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HomeMy WebLinkAboutSubdivision (147) REINO E. HYYPPA &ASSOCIATES _ -- / Civil Engineers&Land Surveyors !1 t:8.J �� z 124 Hebron Avenue /;<. p Glastonbury,Connecticut 06033 Ca r� Kenneth B. Smith, P.E. phone 011fok9218 William F. Klock, L.S. Fax W03)V3b �. January 3, 1995 SomWINDSOR M DE'L N Jerry Iazzetta, Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 -f P Re: Farm Brook Subdivision Detention Basin Dear Mr. lazzetta: As a result of our recent meeting regarding the deten- tion basin and its outlet, we have reviewed and revised our design and computations. Forwarded, herewith, is one copy of Pages 27, 28, 30-53, revised 12/94, showing these revis- ions which supersede like-numbered pages previously submit- ted. In reviewing our original submission, I was very embar- rassed to find that I had submitted the routing computations for a 15 inch opening instead of the 12 inch which was called for on the plans. (Several sizes were originally tried and when I called for a printout, I programmed the wrong one) . As you will see when you review these, there obviously is a further reduction in the flow out of the basin, with a slight increase in the depth. If you have any questions, please do not hesitate to contact me. Sincerely, REINO E. HYYPP & ASSOCIATES nneth B. Smith KBS/cb att. An Equal Opportunity Employer S.B.E.Certified REINO E: HYYPPA & ASSOCIATES PREPARED BY DATE CHECKED BY DATE PROJECT NO. Civil Engineers&Land Surveyors POV pt 9 y 124 Hebron Avenue _ Glastonbury,Connecticut 06033 -/p-�b �J- �-T OBJECT: SHEET NO. �r-3 V P-0 AL A -f e r -Tr) ('!/ CGS CCFS ) LLFS � EGFS� Jo r7 2`7 REINO E. HYYPPA & ASSOCIiAS PREPARED BY DATE CHECKED BY DATE PROJECT NO. Civil Engineers&Land Surveyors Qe✓ Dew 124 Hebron Avenue Glastonbury,Connecticut 06033 SUBJECT: r- SHEET NO. of (JC7L�/�� On, 'POND-2 Version: 5.10 SIN: 1220510102 Page 1 EXECUTED: 11-05-1994 21:54:33 Return Freq: 2 years ***************************** * * * FARM BROOK SUBDIVISION * SOUTH WINDSOR * DETENTION BASIN-ROUTING * * ***************************** Inflow Hydrograph: 18185A1 .HYD Rating Table file: 181-85R .PND ----INITIAL CONDITIONS---- Elevation = 122.75 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I ---------I--------- I----------I I------------I-------------i 1 122.75 1 0.0 1 0.0001 1 0.0 1 0.0 1 1 123.25 1 0.7 1 0.0301 1 7.3 1 8.0 1 1 123.75 1 2.2 1 0.1201 I 29.0 1 31.2 1 1 124.25 1 2.8 1 0.2901 1 70.2 1 73.0 1 1 124.75 1 3.4 1 0.5701 1 137.9 1 141.3 1 1 125.25 1 3.9 1 0.9601 1 232.3 1 236.2 1 1 125.75 1 4.3 1 1.4201 1 343.6 1 347.9 1 1 126.25 1 4.8 1 1.9301 1 467.1 1 471.9 1 1 126.75 1 5.1 1 2.4701 1 597.7 1 602.8 1 1 127.00 1 5.2 1 2.7501 1 665.5 1 670.7 1 1 128.00 1 5.9 I 3.9201 1 948.6 1 954.5 1 1 128.25 1 6.1 1 4.2301 1 1023.7 1 1029.8 1 ------------------------------ -------------------------- Time increment (t) = 0.100 hrs. IZ�✓ IZ�9y POND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 11-05-1994 21:54:33 Return Freq: 2 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185R1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) 1 I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I ---------I I---------I ------------I -----------i---------I ---------I 1 11.000 1 0.001 1 ----- 1 0.0 1 0.01 0.00 1 122.75 1 1 11.100 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.200 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.300 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.400 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.500 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.600 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.700 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.800 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 11.900 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 12.000 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 122.75 1 1 12. 100 1 1.001 1 1.0 1 0.8 1 1.01 0.09 1 122.81 1 1 12.200 1 1.001 1 2.0 1 2.3 1 2.81 0.25 1 122.93 1 1 12.300 1 3.001 1 4.0 1 5.2 1 6.31 0.56 1 123.15 1 1 12.400 1 7.001 1 10.0 1 12.9 1 15.21 1.17 1 123.41 1 1 12.500 1 11.001 1 18.0 1 26.5 1 30.91 2.18 1 123.74 1 '1 12.600 1 12.001 1 23.0 1 44.6 1 49.51 2.46 1 123.97 1 1 12.700 1 12.001 1 24.0 1 63.1 1 68.61 2.74 1 124.20 1 1 12.800 1 11.001 1 23.0 1 80.3 1 86.11 2.92 1 124.35 I 1 12.900 1 9.001 1 20.0 1 94.2 1 100.31 3.04 1 124.45 1 1 13.000 1 7.001 1 16.0 1 104.0 1 110.21 3.13 1 124.52 1 1 13. 