we Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- ki 1 1 1 3 5 7 13 16 14 A2 1 1 1 2 3 5 8 12 14 3 0 1 1 3 4 7 11 9 6 k4 0 0 0 0 0 1 1 1 1 --------------------'----------------------------------------------------------- 'wTotal (cfs) 2 3 3 8 12 20 33 38 35 -------------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 . 7 12 . 8 13 . 0 13 . 2 13 .4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------- 41 10 8 6 4 3 2 2 2 2 "A2 13 10 8 6 3 2 2 2 2 A3 4 3 2 2 1 1 1 1 1 4 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 27 21 16 12 7 5 5 5 5 4" w Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 2 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Am Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 I'm Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9550 .HYD 40 COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED ON +n >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at 40 Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ A1 16 12 . 3 'e A2 14 12 .4 A3 11 12 . 2 A4 1 12 . 1 so -------------- -------------- ------------ Composite Watershed 38 12 . 3 40 40 go go •w on MR 4" 40 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 1 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9550 .HYD COOLEY/ DICKINSON HOSPITAL .s 1995 DEVELOPMENT POND WATRSHED >>>> Input Parameters Used to Compute Hydrograph << ------------------------------------------------------------------------------- ,,,�, Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- Al 3 . 55 93 . 0 0 . 20 0 . 00 6 . 00 5 . 18 I . 03 . 10 A2 3 . 88 88 . 0 0 . 30 0 . 00 6 . 00 4 . 63 I . 05 . 10 A3 2 . 13 90 . 0 0 . 10 0 . 00 6 . 00 4 . 85 I . 04 . 10 A4 0 . 32 78 . 0 0 . 10 0 . 00 6 . 00 3 . 58 I . 09 . 10 ------------------------------------------------------------------------------ * Travel time from subarea outfall to composite watershed outfall point . I -- Subarea where user specified interpolation between Ia/p tables . Total area = 9 . 88 acres or 0 . 01544 sq.mi Peak discharge = 38 cfs WARNING: Drainage areas of two or more subareas differ by a factor of 5 or greater. >>>> Computer Modifications of Input Parameters <<<<< Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p !o Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- A1 0 . 20 0 . 00 ** ** No Computed Ia/p < . 1 ,k2 0 . 26 0 . 00 0 . 30 0 . 00 No Computed Ia/p < . 1 `k3 0 . 11 0 . 00 0 . 10 0 . 00 No Computed Ia/p < . 1 A4 0 . 10 0 . 00 ** ** No Computed Ia/p < . 1 ------------------------------------------------------------------------------- '�"' * Travel time from subarea outfall to composite watershed outfall point . ** Tc & Tt are available in the hydrograph tables . Im ON Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 6 on Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution 00 (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9510 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED .w Time Flow Time Flow (hrs) (cf s) (hrs) (cf s) ----------------- ----------------- 18 . 6 0 22 .4 0 18 . 7 0 22 . 5 0 18 . 8 0 22 . 6 0 18 . 9 0 22 . 7 0 �*• 19 . 0 0 22 . 8 0 19 . 1 0 22 . 9 0 19 . 2 0 2 3 .'0 0 19 . 3 0 23 . 1 0 19 .4 0 23 .2 0 19 . 5 0 23 . 3 0 19 . 6 0 23 .4 0 19 . 7 0 23 .5 0 19 . 8 0 23 . 6 0 19 . 9 0 23 . 7 0 20 . 0 0 23 . 8 0 20 . 1 0 23 . 9 0 20 . 2 0 24 . 0 0 20 . 3 0 24 .1 0 " 20 .4 0 24 .2 0 20 . 5 0 24 .3 0 20 . 6 0 24 .4 0 20 . 7 0 24 . 5 0 20 . 8 0 24 . 6 0 20 . 9 0 24 . 7 0 21 . 0 0 24 . 8 0 21 . 1 0 24 . 9 0 21 . 2 0 25 . 0 0 21 . 3 0 25 . 1 0 21 . 4 0 25 . 2 0 21 . 5 0 25 . 3 0 21 . 6 0 25 . 4 0 w 21 . 7 0 25 . 5 0 21 . 8 0 25 . 6 0 21 . 9 0 25 . 7 0 w 22 . 0 0 25 . 8 0 22 . 1 0 25 . 9 0 22 . 2 0 22 . 3 0 in 14 . 6 2 18 .4 0 14 . 7 2 18 . 5 0 go ON 40 ais Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 5 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9510 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED w Time Flow Time Flow (hrs) (cf s) (hrs) (cf s) ---- ------------- ----------------- 11 . 0 1 14 . 8 2 11 . 1 1 14 . 9 2 11 . 2 2 15 . 0 2 11 . 3 2 15 . 1 2 11 .4 2 15 .2 2 11 . 5 3 15 . 3 2 11 . 6 3 15 .4 2 11 . 7 4 15 .5 2 11 . 8 5 15 . 6 2 11 . 9 6 15 . 7 2 12 . 0 9 15 . 8 2 12 . 1 14 15 . 9 2 12 . 2 23 16 . 0 2 12 . 3 28 16 . 1 2 12 .4 24 16 .2 1 12 . 5 19 16 . 3 1 12 . 6 15 16 .4 0 12 . 7 10 16 . 5 0 12 . 8 8 16 . 6 0 12 . 9 6 16 . 7 0 13 . 0 5 16 . 8 0 13 . 1 5 16 . 9 0 13 . 2 5 17 . 0 0 13 . 3 4 17 . 1 0 13 . 4 3 17 . 2 0 13 . 5 3 17 . 3 0 13 . 6 3 17 .4 0 13 . 7 3 17 . 5 0 13 . 8 3 17 . 