100 1 6.001 1 13.0 1 110.6 1 117.01 3.19 1 124.57 1 1 13.200 1 5.001 1 11.0 1 115.1 1 121.61 3.23 1 124.61 1 1 13.300 1 4.001 1 9.0 1 117.6 1 124.11 3.25 1 124.62 1 1 13.400 1 3.001 1 7.0 1 118.1 1 124.61 3.25 1 124.63 1 1 13.500 1 3.001 1 6.0 1 117.6 1 124.11 3.25 1 124.62 1 1 13.600 1 3.001 1 6.0 1 117.1 1 123.61 3.24 1 124.62 1 1 13.700 1 3.001 1 6.0 1 116.7 1 123.11 3.24 1 124.62 1 1 13.800 1 3.001 1 6.0 1 116.2 1 122.71 3.24 1 124.61 1 1 13.900 1 2.001 1 5.0 1 114.7 1 121.21 3.22 1 124.60 1 1 14.000 1 2.001 1 4.0 1 112.3 1 118.71 3.20 1 124.58 1 1 14.100 1 2.001 1 4.0 1 110.0 1 116.31 3.18 1 124.57 1 1 14.200 1 2.001 1 4.0 1 107.7 1 114.01 3.16 1 124.55 1 1 14.300 1 2.001 1 4.0 1 105.4 1 111.71 3.14 1 124.53 1 1 14.400 1 2.001 1 4.0 1 103.1 1 109.41 3.12 1 124.52 1 1 14.500 1 2.001 1 4.0 1 100.9 1 107.11 3.10 1 124.50 1 1 14.600 1 2.001 1 4.0 1 98.8 1 104.91 3.08 1 124.48 1 1 14.700 1 2.001 1 4.0 1 96.7 1 132.81 3.06 1 124.47 1 1 14.800 1 2.001 1 4.0 1 94.6 1 100.71 3.04 1 124.45 1 1 14.900 1 2.001 1 4.0 1 92.5 1 98.61 3.02 1 124.44 1 1 15.000 1 2.001 1 4.0 1 90.5 1 96.51 3.01 1 124.42 1 1 15.100 1 2.001 1 4.0 1 88.5 1 94.51 2.99 1 124.41 1 1 -15.200 1 2.001 1 4.0 1 86.6 1 92.51 2.97 1 124.39 --1 -- 1 15.300 1 2.001 1 4.0 1 84.7 1 90.61 2.95 1 124.38 1 1 15.400 1 2.001 1 4.0 1 82.8 1 88.71 2.94 1 124.36 I ------------------ ------------------------------------------------------ 31 POND-2 Version: 5.10 SIN: 1220510102 Page 3 , EXECUTED: 11-05-1994 21:54:33 Return Freq: 2 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185R1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I --------I---------I I ---------I ------------I-----------I---------I---------I 1 15.500 I 2.001 1 4.0 1 81.0 1 86.81 2.92 1 124.35 1 1 15.600 1 2.001 1 4.0 1 79.2 1 85.01 2.91 1 124.34 1 1 15.700 1 2.001 1 4.0 1 77.4 1 83.21 2.89 1 124.32 1 1 15.800 1 1.001 1 3.0 1 74.6 1 80.41 2.86 1 124.30 1 1 15.900 1 1.001 1 2.0 1 71.0 1 76.61 2.83 1 124.28 1 1 16.000 1 1.001 1 2.0 1 67.4 1 73.01 2.80 1 124.25 1 1 16.100 1 1.001 1 2.0 1 63.9 1 69.41 2.75 1 124.21 1 1 16.200 1 1.001 1 2.0 1 60.5 1 65.91 2.70 1 124.16 1 1 16.300 1 1.001 1 2.0 1 57.2 1 62.51 2.65 1 124.12 1 1 16.400 1 1.001 1 2.0 1 54.0 1 59.21 2.60 1 124.08 1 1 16.500 1 1.001 1 2.0 1 50.9 1 56.01 2.56 1 124.05 1 1 16.600 1 1.001 1 2.0 1 47.9 1 52.91 2.51 1 124.01 1 1 16.700 1 1.001 1 2.0 1 44.9 1 49.91 2.47 1 123.97 1 1 16.800 1 1.001 1 2.0 1 42.1 1 46.91 2.43 1 123.94 1 1 16.900 1 1.001 1 2.0 1 39.3 1 44.11 2.38 1 123.90 1 1 17.000 1 1.001 1 2.0 1 36.6 1 41.31 2.34 1 123.87 1 1 17.100 1 1.001 1 2.0 1 34.0 1 38.61 2.31 1 123.84 1 1 17.200 1 1.001 1 2.0 1 31.5 1 36.01 2.27 1 123.81 1 1 17.300 1 1.001 1 2.0 1 29.0 1 33.51 2.23 1 123.78 1 1 17.400 1 1.001 1 2.0 1 26.6 1 31.01 2.18 1 123.74 1 1 17.500 1 1.001 1 2.0 1 24.6 1 28.61 2.03 1 123.69 1 1 17.600 1 1.001 1 2.0 1 22.8 1 26.61 1.90 1 123.65 1 1 17.700 1 1.001 1 2.0 1 21.2 1 24.81 1.78 1 123.61 1 1 17.800 1 1.001 1 2.0 1 19.8 1 23.21 1.68 1 123.58 1 1'. 17.900 1 1.001 1 2.0 1 18.6 1 21.81 1.59 1 123.55 1 1 18.000 1 1.001 1 2.0 1 17.6 1 20.61 1.52 1 123.52 1 1 18.100 1 1.001 1 2.0 1 16.7 1 19.61 1.45 1 123.50 1 1 18.200 1 1.001 1 2.0 1 15.9 1 18.71 1.39 1 123.48 1 1 18.300 1 1.001 1 2.0 1 15.2 1 17.91 1.34 1 123.46 1 1 18.400 1 1.001 1 2.0 1 14.6 1 17.21 1.30 1 123.45 1 1 18.500 1 1.001 1 2.0 1 14.1 1 16.61 1.26 1 123.44 1 1 18.600 1 1.001 1 2.0 1 13.7 1 16.11 1.23 1 123.43 1 1 18.700 I 1.001 1 2.0 1 13.3 1 15.71 1.20 1 123.42 1 1 18.800 1 1.001 1 2.0 1 12.9 1 15.31 1.17 1 123.41 1 1 18.900 1 1.001 1 2.0 1 12.6 1 14.91 1.15 1 123.40 1 1 19.000 1 1.001 1 2.0 1 12.4 1 14.61 1.13 1 123.39 1 1 19.100 1 1.001 1 2.0 1 12.2 1 14.41 1.11 1 123.39 1 1 19.200 1 1.001 1 2.0 1 12.0 1 14.21 1.10 1 123.38 1 1 19.300 1 1.001 1 2.0 1 11.8 1 14.01 1.09 1 123.38 1 1 19.400 1 1.001 1 2.0 1 11.6 1 13.81 1.08 1 123.38 1 1 19.500 1 1.001 1 2.0 1 11.5 1 13.61 1.07 1 123.37 1 1 19.600 1 1.001 1 2.0 1 11.4 1 13.51 1.06 1 123.37 1 119.700 I 1.001 1 2.0 1 11.3 1 13.41 1.05 1 123.37-A -- 1 19.800 1 1.001 1 2.0 1 11.2 1 