6 0 13 . 9 3 17 . 7 0 14 . 0 3 17 . 8 0 14 . 1 3 17 . 9 0 14 . 2 2 18 . 0 0 14 . 3 2 18 . 1 0 14 . 4 2 18 . 2 0 14 . 5 2 18 . 3 0 Quick TR-55 Version: 5 . 46 SIN: 1315400246 Page 4 Return Frequency: 10 years w TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution w (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9510 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED Composite Hydrograph Summary (cfs) ----------------------------------- Subarea 14 . 0 14 . 3 14 . 6 15 . 0 15 . 5 16 . 0 16 . 5 17 . 0 17 . 5 Description hr hr hr -hr-----hr-----hr- ---hr-----hr-----hr ----------------- 1 1 1 1 1 1 0 0 0 A2 1 1 1 1 1 1 0 0 0 A3 1 0 0 0 0 0 0 0 0 00k44 0 0 0 0 0 0 0 0 0 ------------------------------ Total (cfs) 3 2 2 2 2 2 0 0 0 ---------------------------------------------- - '""' Subarea 18 . 0 19 . 0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ---------------------------------------------- ,�A1 0 0 0 0 0 A2 0 0 0 0 0 A3 0 0 0 0 0 A4 0 0 0 0 0 ---------- in ------------------------------ Total (cfs) 0 0 0 0 0 00 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 3 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9510 .HYD COOLEY/ DICKINSON HOSPITAL s 1995 DEVELOPMENT POND WATRSHED +�u Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12 . 1 12 . 2 12 . 3 12 .4 Description hr hr hr hr hr hr hr hr hr Al 1 1 1 2 4 5 9 12 10 A2 0 1 1 2 2 4 6 9 10 owA3 0 0 1 2 3 5 7 6 4 A4 0 0 0 0 0 0 1 1 0 ------------------------------------------------------------------------------ Total (cfs) 1 2 3 6 9 14 23 28 24 ------------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 . 7 12 . 8 13 . 0 13 . 2 13 .4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- Al 7 6 4 3 2 2 1 1 1 A2 9 7 5 4 2 2 1 1 1 A3 3 2 1 1 1 1 1 1 1 A4 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 19 15 10 8 5 5 3 3 3 fflo Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 2 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 w Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9510 .HYD �w COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ Al 12 12 . 3 40 A2 10 12 . 4 A3 7 12 . 2 A4 1 12 . 2 �s -------------- -------------- ------------ Composite Watershed 28 12 . 3 .w w I" Quick TR-55 Version: 5 . 46 SIN: 1315400246 Page 1 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C9510 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED ww >>>> Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------------------------- W Subarea AREA CN Tc * Tt Precip . I Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- w Al 3 . 55 93 . 0 0 . 20 0 . 00 4 . 50 3 . 71 I . 03 . 10 A2 3 . 88 88 . 0 0 . 30 0 . 00 4 . 50 3 . 20 I . 06 . 10 A3 2 . 13 90 . 0 0 . 10 0 . 00 4 . 50 3 . 40 I . 05 . 10 A4 0 . 32 78 . 0 0 . 10 0 . 00 4 . 50 2 . 29 I . 13 . 13 IN----------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . I -- Subarea where user specified interpolation between Ia/p tables . o Total area = 9 . 88 acres or 0 . 01544 sq.mi Peak discharge = 28 cfs in WARNING: Drainage areas of two or more subareas differ by a factor of 5 or greater. >>>> Computer Modifications of Input Parameters <<<<< ------------------------------------------------------------------------------- Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- Al 0 . 20 0 . 00 ** ** No Computed Ia/p < . 1 *,A2 0 . 26 0 . 00 0 . 30 0 . 00 No Computed Ia/p < . 1 A3 0 . 11 0 . 00 0 . 10 0 . 00 No Computed Ia/p < . 1 A4 0 . 10 0 . 00 ** ** Yes -- ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . ** Tc & Tt are available in the hydrograph tables . W Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 6 Return Frequency: 5 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C955 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED e RW Time Flow Time Flow (hrs) (cf s) (hrs) (cf s) ----------------- ----------------- Mw 18 . 6 0 22 .4 0 18 . 7 0 22 . 5 0 18 . 8 0 22 . 6 0 18 . 9 0 22 . 7 0 "' 19 . 0 0 22 . 8 0 19 . 1 0 22 . 9 0 19 . 2 0 23 . 0 0 19 . 3 0 23 . 1 0 19 .4 0 23 . 2 0 19 . 5 0 23 . 3 0 19 . 6 0 23 .4 0 19 . 7 0 23 . 5 0 19 . 8 0 23 . 6 0 19 . 9 0 23 . 7 0 r 20 . 0 0 23 . 8 0 20 . 1 0 23 . 9 0 20 . 2 0 24 . 0 0 40 20 . 3 0 24 . 1 0 20 . 4 0 24 . 2 0 20 . 5 0 24 . 3 0 20 . 6 0 24 .4 0 20 . 7 0 24 . 5 0 20 . 8 0 24 . 6 0 20 . 9 0 24 . 7 0 21 . 0 0 24 . 8 0 21 . 1 0 24 . 9 0 21 . 2 0 25 . 0 0 21 . 3 0 25 . 1 0 21 . 4 0 25 . 2 0 21 . 5 0 25 . 3 0 21 . 6 0 25 .4 0 40 21 . 7 0 25 . 5 0 21 . 8 0 25 . 6 0 21 . 9 0 25 . 7 0 22 . 0 0 25 . 8 0 22 . 1 0 25 . 9 0 22 . 