13.31 1.04 1 123.36 1 1 19.900 1 1.001 1 2.0 1 11.1 1 13.21 1.04 1 123.36 1 1 20.000 1 1.001 1 2.0 1 11.1 1 13.11 1.03 1 123.36 1 ------------------ ------------------------------------------------------ 32 POND-2 Version: 5.10 SIN: 1220510102 Page 4 EXECUTED: 11-05-1994 21:54:33 Return Freq: 2 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185R1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I. TIME 1 INFLOW I I I1+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I ---------I I --------- I------------I-----------I---------I ---------I 1 20.100 1 1.001 1 2.0 1 11.0 1 13.11 1.03 1 123.36 1 1 20.200 1 1.001 1 2.0 ► 11.0 1 13.01 1.02 1 123.36 1 1 20.300 1 1.001 1 2.0 1 10.9 1 13.01 1.02 1 123.36 1 1 20.400 1 1.001 1 2.0 1 10.9 1 12.91 1.02 1 123.36 1 1 20.500 ► 1.001 1 2.0 1 10.8 1 12.91 1.02 1 123.36 1 1 20.600 1 1.001 1 2.0 1 10.8 1 12.81 1.01 1 123.35 1 1 20.700 1 1.001 1 2.0 1 10.8 1 12.81 1.01 1 123.35 1 1 20.800 1 1.001 1 2.0 1 10.8 1 12.81 1.01 1 123.35 1 1 20.900 1 1.001 1 2.0 1 10.7 1 12.81 1.01 1 123.35 1 1 21.000 1 1.001 1 2.0 1 10.7 1 12.71 1.01 1 123.35 1 1 21 .100 1 1.001 1 2.0 1 10.7 1 12.71 1.01 1 123.35 1 1 21.200 1 1.001 1 2.0 1 10.7 1 12.71 1.01 1 123.35 1 1 21.300 1 1.001 1 2.0 1 10.7 1 12.71 1.01 1 123.35 1 1 21 .400 1 1.001 1 2.0 1 10.7 1 12.71 1.00 1 123.35 1 1 21.500 1 1.001 1 2.0 1 10.7 1 12.71 1.00 1 123.35 1 1 21.600 1 1.001 1 2.0 1 10.7 1 12.71 1.00 1 123.35 1 1 21.700 1 1.001 1 2.0 1 10.7 1 12.71 1.00 1 123.35 1 1 21.800 1 1.001 1 2.0 1 10.7 1 12.71 1.00 1 123.35 1 1 21.900 1 1.001 1 2.0 1 10.6 1 12.71 1.00 1 123.35 1 1 22.000 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.100 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.200 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.300 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.400 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.500 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.600 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.700 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.800 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 22.900 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 23.000 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 23.100 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 23.200 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 23.300 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 123.400 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 I 1 23.500 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 23.600 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 23.700 1 1.001 1 2.0 1 10.6 1 12.6► 1.00 1 123.35 1 1 23.800 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 23.900 1 1.001 1 2.0 1 10.6 1 12.61 1.00 1 123.35 1 1 24.000 1 0.001 1 1.0 1 9.7 1 11.61 0.94 1 123.33 1 1 24.100 1 0.001 1 0.0 1 8.1 1 9.71 0.82 1 123.29 1 1 24.200 1 0.001 1 0.0 1 6.7 1 8.11 0.71 1 123.25 1 1 24.300 1 0.001 1 0.0 1 5.5 1 6.71 0-.59 1 123.17 1 -- 1 24.400 1 0.001 1 0.0 1 4.5 1 5.51 0.49 1 123.10 1 1 24.500 1 0.001 1 0.0 1 3.7 1 4.51 0.40 1 123.04 1 1 24.600 1 0.001 1 0.0 1 3.1 1 3.71 0.33 1 122.99 1 ------------------ ------------------------------------------------------ 33 POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 11-05-1994 21:54:33 Return Freq: 2 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185R1 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ 1 TIME I INFLOW I I Il+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) 1 (ft) I I --------I --------- I I--------- I------------I -----------I---------I ---------I 1 24.700 1 0.001 1 0.0 1 2.5 I 3.11 0.27 1 122.94 1 1 24.800 1 0.001 1 0.0 1 2.1 1 2.51 0.22 1 122.91 1 1 24.900 1 0.001 1 0.0 1 1.7 1 2.11 0.18 1 122.88 1 1 25.000 1 0.001 1 0.0 1 1.4 1 1.71 0.15 1 122.86 1 1 25.100 1 0.001 1 0.0 1 1.2 1 1.41 0.13 1 122.84 1 1 25.200 1 0.001 1 0.0 1 1.0 1 1.21 0.10 1 122.82 1 1 25.300 1 0.001 1 0.0 1 0.8 1 1.01 0.09 1 122.81 1 1 25.400 1 0.001 1 0.0 1 0.7 1 0.81 0.07 1 122.80 1 1 25.500 1 0.001 1 0.0 1 0.5 1 0.71 0.06 1 122.79 1 1 25.600 1 0.001 1 0.0 1 0.4 1 0.51 0.05 1 122.78 1 1 25.700 1 0.001 1 0.0 1 0.4 1 0.41 0.04 1 122.78 1 1 25.800 1 0.001 1 0.0 1 0.3 1 0.41 0.03 1 122.77 1 1 25.900 1 0.001 1 0.0 1 0.2 1 0.31 0.03 1 122.77 1 ----------------- ------------------------------------------------------ ]2,a✓ 1 Z/9 y (IR POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 11-05-1994 21:54:33 Return Freq: 2 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85R .PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 18185R1 .HYD Starting Pond W.S. Elevation = 122.