2 0 22 . 3 0 go 14 . 6 2 18 .4 0 14 . 7 2 18 . 5 0 on w mss wA w� Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 5 Return Frequency: 5 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP w Hydrograph file : --> C955 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 11 . 0 0 14 . 8 2 11 . 1 1 14 . 9 2 +eur 11 . 2 1 15 . 0 2 11 . 3 2 15 . 1 2 11 . 4 2 15 .2 2 11 . 5 3 15 . 3 2 11 . 6 3 15 .4 2 11 . 7 4 15 . 5 2 11 . 8 4 15 . 6 2 *" 11 . 9 5 15 . 7 2 12 . 0 7 15 . 8 1 12 . 1 12 15 . 9 1 12 . 2 20 16 . 0 1 12 . 3 22 16 . 1 1 12 .4 20 16 . 2 1 12 . 5 16 16 . 3 0 12 . 6 13 16 .4 0 12 . 7 9 16 . 5 0 12 . 8 6 16 . 6 0 +fir 12 . 9 5 16 . 7 0 13 . 0 5 16 . 8 0 13 . 1 4 16 . 9 0 13 . 2 3 17 . 0 0 13 . 3 3 17 . 1 0 13 .4 3 17 .2 0 13 . 5 3 17 .3 0 13 . 6 3 17 .4 0 13 . 7 3 17 . 5 0 13 . 8 3 17 . 6 0 13 . 9 2 17 . 7 0 14 . 0 2 17 . 8 0 14 . 1 2 17 . 9 0 14 . 2 2 18 . 0 0 14 . 3 2 18 . 1 0 14 . 4 2 18 . 2 0 14 . 5 2 18 . 3 0 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 4 Return Frequency: 5 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C955 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 14 . 0 14 . 3 14 . 6 15 . 0 15 . 5 16 . 0 16 . 5 17 . 0 17 . 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- MoAl 1 1 1 1 1 1 0 0 0 A2 1 1 1 1 1 0 0 0 0 A3 0 0 0 0 0 0 0 0 0 k 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 2 2 2 2 2 1 0 0 0 MR ------------------------------------------------------------------------------- e Subarea 18 . 0 19 . 0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------ ------------------------------------- WA1 0 0 0 0 0 ,A2 0 0 0 0 0 A3 0 0 0 0 0 A4 0 0 0 0 0 lo"------------------------------------------------------------------------------- Total (cfs) 0 0 0 0 0 g Im 40 4w 40 an Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 3 no Return Frequency: 5 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution "' (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 on Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C955 .HYD w COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED 40 40 Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12 . 1 12 . 2 12 . 3 12 .4 on Description hr hr hr hr hr hr hr hr hr Al 0 1 1 2 3 5 8 10 9 A2 0 1 1 1 2 3 5 7 8 wP,%3 0 0 1 2 2 4 6 5 3 k4 0 0 0 0 0 0 1 0 0 ---------------------------'---------------------------------------------------- Total (cfs) 0 2 3 5 7 12 20 22 20 '--------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 . 7 12 . 8 13 . 0 13 . 2 13 .4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr v------------------------------------------------------------------------------ k1 6 5 3 2 2 1 1 1 1 A2 7 6 5 3 2 1 1 1 1 A3 3 2 1 1 1 1 1 1 1 "�4 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 16 13 9 6 5 3 3 3 3 nes Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 2 40 Return Frequency: 5 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution 40 (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 aw Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C955 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED »» Summary of Subarea Times to Peak «« Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cf s) (hrs) -------------- -------------- ------------ A1 10 12 . 3 A2 8 12 .4 A3 6 12 . 2 A4 1 12 . 2' -------------- -------------- ------------ Composite Watershed 22 12 . 3 w u� M Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 1 Return Frequency: 5 years No TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C955 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED >>>> Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------------------------- Subarea AREA CN Tc * Tt Precip. Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- Al 3 . 55 93 . 0 0 . 20 0 . 00 4 . 00 3 . 22 I . 04 . 10 A2 3 . 88 88 . 0 0 . 30 0 . 00 4 . 00 2 . 73 I . 07 . 10 A3 2 . 13 90 . 0 0 . 10 0 . 00 4 . 00 2 . 92 I . 06 . 10 A4 0 . 32 78 . 0 0 . 10 0 . 00 4 . 00 1 . 89 I . 14 . 14 �r------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . I -- Subarea where user specified interpolation between Ia/p tables . Total area = 9 . 88 acres or 0 . 01544 sq.mi Peak discharge = 22 cfs WARNING: Drainage areas of two or more subareas differ by a factor of 5 or greater. �w >>>> Computer Modifications of Input Parameters <<<<< Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p *■ Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- A1 0 . 20 0 . 00 ** ** No Computed Ia/p < . 1 01,A2 0 . 26 0 . 00 0 . 30 0 . 00 No Computed Ia/p < . 1 A3 0 . 11 0 . 00 0 . 10 0 . 00 No Computed Ia/p < . 1 A4 0 . 10 0 . 00 ** ** Yes -- ------------------------------------------------------------------------------- " * Travel time from subarea outfall to composite watershed outfall point . ** Tc & Tt are available in the hydrograph tables . on Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 6 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 40 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C952 .HYD COOLEY/ DICKINSON HOSPITAL "ft 1995 DEVELOPMENT POND WATRSHED 00 on Time Flow Time Flow (hrs) (cf s) (hrs) (cf s) ----------------- ----------------- 18 . 6 0 22 .4 0 An 18 . 7 0 22 . 5 0 18 . 8 0 22 . 6 0 18 . 9 0 22 . 7 0 on 19 . 0 0 22 . 8 0 19 . 1 0 22 . 9 0 19: 2 0 23 . 0 0 19 . 3 0 23 . 1 0 .w 19 .4 0 23 .2 0 19 . 5 0 23 .3 0 19 . 6 0 23 .4 0 40 19 . 7 0 23 . 5 0 19 . 8 0 23 . 6 0 19 . 9 0 23 . 7 0 20 . 0 0 23 . 8 0 20 . 1 0 23 . 9 0 20 . 2 0 24 . 0 0 20 . 3 0 24 . 1 0 20 .4 0 24 . 2 0 20 . 5 0 24 . 3 0 20 . 6 0 24 .4 0 ,ss 20 . 7 0 24 . 5 0 20 . 8 0 24 . 6 0 20 . 9 0 24 . 7 0 .� 21 . 0 0 24 . 8 0 21 . 1 0 24 . 9 0 21 . 2 0 25 . 0 0 21 . 3 0 25 . 1 0 21 .4 0 25 . 2 0 21 . 5 0 25 . 3 0 21 . 6 0 25 .4 0 21 . 7 0 25 . 5 0 21 . 8 0 25 . 6 0 21 . 9 0 25 . 7 0 22 . 0 0 25 . 8 0 22 . 1 0 25 . 9 0 22 . 2 0 22 . 3 0 40 14 . 6 1 18 .4 0 14 . 7 1 18 .5 0 w .w Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 5 Return Frequency: 2 years Mw TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) No Executed: 08-06-1995 10 : 13 : 04 Watershed file: --> COOLEY95 .MOP Hydrograph file : --> C952 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED �w Time Flow Time Flow (hrs) (cf s) (hrs) (cf s) 4" ----------------- 11 . 0 0 14 . 8 0 11 . 1 0 14 . 9 0 11 . 2 0 15 . 0 0 11 . 3 0 15 . 1 0 11 .4 0 15 .2 0 11 . 5 1 15 .3 0 11 . 6 1 15 .4 0 11 . 7 2 15 . 5 0 11 . 8 2 15 .6 0 *0 11 . 9 3 15 . 7 0 12 . 0 5 15 . 8 0 12 . 1 8 15 . 9 0 40 12 . 2 13 16 . 0 0 12 . 3 15 16 . 1 0 12 .4 13 16 .2 0 12 . 5 11 16 .3 0 12 . 6 8 16 .4 0 12 . 7 6 16 . 5 0 12 . 8 5 16 . 6 0 ,w 12 . 9 4 16 . 7 0 13 . 0 3 16 . 8 0 13 . 1 2 16 . 9 0 13 . 2 2 17 . 0 0 13 . 3 2 17 . 1 0 13 .4 2 17 .2 0 13 . 5 2 17 .3 0 13 . 6 2 17 .4 0 13 . 7 2 17 . 5 0 13 . 8 2 17 . 6 0 13 . 9 2 17 . 7 0 14 . 0 2 17 . 8 0 14 . 1 2 17 . 9 0 14 . 2 2 18 . 0 0 14 . 3 2 18 . 1 0 14 .4 2 18 . 2 0 14 . 5 1 18 . 3 0 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 4 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C952 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED 0 Composite Hydrograph Summary (cfs) me------------------------------------------------------------------------------- Subarea 14 . 0 14 . 3 14 . 6 15 . 0 15 . 5 16 . 0 16 . 5 17 . 0 17 . 5 Description hr hr hr hr hr hr hr hr hr ------------------------------------------------------------------------------- ""�Al 1 1 1 0 0 0 0 0 0 42 1 1 0 0 0 0 0 0 0 A3 0 0 0 0 0 0 0 0 0 wA4 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 2 2 1 0 0 0 0 0 0 Mw ------------------------------------------------------------------------------- "' Subarea 18 . 0 19 . 0 20 . 0 22 . 0 26 . 0 Description hr hr hr hr hr ------------------------------------------------------------------------------- , 1 0 0 0 0 0 A2 0 0 0 0 0 A3 0 0 0 0 0 A4 0 0 0 0 0 Total (cfs) 0 0 0 0 0 on Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 3 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C952 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED �w Composite Hydrograph Summary (cfs) ------------------------------------------------------------------------------- Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12 . 0 12 . 1 12 . 2 12 . 3 12 .4 Description hr hr hr hr hr hr hr hr hr Al 0 0 1 1 2 3 6 7 6 A2 0 0 0 1 1 2 3 5 5 awwA3 0 0 0 1 2 3 4 3 2 A4 0 0 0 0 0 0 0 0 0 -------------------------------------------------'------------------------------ Total (cfs) 0 0 1 3 5 8 13 15 13 ! ------------------------------------------------------------------------------- Subarea 12 . 5 12 . 6 12 . 7 12 . 8 13 . 0 13 . 2 13 .4 13 . 6 13 . 8 Description hr hr hr hr hr hr hr hr hr w------------------------------------------------------------------------------- Al 4 3 2 2 1 1 1 1 1 A2 5 4 3 2 1 1 1 1 1 A3 2 1 1 1 1 0 0 0 0 4"A4 0 0 0 0 0 0 0 0 0 ------------------------------------------------------------------------------- Total (cfs) 11 8 6 5 3 2 2 2 2 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 2 Return Frequency: 2 years TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C952 .HYD COOLEY/ DICKINSON HOSPITAL 1995 DEVELOPMENT POND WATRSHED a >>>> Summary of Subarea Times to Peak <<<< Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cf s) (hrs) -------------- -------------- ------------ Al 7 12 . 