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 12.00 cfs Peak Outflow = 3.25 cfs Peak Elevation = 124.63 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 0.50 ac-ft --------------- Total Storage in Pond = 0.50 ac-ft Q4w����I �:J POND-2 Version: 5.10 SIN: 1220510102 Page 1 EXECUTED: 11-05-1994 21:55:55 Return Freq: 10 years * * * FARM BROOK SUBDIVISION * SOUTH WINDSOR * DETENTION BASIN-ROUTING * * Inflow Hydrograph: 18185A3 .HYD Rating Table file: 181-85R .PND ----INITIAL CONDITIONS---- Elevation = 122.75 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I---------I---------1 ----------I I------------I-------------I 1 122.75 1 0.0 1 0.0001 I 0.0 1 0.0 1 1 123.25 1 0.7 1 0.0301 I 7.3 1 8.0 1 1 123.75 1 2.2 1 0.1201 1 29.0 1 31.2 1 1 124.25 1 2.8 1 0.2901 1 70.2 1 73.0 1 1 124.75 1 3.4 1 0.5701 1 137.9 1 141.3 1 1 125.25 1 3.9 1 0.9601 1 232.3 1 236.2 1 1 125.75 1 4.3 1 1.4201 1 3,43.6 1 347.9 1 1 126.25 1 4.8 1 1.9301 1 467.1 1 471.9 1 1 126.75 1 5.1 1 2.4701 1 597.7 1 602.8 1 1 127.00 1 5.2 1 2.7501 1 66.5.5 1 670.7 1 1 128.00 1 5.9 1 3.9201 1 948.6 1 954.5 1 I 128.25 1 6.1 1 4.2301 1 1023.7 1 1029.8 1 ------------------------------ -------------------------- Time increment (t) = 0.100 hrs. PeN IZf4�� 3Z POND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 11-05-1994 21:55:55 Return Freq: 10 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185R3 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------•------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) 1 I --------I ---------I I--------- I ------------ I-----------I---------I---------I 1 11.000 1 1.001 1 ----- 1 0.0 1 0.01 0.00 1 122.75 1 1 11.100 1 1.001 1 2.0 1 1.6 1 2.01 0.18 1 122.88 1 1 11.200 1 1.001 1 2.0 1 3.0 1 3.61 0.32 1 122.98 1 1 11.300 1 1.001 1 2.0 1 4.1 1 5.01 0.44 1 123.06 1 1 11.400 1 1.001 1 2.0 1 5.0 1 6.11 0.54 1 123.13 1 1 11.500 1 1.001 1 2.0 1 5.8 1 7.01 0.62 1 123.19 1 1 11.600 1 1.001 1 2.0 1 6.4 1 7.81 0.69 1 123.24 1 1 11.700 1 1.001 1 2.0 1 7.0 1 8.41 0.73 1 123.26 1 1. 11.800 1 2.001 1 3.0 1 8.3 1 10.01 0.83 1 123.29 1 1 11.900 1 2.001 1 4.0 1 10.4 1 12.31 0.98 1 123.34 1 1 12.000 1 3.001 1 5.0 1 13.0 1 15.41 1.18 1 123.41 1 1 12.100 1 4.001 1 7.0 1 17.0 1 20.01 1.48 1 123.51 1 1 12.200 1 6.001 1 10.0 1 23.2 1 27.01 1.93 1 123.66 1 1 12.300 1 11.001 1 17.0 1 35.5 1 40.21 2.33 1 123.86 1 1 12.400 1 20.001 1 31.0 1 61.1 1 66.51 2.71 1 124.17 1 1 12.500 1 27.001 1 47.0 1 101.9 1 108.11 3.11 1 124.51 1 1 12.600 1 29.001 1 56.0 1 150.9 1 157.91 3.49 1 124.84 1 1 12.700 1 27.001 1 56.0 1 199.4 1 206.91 3.75 1 125.10 1 1 12.800 1 24.001 1 51.0 1 242.5 1 250.41 3.95 1 125.31 1 1 12.900 1 20.001 1 44.0 1 278.4 1 286.51 4.08 1 125.48 1 1 13.000 1 15.001 1 35.0 1 305.0 1 313.41 4.18 1 125.60 1 1 13.100 1 12.001 1 27.0 1 323.5 1 332.01 4.24 1 125.68 1 1 13.200 1 10.001 1 22.0 1 337.0 1 345.51 4.29 1 125.74 1 1 13.300 1 8.001 1 18.0 1 346.3 1 355.01 4.33 1 125.78 1 1 13.400 1 7.001 1 15.0 1 352.6 1 361.31 4.35 1 125.80 1 1 13.500 1 7.001 1 14.0 1 357.8 1 366.61 4.38 1 125.83 1 1 13.600 1 6.001 1 13.0 1 362.1 1 370.81 4.39 1 125.84 1 1 13.700 1 6.001 1 12.0 1 365.2 1 374.11 4.41 1 125.86 1 1 13.800 1 5.001 1 11.0 1 367.4 1 376.21 4.41 1 125.86 1 1 13.900 1 5.001 1 10.0 1 368.6 1 377.41 4.42 1 125.87 1 1 14.000 1 5.001 1 10.0 1 369.7 1 378.61 4.42 1 125.87 1 1 14.100 1 5.001 1 10.0 1 370.9 1 379.71 4.43 1 125.88 1 1 14.200 1 4.001 1 9.0 1 371.0 1 379.91 4.43 1 125.88 1 1 14.300 1 4.001 1 8.0 1 370.2 1 379.01 4.43 1 125.88 1 1 14.400 1 4.001 1 8.0 1 369.3 1 378.21 4.42 1 125.87 1 1 14.500 1 4.001 1 8.0 1 368.5 1 377.31 4.42 1 125.87 1 1 14.600 1 4.001 1 8.0 1 367.7 1 376.51 4.42 1 125.87 1 1 14.700 1 4.001 1 8.0 1 366.8 1 375.71 4.41 1 125.86 1 1 14.800 1 4.001 1 8.0 1 366.0 1 374.81 4.41 1 125.86 1 1 14.900 1 3.001 1 7.0 1 364.2 1 373.01 4.40 1 125.85 1 1 15.000 1 3.001 1 6.0 1 361.4 1 370.21 4.39 1 125.84 1 1 15.100 1 3.001 1 6.0 1 358.7 1 367.41 4.38 1 125.83 1 1-15.200 1 3:001 1 6.