3 A2 5 12 . 3 A3 4 12 . 2 A4 0 0 . 0 -------------- -------------- ------------ Composite Watershed 15 12 . 3 40 Quick TR-55 Version: 5 .46 SIN: 1315400246 Page 1 Return Frequency: 2 years ®w TR-55 TABULAR HYDROGRAPH METHOD Type III Distribution (24 hr. Duration Storm) Executed: 08-06-1995 10 : 13 : 04 Watershed file : --> COOLEY95 .MOP Hydrograph file : --> C952 .HYD COOLEY/ DICKINSON HOSPITAL w 1995 DEVELOPMENT POND WATRSHED >>>> Input Parameters Used to Compute Hydrograph <<<< ------------------------------------------------------------------------------- „� Subarea AREA CN Tc * Tt Precip. I Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- Al 3 . 55 93 . 0 0 .20 0 . 00 3 . 00 2 . 25 I . 05 . 10 A2 3 . 88 88 . 0 0 .30 0 . 00 3 . 00 1. 82 I . 09 . 10 A3 2 . 13 90 . 0 0 . 10 0 . 00 3 . 00 1. 98 I . 07 . 10 A4 0 . 32 78 . 0 0 . 10 0 . 00 3 . 00 1. 13 I . 19 . 19 ■w--------- ---------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point . I -- Subarea where user specified interpolation between Ia/p tables . w Total area = 9 . 88 acres or 0 . 01544 sq.mi Peak discharge = 15 cfs WARNING: Drainage areas of two or more subareas differ by a factor of 5 or greater. >>>> Computer Modifications of Input Parameters <<<<< Input Values Rounded Values Ia/p Subarea Tc * Tt Tc * Tt Interpolated Ia/p in Description (hr) (hr) (hr) (hr) (Yes/No) Messages ------------------------------------------------------------------------------- A1 0 . 20 0 . 00 ** ** No Computed Ia/p < . 1 mA2 0 . 26 0 . 00 0 . 30 0 . 00 No Computed Ia/p < . 1 A3 0 . 11 0 . 00 0 . 10 0 . 00 No Computed Ia/p < . 1 A4 0 . 10 0 . 00 ** ** Yes -- ------------------------------------------------------------------------------- ' " * Travel time from subarea outfall to composite watershed outfall point . ** Tc & Tt are available in the hydrograph tables . w" ON aw Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : DMH6-POND Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 3 . 00 ft Slope . . . . . . . . . . . . . 0 . 0750 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 31 . 32 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 90 ft Velocity. . . . . . . . . . 17 .43 fps Flow Area. . . . . . . . . 1 . 80 sf Critical Depth. . . . 1 . 82 ft Critical Slope . . . . 0 . 0063 ft/ft Percent Full . . . . . . 30 . 16 Full Capacity. . . . . 158 . 31 cfs QMAX @. 94D. . . . . . . . 170 . 29 cfs Froude Number. . . . . 3 . 80 (flow is Supercritical) wk Open Channel Flow Module, Version 3 . 21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 I IN qN Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB112-DMH62 Solve For Actual Depth Given Input Data : Diameter. . . . . . . . . . 3 . 00 ft Slope. . . . . . . . . . . . . 0 . 1000 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 31 . 32 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 84 ft Velocity. . . . . . . . . . 19 . 32 fps Flow Area. . . . . . . . . 1 . 62 sf Critical Depth. . . . 1 . 82 ft Critical Slope . . . . 0 . 0063 ft/ft Percent Full . . . . . . 28 . 01 Full Capacity. . . . . 182 . 80 cfs QMAX @. 94D. . . . . . . . 196 . 64 cfs Froude Number. . . . . 4 . 39 (flow is Supercritical) Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 40 as Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow 40 Worksheet Name : COOLEY/DICKINSON o Comment : CB111-CB112 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 3 . 00 ft Slope . . . . . . . . . . . . . 0 . 0200 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 30 . 00 cfs Computed Results : Depth. . . . . . . . . . . . . 1 .26 ft Velocity. . . . . . . . . . 10 . 67 fps Flow Area. . . . . . . . . 2 . 81 sf Critical Depth. . . . 1 . 77 ft Critical Slope . . . . 0 . 0062 ft/ft Percent Full . . . . . . 41 . 92 0 Full Capacity. . . . . 81 . 75 cfs QMAX @. 94D. . . . . . . . 87 . 94 cfs Froude Number. . . . . 1 . 93 (flow is Supercritical) eis Open Channel Flow Module, Version 3 . 21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB108-CB111 Solve For Actual Depth Given Input Data : Diameter. . . . . . . . . . 3 . 00 ft Slope . . . . . . . . . . . . . 0 . 0250 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 27 . 60 cfs Computed Results : Depth. . . . . . . . . . . . . 1 . 13 ft Velocity. . . . . . . . . . 11 . 32 fps Flow Area. . . . . . . . . 2 .44 sf Critical Depth. . . . 1 . 70 ft Critical Slope . . . . 0 . 0060 ft/ft Percent Full . . . . . . 37 . 69 0 Full Capacity. . . . . 91 .40 cfs QMAX @. 94D. . . . . . . . 98 . 32 cfs Froude Number. . . . . 2 . 18 (flow is Supercritical) ow 00 Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 40 4W Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON e Comment : CB110-CB111 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 1 . 25 ft Slope . . . . . . . . . . . . . 0 . 0500 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 2 .40 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 37 ft Velocity. . . . . . . . . . 7 . 87 fps Flow Area. . . . . . . . . 0 . 30 sf Critical Depth. . . . 0 . 62 ft Critical Slope . . . . 0 . 0076 ft/ft Percent Full . . . . . . 29 . 67 0 Full Capacity. . . . . 12 . 52 cfs QMAX @. 94D. . . . . . . . 13 .47 cfs Froude Number. . . . . 2 . 68 (flow is Supercritical) r a�sr Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB109-CB110 Solve For Actual Depth Given Input Data : Diameter. . . . . . . . . . 1 . 25 ft Slope . . . . . . . . . . . . . 0 . 0125 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 1 . 20 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 37 ft Velocity. . . . . . . . . . 3 . 93 fps Flow Area. . . . . . . . . 0 . 30 sf Critical Depth. . . . 0 .43 ft Critical Slope . . . . 0 . 0070 ft/ft Percent Full . . . . . . 29 . 67 0 Full Capacity. . . . . 6 . 26 cfs QMAX @. 94D. . . . . . . . 6 . 73 cf's Froude Number. . . . . 1 . 34 (flow is Supercritical) w Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 �r 40 ,R Circular Channel Analysis & Design Solved with Manning' s Equation 00 Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB107-CB108 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 1 . 50 ft Slope . . . . . . . . . . . . . 0 . 0230 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 5 . 52 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 66 ft Velocity. . . . . . . . . . 7 . 38 fps Flow Area. . . . . . . . . 0 . 75 sf Critical Depth. . . . 0 . 91 ft Critical Slope . . . . 0 . 0080 ft/ft Percent Full . . . . . . 43 . 97 Full Capacity. . . . . 13 . 81 cfs QMAX @. 94D. . . . . . . . 14 . 85 cfs Froude Number. . . . . 1 . 83 (flow is Supercritical) Mt w Open Channel Flow Module, Version 3 . 21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON ■w Comment : CB106-CB107 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 1 . 50 ft Slope . . . . . . . . . . . . . 0 . 0230 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 4 . 32 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 58 ft .w. Velocity. . . . . . . . . . 6 . 91 fps Flow Area. . . . . . . . . 0 . 63 sf Critical Depth. . . . 0 . 80 ft Critical Slope . . . . 0 . 0073 ft/ft Percent Full . . . . . . 38 .42 Full Capacity. . . . . 13 . 81 cfs QMAX @. 94D. . . . . . . . 14 . 85 cfs Froude Number. . . . . 1 . 86 (flow is Supercritical) �w Open Channel Flow Module, Version 3 . 21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 wu ON Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow 4 Worksheet Name : COOLEY/DICKINSON Ift Comment : CB105-CB106 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 1 . 25 ft Slope . . . . . . . . . . . . . 0 . 0170 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 3 . 12 cfs aw Computed Results : Depth. . . . . . . . . . . . . 0 . 57 ft Velocity. . . . . . . . . . 5 . 72 fps Flow Area. . . . . . . . . 0 . 55 sf Critical Depth. . . . 0 . 71 ft Critical Slope . . . . 0 . 0081 ft/ft Percent Full . . . . . . 45 . 66 a Full Capacity. . . . . 7 . 30 cfs QMAX @. 94D. . . . . . . . 7 . 85 cfs Froude Number. . . . . 1 . 52 (flow is Supercritical) s d Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation a Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB115-CB108 Solve For Actual Depth Given Input Data : Diameter. . . . . . . . . . 2 . 00 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 3 . 86 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 60 ft Velocity. . . . . . . . . . 4 . 85 fps Flow Area. . . . . . . . . 0 . 80 sf Critical Depth. . . . 0 . 69 ft Critical Slope . . . . 0 . 0060 ft/ft Percent Full . . . . . . 30 . 08 0 Full Capacity. . . . . 19 . 61 cfs QMAX @. 9-4D. . . . . . . . 21 . 09 cfs W Froude Number. . . . . 1 . 30 (flow is Supercritical) 40 No 40 Ift Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 4W on Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB102-CB108 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 3 . 