-0 1 355.9 1 364.71 4-.37 1 125.82 -1 -- 115.300 1 3.001 1 6.0 1 353.2 1 361.91 4.36 1 125.81 1 1 15.400 1 3.001 1 6.0 1 350.5 1 359.21 4.35 1 125.80 1 ------------------ ------------------------------------------------------ S2c,� 37 POND-2 Version: 5.10 SIN: 1220510102 Page 3 EXECUTED: 11-05-1994 21:55:55 Return Freq: 10 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185R3 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I I1+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I -------- I---------I I---------I------------I-----------I ---------I--------- I 1 15.500 1 3.001 1 6.0 1 347.9 1 356.51 4.33 1 125.78 1 1 15.600 1 3.001 1 6.0 1 345.2 1 353.91 4.32 1 125.77 1 1 15.700 1 3.001 1 6.0 1 342.6 1 351.21 4.31 1 125.76 1 1 15.800 1 3.001 1 6.0 1 340.0 1 348.61 4.30 1 125.75 1 1 15.900 1 3.001 1 6.0 1 337.4 1 346.01 4.29 1 125.74 1 1 16.000 1 3.001 1 6.0 1 334.8 1 343.41 4.28 1 125.73 1 1 16.100 1 3.001 1 6.0 1 332.3 1 340.81 4.27 1 125.72 1 1 16.200 1 3.001 1 6.0 1 329.8 1 338.31 4.27 1 125.71 1 1 16.300 1 2.001 1 5.0 1 326.2 1 334.81 4.25 1 125.69 1 1 16.400 1 2.001 I 4.0 1 321.8 1 330.21 4.24 1 125.67 1 1 16.500 1 2.001 1 4.0 1 317.3 1 325.81 4.22 1 125.65 1 1 16.600 1 2.001 1 4.0 1 312.9 1 321.31 4.20 1 125.63 1 1 16.700 1 2.001 1 4.0 1 308.5 1 316.91 4.19 1 125.61 1 1 16.800 1 2.001 1 4.0 1 304.2 1 312.51 4.17 1 125.59 1 1 16.900 1 2.001 1 4.0 1 299.9 1 308.21 4.16 1 125.57 1 1 17.000 1 2.001 1 4.0 1 295.6 1 303.91 4.14 1 125.55 1 1 17.100 1 2.001 1 4.0 1 291.3 1 299.61 4.13 1 125.53 1 117.200 1 2.001 1 4.0 1 287.1 1 295.31 4.11 1 125.51 1 1 17.300 1 2.001 1 4.0 1 282.9 1 291.11 4.10 1 125.50 1 1 17.400 1 2.001 1 4.0 1 278.8 1 286.91 4.08 1 125.48 1 1 17.500 1 2.001 1 4.0 1 274.6 1 282.81 4.07 1 125.46 1 1 17.600 1 2.001 1 4.0 1 270.5 1 278.61 4.05 1 125.44 1 1 17.700 1 2.001 1 4.0 1 266.5 1 274.51 4.04 1 125.42 1 1 17.800 1 2.001 1 4.0 1 262.4 1 270.51 4.02 1 125.40 1 1 17.900 1 2.001 1 4.0 1 258.4 1 266.41 4.01 1 125.39 1 1 18.000 1 2.001 1 4.0 1 254.4 1 262.41 3.99 1 125.37 1 1 18.100 1 2.001 1 4.0 1 250.4 1 258.41 3.98 1 125.35 1 1 18.200 1 2.001 1 4.0 1 246.5 1 254.41 3.97 1 125.33 1 1 18.300 1 2.001 1 4.0 1 242.6 1 250.51 3.95 1 125.31 1 1 18.400 1 2.001 1 4.0 1 238.7 1 246.61 3.94 1 125.30 1 1 18.500 1 2.001 1 4.0 1 234.9 1 242.71 3.92 1 125.28 1 1 18.600 1 1.001 1 3.0 1 230.1 1 237.91 3.91 1 125.26 1 1 18.700 1 1.001 1 2.0 1 224.3 1 232.11 3.88 1 125.23 1 118.800 1 1.001 1 2.0 1 218.6 1 226.31 3.85 1 125.20 1 1 18.900 1 1.001 1 2.0 1 213.0 1 220.61 3.82 1 125.17 1 1 19.000 1 1.001 1 2.0 1 207.4 1 215.01 3.79 1 125.14 1 1 19.100 1 1.001 1 2.0 1 201.9 1 209.41 3.76 1 125.11 1 1 19.200 I 1.001 1 2.0 1 196.4 1 203.91 3.73 1 125.08 1 1 19.300 1 1.001 1 2.0 1 191.0 1 198.41 3.70 1 125.05 1 L 19.400 1 1.001 1 2.0 1 185.7 1 193.01 3.67 1 125.02 1 1' 19.500 1 1.001 1 2.0 1 180.4 1 187.71 3.64 1 124.99 1 1 19.600 1 1.001 1 2.0 1 175.2 1 182.41 3.62 1 124.97 1 1-19.700 I 1.001 1 2-.0 1 170.0 1 177.21 -3.59 1 124.94-4 119.800 1 1.001 1 2.0 1 164.9 1 172.01 3.56 1 124.91 1 1 19.900 1 1.001 1 2.0 1 159.8 1 166.91 3.53 1 124.88 1 1 20.000 1 1.001 1 2.0 1 154.8 1 161.81 3.51 1 124.86 1 ------------------ ------------------------------------------------------ ev 17,14Y 3� POND-2 Version: 5.10 SIN: 1220510102 Page 4 EXECUTED: 11-05-1994 21:55:55 Return Freq: 10 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185R3 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I ---------I I ---------1------------I -----------1---------I ---------I 1 20.100 1 1.001 1 2.0 1 149.8 1 156.81 3.48 1 124.83 1 1 20.200 1 1.001 1 2.0 1 144.9 1 151.81 3.46 1 124.81 1 1 20.300 1 1.001 1 2.0 1 140.1 1 146.91 3.43 1 124.78 1 1 20.400 1 1.001 1 2.0 1 135.2 1 142.11 3.40 1 124.75 1 1 20.500 1 1.001 1 2.0 1 130.5 1 137.21 3.36 1 124.72 1 1 20.600 1 1.001 1 2.0 1 125.9 1 132.51 3.32 1 124.69 1 1 20.700 1 1.001 1 2.0 1 121.3 1 127.91 3.28 1 124.65 1 1 20.800 1 1 .001 1 2.0 1 116.8 1 123.31 3.24 1 124.62 1 1 20.900 1 1.001 1 2.0 1 112.4 1 118.81 3.20 1 124.59 1 1 21 .000 1 1.001 1 2.0 1 108.1 1 114.41 3.16 1 124.55 1 1 21 .100 1 1.001 1 2.0 1 103.8 1 110.11 3.13 1 124.52 1 1 21.200 1 1.001 1 2.0 1 99.7 1 105.81 3.09 I 124.49 1 1 21.300 