00 ft Slope . . . . . . . . . . . . . 0 . 0200 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 19 . 76 cfs Computed Results : Depth. . . . . . . . . . . . . 1 . 00 ft �. Velocity. . . . . . . . . . 9 . 52 fps Flow Area. . . . . . . . . 2 . 07 sf Critical Depth. . . . 1 .43 ft Critical Slope . . . . 0 . 0056 ft/ft Percent Full . . . . . . 33 .48 Full Capacity. . . . . 81 . 75 cfs QMAX @. 94D. . . . . . ... 87 . 94 cfs Froude Number. . . . . 1 . 96 (flow is Supercritical) ..a Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation w Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB8-CB102 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 2 . 50 ft Slope . . . . . . . . . . . . . 0 . 0500 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 19 . 28 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 84 ft Velocity. . . . . . . . . . 13 . 35 fps Flow Area. . . . . . . . . 1 .44 sf Critical Depth. . . . 1 .49 ft Critical Slope . . . . 0 . 0067 ft/ft Percent Full . . . . . . 33 . 54 Full Capacity. . . . . 79 .49 cfs QMAX @. 94D. . . . . . . . 85 . 51 cfs Froude Number. . . . . 3 . 01 (flow is Supercritical) w Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 00 ,,o Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON 40 Comment : CB115-CB108 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 2 . 00 ft 40 Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 3 . 86 cfs sw Computed Results : Depth. . . . . . . . . . . . . 0 . 60 ft Velocity. . . . . . . . . . 4 . 85 fps Flow Area. . . . . . . . . 0 . 80 sf Critical Depth. . . . 0 . 69 ft Critical Slope . . . . 0 . 0060 ft/ft Percent Full . . . . . . 30 . 08 % Full Capacity. . . . . 19 . 61 cfs QMAX @. 94D. . . . ... . . 21 . 09 cfs wu Froude Number. . . . . 1 . 30 (flow is Supercritical) w Open Channel Flow Module, Version 3 . 21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON w Comment : CB114-CB115 ... Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 2 . 00 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 3 . 50 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 57 ft Velocity. . . . . . . . . . 4 . 72 fps Flow Area. . . . . . . . . 0 . 74 sf Critical Depth. . . . 0 . 65 ft Critical Slope . . . . 0 . 0059 ft/ft Percent Full . . . . . . 28 . 60 0 Full Capacity. . . . . 19 . 61 cfs QMAX @. 94D. . : . . . . . 21 . 09 cfs Froude Number. . . . . 1 . 30 (flow is Supercritical) «u. �r► .w Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 a� an 40 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow to Worksheet Name : COOLEY/DICKINSON Comment : CB113-CB114 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 1 . 25 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 0 . 44 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 24 ft Velocity. . . . . . . . . . 2 . 72 fps Flow Area. . . . . . . . . 0 . 16 sf Critical Depth. . . . 0 . 26 ft Critical Slope . . . . 0 . 0071 ft/ft Percent Full . . . . . . 18 . 96 °s Full Capacity. . . . . 5 . 60 cfs QMAX @. 94D: . . . . . . . 6 . 02 cfs Froude Number. . . . . 1 . 18 (flow is Supercritical) w Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 4W AN Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : SDMH1-CB114 Solve For Actual Depth Given Input Data : Diameter. . . . . . . . . . 1 . 50 ft Slope . . . . . . . . . . . . . 0 . 0160 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge . . . . . . . . . 3 . 08 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 53 ft Velocity. . . . . . . . . . 5 . 52 fps Flow Area. . . . . . . . . 0 . 56 sf Critical Depth. . . . 0 . 67 ft Critical Slope . . . . 0 . 0069 ft/ft Percent Full . . . . . . 35 . 32 Full Capacity. . . . . 11 . 52 cfs QMAX @. 94D. . . . . . . . 12 . 39 cfs Froude Number. . . . . 1 . 56 (flow is Supercritical) �s Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 on ,m Circular Channel Analysis & Design Solved with Manning' s Equation dw Open Channel - Uniform flow Worksheet Name : COOLEY/DICKINSON Comment : CB101-SDMH1 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . 1 . 50 ft Slope . . . . . . . . . . . . . 0 . 0100 ft/ft Manning' s n. . . . . . . 0 . 015 Discharge. . . . . . . . . 1 . 38 cfs Computed Results : Depth. . . . . . . . . . . . . 0 . 39 ft Velocity. . . . . . . . . . 3 . 72 fps Flow Area. . . . . . . . . 0 . 37 sf Critical Depth. . . . 0 .44 ft Critical Slope . . . . 0 . 0065 ft/ft Percent Full . . . . . . 26 . 31 0 Full Capacity. . . . . 9 . 