1 1.001 1 2.0 1 95.6 1 101.71 3.05 1 124.46 1 C. 21.400 1 1.001 1 2.0 1 91.5 1 97.61 3.02 1 124.43 1 1 21.500 1 1.001 1 2.0 1 87.6 1 93.51 2.98 1 124.40 1 1 21.600 1 1.001 1 2.0 1 83.7 1 89.61 2.95 1 124.37 1 1 21 .700 1 1.001 1 2.0 1 79.9 1 85.71 2.91 1 124.34 1 1 21 .800 1 1.001 1 2.0 1 76.1 1 81.91 2.88 1 124.31 1 1 21.900 1 1.001 1 2.0 1 72.4 1 78.11 2.84 1 124.29 1 1 22.000 1 1.001 1 2.0 1 68.8 1 74.41 2.81 1 124.26 1 1 22.100 1 1.001 1 2.0 1 65.2 1 70.81 2.77 1 124.22 1 1 22.200 1 1.001 1 2.0 1 61.8 1 67.21 2.72 1 124.18 1 1 22.300 1 1.001 1 2.0 1 58.5 1 63.81 2.67 1 124.14 1 1 22.400 1 1.001 1 2.0 1 55.2 1 60.51 2.62 1 124.10 1 1 22.500 1 1.001 1 2.0 1 52.1 1 57.21 2.57 1 124.06 1 1 22.600 1 1.001 1 2.0 1 49.0 1 54.11 2.53 1 124.02 1 1 22.700 1 1.001 1 2.0 1 46.1 1 51.01 2.48 1 123.99 1 122.800 1 1.001 1 2.0 1 43.2 1 48.11 2.44 1 123.95 1 1 22.900 1 1.001 1 2.0 1 40.4 1 45.21 2.40 1 123.92 1 1 23.000 1 1.001 1 2.0 1 37.7 1 42.41 2.36 1 123.88 1 1 23.100 1 1.001 1 2.0 1 35.0 1 39.71 2.32 1 123.85 1 1 23.200 1 1.001 1 2.0 1 32.4 1 37.01 2.28 1 123.82 1 1 23.300 1 1.001 1 2.0 1 30.0 1 34.41 2.25 1 123.79 1 1 23.400 1 1.001 1 2.0 1 27.5 1 32.01 2.21 1 123.76 1 1 23.500 1 1.001 1 2.0 1 25.4 1 29.51 2.09 1 123.71 I 1 23.600 1 1.001 1 2.0 1 23.5 1 27.41 1.95 1 123.67 1 1 23.700 1 1.001 1 2.0 1 21.8 1 25.51 1.83 1 123.63 1 1 23.800 1 1.001 1 2.0 1 20.4 1 23.81 1.72 1 123.59 1 1 23.900 1 1.001 1 2.0 1 19.1 1 22.41 1.63 1 123.56 1 1 24.000 1 0.001 1 1.0 1 17.1 1 20.11 1.48 1 123.51 I 1 24.100 1 0.001 1 0.0 1 14.6 1 17.11 1.29 1 123.45 1 1 24.200 1 0.001 1 0.0 1 12.3 1 14.61 1.13 1 123.39 1 1- 24.300 1 0.001 1 0.0 1 10.3 1 12.31 -0.98 1 123.34 -1 - 1 24.400 1 0.001 1 0.0 1 8.6 1 10.31 0.85 1 123.30 1 1 24.500 1 0.001 1 0.0 1 7.2 1 8.61 0.74 1 123.26 1 1 24.600 1 0.001 1 0.0 1 5.9 1 7.21 0.63 1 123.20 1 ------------------ ------------------------------------------------------ �e,r POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 11-05-1994 21:55:55 Return Freq: 10 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185R3 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I --------I --------- I I --------- I------------ I-----------I ---------I---------I 1 24.700 1 0.001 1 0.0 1 4.9 1 5.91 0.52 1 123.12 1 1 24.800 1 0.001 1 0.0 1 4.0 1 4.91 0.43 1 123.06 1 1 24.900 1 0.001 1 0.0 1 3.3 1 4.01 0.35 1 123.00 1 1 25.000 1 0.001 1 0.0 1 2.7 1 3.31 0.29 1 122.96 1 1 25.100 1 0.001 1 0.0 1 2.2 1 2.71 0.24 1 122.92 1 1 25.200 1 0.001 1 0.0 1 1.8 1 2.21 0.20 1 122.89 1 1 25.300 1 0.001 1 0.0 1 1.5 1 1.81 0.16. 1 122.87 1 1 25.400 1 0.001 1 0.0 1 1.3 1 1.51 0.13 1 122.85 1 1 25.500 1 0.001 1 0.0 1 1.0 1 1.31 0.11 1 122.83 1 -1 25.600 1 0.001 1 0.0 1 0.9 1 1.01 0.09 1 122.81 1 1 25.700 1 0.001 1 0.0 1 0.7 1 0.91 0.07 1 122.80 1 1 25.800 1 0.001 1 0.0 1 0.6 1 0.71 0.06 1 122.79 1 1 25.900 1 0.001 1 0.0 1 0.5 1 0.61 0.05 1 122.79 1 ----------------- ------------------------------------------------------ Rt v�zl9y tO POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 11-05-1994 21:55:55 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ***************** Pond File: 181-85R .PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 18185R3 .HYD Starting Pond W.S. Elevation = 122.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 29.00 cf.s Peak Outflow = 4.43 cfs Peak Elevation = 125.88 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 1.55 ac-ft --------------- Total Storage in Pond = 1.55 ac-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.10 SIN: 1220510102 Page 1 EXECUTED: 11-05-1994 21:59:38 Return Freq: 25 years ***************************** * FARM BROOK SUBDIVISION * SOUTH WINDSOR * DETENTION BASIN-ROUTING * * ***************************** Inflow Hydrograph: 18185A4 .HYD Rating Table file: 181-85R .PND ----INITIAL CONDITIONS---- Elevation = 122.75 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) 1 (cfs) I (ac-ft) I I (cfs) I (cfs) I I---------I---------I---------- I I ------------I-------------I 1 122.75 1 0.0 1 0.0001 1 0.0 1 0.0 1 1 123.25 1 0.7 1 0.0301 1 7.3 1 8.0 1 1 123.75 1 2.2 1 0.1201 1 29.0 1 31.2 1 1 124.25 1 2.8 1 0.2901 1 70.2 1 73.0 1 1 124.75 1 3.4 1 0.5701 1 137.9 1 141.3 1 1 125.25 1 3.9 1 0.9601 1 232.3 1 236.2 1 1 125.75 1 4.3 1 1.4201 1 343.6 1 347.9 1 1 126.25 1 4.8 1 1.9301 1 467.1 1 471.9 1 1 126.75 1 5.1 1 2.4701 1 597.7 1 602.8 1 1 127.00 1 5.2 1 2.7501 1 665.5 1 670.7 1 1 128.00 1 5.9 1 3.9201 1 948.6 1 954.5 1 1 128.25 1 6.1 1 4.2301 1 1023.7 1 1029.8 1 ------------------------------ -------------------------- Time increment (t) = 0.100 hrs. �2n,.►ilhy , POND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 11-05-1994 21:59:38 Return Freq: 25 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185R4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I I1+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I ---------I I---------I ------------ I-----------I ---------I---------I 111.000 1 1.001 1 ----- 1 0.0 1 0.01 0.00 1 122.75 1 1 11.100 1 1.001 1 2.0 1 1.6 1 2.01 0.18 1 122.88 1 1 11.200 1 2.001 1 3.0 1 3.8 1 4.61 0.41 1 123.04 1 1 11.300 1 2.001 1 4.0 1 6.5 1 7.81 0.69 1 123.24 1 1 11.400 1 2.001 1 4.0 1 8.7 1 10.51 0.86 1 123.30 1 1 11.500 1 2.001 1 4.0 1 10.7 1 12.71 1.01 1 123.35 1 1 11.600 1 2.001 1 4.0 1 12.4 1 14.71 1.14 1 123.40 1 1 11.700 1 2.001 1 4.0 1 14.0 1 16.41 1.25 1 123.43 1 1 11.800 1 3.001 1 5.0 1 16.1 1 19.01 1.41 f 123.49 1 1 11.900 1 3.001 1 6.0 1 18.9 1 22.11 1.61 1 123.55 1 f 12.000 1 5.001 1 8.0 1 23.1 1 26.91 1.92 1 123.66 1 1 12.100 1 7.001 1 12.0 1 30.6 1 35.11 2.26 1 123.80 1 1 12.200 1 10.001 1 17.0 1 42.7 1 47.61 2.43 1 123.95 1 1 12.300 1 17.001 1 27.0 1 64.2 1 69.71 2.75 1 124.21 1 1 12.400 1 28.001 1 45.0 1 102.9 1 109.21 3.12 1 124.51 1 1 12.500 1 38.001 1 66.0 1 161.9 1 168.91 3.55 1 124.90 1 1 12.600 f 40.001 1 78.0 1 232.0 1 239.91 3.91 1 125.27 1 1 12.700 1 38.001 1 78.0 1 301.7 1 310.01 4.16 1 125.58 1 1 12.800 1 32.001 1 70.0 1 362.9 1 371.71 4.40 1 125.85 1 1 12.900 1 26.001 1 58.0 I 411.7 1 420.91 4.59 1 126.04 1 1 13.000 1 20.001 1 46.0 1 448.2 1 457.71 4.74 1 126.19 1 1 13.100 1 16.001 1 36.0 1 474.6 1 484.21 4.83 1 126.30 1 1 13.200 1 13.001 1 29.0 1 493.8 f 503.61 4.87 1 126.37 1 1-.13.300 1 11.001 1 24.0 1 508.0 1 517.81 4.91 1 126.43 1 1 13.400 1 9.001 1 20.0 1 518.2 1 528.01 4.93 1 126.46 1 1 13.500 1 8.001 1 17.0 1 525.3 1 535.21 4.94 1 126.49 1 1 13.600 1 7.001 1 15.0 1 530.4 1 540.31 4.96 1 126.51 1 1 13.700 1 7.001 1 14.0 1 534.4 1 544.41 4.97 1 126.53 1 1 13.800 1 7.001 1 14.0 1 538.5 1 548.41 4.98 1 126.54 1 1 13.900 1 6.001 1 13.0 1 541.5 1 551.51 4.98 I 126.55 1 1 14.000 1 6.001 1 12.0 1 543.5 1 553.51 4.99 1 126.56 1 1 14.100 1 6.001 1 12.0 1 545.6 1 555.51 4.99 1 126.57 1 1 14.200 1 5.001 1 11.0 1 546.6 1 556.61 4.99 1 126.57 1 1 14.300, 1 5.001 1 10.0 1 546.6 1 556.61 4.99 1 126.57 1 1 14.400 .1 5.001 1 10.0 1 546.6 1 556.61 4.99 1 126.57 1 1 14.500 1 5.001 1 10.0 1 546.6 1 556.61 4.99 1 126.57 1 1 14.600 1 5.001 1 10.0 1 546.6 1 556.61 4.99 1 126.57 1 1 14.700 1 5.001 1 10.0 1 546.6 1 556.61 4.99 1 126.57 1 1 14.800 1 4.001 1 9.0 1 545.6 1 555.61 4.99 1 126.57 1 1 14.900 f 4.001 1 8.0 1 543.7 1 553.61 4.99 1 126.56 1 1 15.000 1 4.001 1 8.0 1 541.7 1 551.71 4.98 1 126.55 1 1 15.100 1 4.001 1 8.0 1 539.7 1 549.71 4.98 1 126.55 1 1 -15.200 1 4.001 1 8.0 1 537.8 1 547.71 4-.-97 1 126.54 -1- - -- 115.300 1 4.001 1 8.0 1 535.9 1 545.81 4.97 1 126.53 1 1 15.400 1 4.001 1 8.0 1 533.9 1 543.91 4.96 1 126.52 1 ------------------ ------------------------------------------------------ wa POND-2 Version: 5.10 SIN: 1220510102 Page 3 EXECUTED: 11-05-1994 21:59:38 Return Freq: 25 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185R4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS .------------------ ------------------------------------------------------ I TIME I INFLOW I I I1+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I --------I---------1 I---------I ------------I -----------I ---------I---------I 1 15.500 1 4.001 1 8.0 1 532.0 1 541.91 4.96 1 126.52 1 1 15.600 1 4.001 1 8.0 1 530.1 1 540.01 4.96 1 126.51 1 1 15.700 1 4.001 1 8.0 1 528.2 1 538.11 4.95 1 126.50 1 1 15.800 1 3.001 1 7.0 1 525.3 1 535.21 4.95 1 126.49 1 1 15.900 1 3.001 1 6.0 1 521.4 1 531.31 4.94 1 126.48 1 1 16.000 1 3.001 1 6.0 1 517.6 1 527.41 4.93 1 126.46 1 1 16.100 1 3.001 1 6.0 1 513.7 1 523.61 4.92 1 126.45 1 1 16.200. 