10 cfs QMAX @'. 94D. . . . . . . . 9 . 79 cfs Froude Number. . . . . 1 . 24 (flow is Supercritical) w Open Channel Flow Module, Version 3 .21 (c) 1990 Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708 COWUTATION SHEET Page Job:.... IYOSPI ]AL �cpo-/....................... .................................................................. Date "19 - .......................................... Location: AZTMWT�Lf-........................... Comm. No.:Z.I- q6- 0 .................. Designer........Con......................... COWIINWED ON PACiF-11 14 AIR boll ece t /5 ;401 on cb10 0 1 :r0.01+ 24'1 an C-P) 50 MHi 0.6b C134b Rcp 140' -6= V-0(7 cilli �O C ft 4 ,17 0( 0,01 30 ct 1 19 ff, 90' 5w.019 C f31° c 6106 s�o.o23 S=0.023 6 I'S U.1 a LU Ctb 110 �ulcoq z q�� z > s rot 10 OIL SEP pd pi, !, / H6,51-';'11,4Z-COMPWATION SHEET Page..............fi .................................. Job:....... .`1...f•Q��d.� ... . V..... . ........................... Date..................................................... Location: /.Y`.:..............................,..................................... Comm. No.:. ....... ............. Designer........... ............................. _ l g C(N N q ' o MM � I� r- 'OD •. 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U::U:;U::U::U:G: U:U:U: L) U:U: co: :U: CJ 0 0 0 40 The existing pond data is based on information included in the report prepared by TCI Thompson consultants, Inc., the detention pond volume was calculated based on the latest survey plans, and are: 1. Pond volume at the elevation 184.80' (top of trapezoidal weir): 0.78 ac-ft 2. Discharge at an elevation of 184.70': 43 cfs 3. Pond volume at the elevation 185.33' (top of rectangular weir): 0.92 ac-ft 4. Discharge at an elevation of 185.33': 62 cfs 5. Elevation at the top of weir: 185.40' Calculations for the proposed conditions storm runoff to detention pond and discharge through existing weir structure were calculated for 2, 5, 10, 50 and 100 year storms, 24 hour duration. The calculations were generated using TR-55 methodology. The existing data is based on TCI Inc. calculations dated 9-04-90. The presented summary is for 10 and 100 year storm: 10 year 100 year 1. Existing condition peak inflow to the detention pond: 38 cfs 53 cfs 2. Existing condition peak outflow: 30 cfs 43 cfs 3. Existing conditions storage volume: 0.5 ac-ft 0.8 ac-ft 4. Proposed conditions peak inflow to the detention pond: 28 cfs 42 cfs 5. Proposed conditions peak outflow: 18.4 cfs 29.7 cfs 6. Proposed conditions storage volume: 0.59 ac-ft 0.81 ac-ft The proposed storm drainage system was designed not to increase the allowed outflow from the existing detention pond nor to exceed total existing detention pond capacity. As indicated above and detailed in the attached calculations the storm runoff from the proposed site will not exceed maximum capacity of the existing detention pond. A preliminary storm drainage analysis performed for the "Project 2000" based on the latest site improvements plans indicates, that only storm for 100 year frequency will raise the water level in the pond to the elevation of 185.42 feet (storage of 0.94 acre), which might require enlargement of the detention pond. EXECUTIVE SUMMARY PAGE 2/2 EXECUTIVE SUMMARY Proposed improvements to the hospital storm drainage on site include: 1. The new drainage system for the new parking area, removal of the existing drainage structures from the existing parking, connection of the new storm drainage system to the existing storm drainage discharging to the existing detention pond. The study includes: TABS 1. Analysis of remaining existing storm drainage system draining to the detention pond and design of proposed storm drainage piping for 10 year storm. 1 2. Pond watershed hydrographs- proposed conditions 2 3. Pond existing outlet structure data 3 4. Pond routing calculations - proposed conditions 4 5. Charts and nomographs used in calculations 5 Calculations summary for the remaining existing and proposed storm drainage system routed to the existing detention pond are based on the 10 year storm and are: 1. Proposed condition flow: 25.96 cfs 2. Accumulated time: 15 min. 3. Total area: 10.19 ac 4. Impervious (paved) area 6.89 ac 5. Pervious area: 3.3 ac EXECUTIVE SUMMARY PAGE 1/2 THE COOLEY DICKINSON HOSPITAL STORM DRAINAGE CALCULATIONS FOR PHASE I SITE IMPROVEMENTS August 11, 1995 #C-21-95-065 4 B VH Engineers, Inc. 50 Griffin Road South,Bloomfield,CT 06002 Tel:(203)286-9171 I Fax:(203)242-0236