1 3.001 1 6.0 1 509.9 1 519.71 4.91 1 126.43 1 i 16.300 1 3.001 1 6.0 1 506.1 1 515.91 4.90 1 126.42 1 1 16.400 1 3.001 1 6.0 1 502.3 1 512.11 4.89 1 126.40 1 1 16.500 1 3.001 1 6.0 1 498.6 1 508.31 4.88 1 126.39 1 1 16.600 I , 3.001 1 6.0 1 494.8 1 504.61 4.87 1 126.37 1 1 16.700 1 3.001 1 6.0 1 491.1 1 500.81 4.87 1 126.36 1 1 16.800 1 2.001 1 5.0 1 486.4 1 496.11 4.86 1 126.34 1 1 16.900 1 2.001 1 4.0 1 480.7 1 490.41 4.84 1 126.32 1 1 17.000 1 2.001 1 4.0 1 475.0 1 484.71 4.83 1 126.30 1 1 17.100 1 2.001 1 4.0 1 469.4 1 479.01 4.82 1 126.28 1 1 17.200 1 2.001 1 4.0 1 463.8 1 473.41 4.80 1 126.26 1 1 17.300 1 2.001 1 4.0 1 458.2 1 467.81 4.78 1 126.23 1 1 17.400 1 2.001 1 4.0 1 452.7 1 462.21 4.76 1 126.21 1 1 17.500 1 2.001 1 4.0 1 447.2 1 456.71 4.74 1 126.19 1 1 17.600 1 2.001 1 4.0 1 441.8 1 451.21 4.72 1 126.17 1 1 17.700 1 2.001 1 4.0 1 436.4 1 445.81 4.69 1 126.14 1 1 17.800 1 2.001 1 4.0 1 431.1 1 440.41 4.67 1 126.12 1 1 17.900 1 2.001 1 4.0 1 425.8 1 435.11 4.65 1 126.10 1 1 18.000 1 2.001 1 4.0 1 420.5 1 429.81 4.63 1 126.08 1 1 18.100 1 2.001 1 4.0 1 415.3 1 424.51 4.61 1 126.06 1 1 18.200 1 2.001 1 4.0 1 410.1 1 419.31 4.59 1 126.04 1 1 18.300 1 2.001 1 4.0 1 405.0 1 414.11 4.57 1 126.02 1 1 18.400 1 2.001 1 4.0 1 399.9 1 409.01 4.55 1 126.00 1 1 18.500 1 2.001 1 4.0 1 394.8 1 403.91 4.53 1 125.98 1 1 18.600 1 2.001 1 4.0 1 389.8 1 398.81 4.51 1 125.96 1 1 18.700 1 2.001 1 4.0 1 384.8 1 393.81 4.49 1 125.94 1 1 18.800 1 2.001 1 4.0 1 379.9 1 388.81 4.47 1 125.92 1 1 18.900 1 2.001 1 4.0 1 375.0 1 383.91 4.45 1 125.90 1 1 19.000 1 2.001 1 4.0 1 370.2 1 379.01 4.43 1 125.88 1 1 19.100 1 2.001 1 4.0 1 365.4 1 374.21 4.41 1 125.86 1 1 19.200 1 2.001 1 4.0 1 360.6 1 369.41 4.39 1 125.84 1 1 19.300 1 2.001 1 4.0 1 355.9 1 364.61 4.37 1 125.82 1 1 19.400 1 2.001 1 4.0 1 351.2 1 359.91 4.35 1 125.80 1 1 19.500 1 2.001 1 4.0 1 346.5 1 355.21 4.33 1 125.78 1 1 19.600 1 1.001 1 3.0 1 340.9 1 349.51 4.31 1 125.76 1 1-- 19.700 1 1.001 1 2.0 1 334.3 1 3.42.91 4.28 1 125.73 1 1 19.800 1 1.001 1 2.0 1 327.8 1 336.31 4.26 1 125.70 1 1 19.900 1 1.001 1 2.0 1 321.3 1 329.81 4.24 1 125.67 1 1 20.000 1 1.001 1 2.0 1 314.9 1 323.31 4.21 1 125.64 1 ------------------ ------------------------------------------------------ �-e�r N�( POND-2 Version: 5.10 SIN: 1220510102 Page 4 EXECUTED: 11-05-1994 21:59:38 Return Freq: 25 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185R4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME 'I INFLOW I 1 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) 11 (cfs) I (cfs) I (cfs) I (cfs) I (ft) I --------I---------I I---------I------------I-----------i---------I--------- I 1 20.100 1 1.001 1 2.0 1 308.5 1 316.91 4.19 1 125.61 1 1 20.200 1 1.001 1 2.0 1 302.2 1 310.51 4.17 1 125.58 1 1 20.300 1 1.001 1 2.0 1 295.9 1 304.21 4.14 1 125.55 1 1 20.400 1 1.001 1 2.0 1 289.7 1 297.91 4.12 1 125.53 1 1 20.500 1 1.001 1 2.0 1 283.5 1 291.71 4.10 1 125.50 1 120.600 1 1.001 1 2.0 1 277.3 1 285.51 4.08 1 125.47 1 1 20.700 1 1.001 1 2.0 1 271.2 1 279.31 4.05 1 125.44 1 1 20.800 1 1.001 1 2.0 1 265.1 1 273.21 4.03 1 125.42 1 1 20.900 1 1.001 1 2.0 1 259.1 1 267.11 4.01 1 125.39 1 1 21 .000 1 1.001 1 2.0 1 253.1 1 261.11 3.99 1 125.36 1 1 21 .100 1 1.001 1 2.0 1 247.2 1 255.11 3.97 1 125.33 1 1 21 .200 1 1.001 1 2.0 1 241.3 1 249.21 3.95 1 125.31 1 1 21.300 1 1.001 1 2.0 1 235.5 1 243.31 3.93 1 125.28 1 1 21.400 1 1.001 1 2.0 1 229.7 1 237.51 3.90 1 125.26 1 1 21 .500 1 1.001 1 2.0 1 223.9 1 231.71 3.88 1 125.23 1 1 21.600 1 1.001 1 2.0 1 218.2 1 225.91 3.85 1 125.20 1 1 21.700 I 1.001 1 2.0 1 212.6 1 220.21 3.82 1 125.17 1 1 21.800 1 1.001 1 2.0 1 207.0 1 214.61 3.79 1 125.14 1 1 21 .900 1 1.001 1 2.0 1 201.5 1 209.01 3.76 1 125.11 1 1 22.000 1 1.001 1 2.0 1 196.0 1 203.51 3.73 1 125.08 1 1 22.100 1 1.001 1 2.0 1 190.6 1 198.01 3.70 1 125.05 1 1 22.200 1 1.001 1 2.0 1 185.3 1 192.61 3.67 1 125.02 1 1 22.300 1 1.001 1 2.0 1 180.0 1 187.31 3.64 1 124.99 1 1 22.400 1 1.001 1 2.0 1 174.8 1 182.01 3.61 1 124.96 1 1 22.500 1 1.001 1 2.0 1 169.6 1 176.81 3.59 1 124.94 1 1 22.600 1 1.001 1 2.0 1 164.5 1 171.61 3.56 1 124.91 1 1 22.700 1 1.001 1 2.0 1 159.4 1 166.51 3.53 1 124.88 1 1 22.800 1 1.001 1 2.0 1 154.4 1 161.41 3.51 1 124.86 1 1 - 22.900 1 1.001 1 2.0 1 149.5 1 156.41 3.48 1 124.83 1 1 23.000 1 1.001 1 2.0 I 144.6 1 151.51 3.45 1 124.80 1 1 23.100 1 1.001 1 2.0 1 139.7 1 146.61 3.43 1 124.78 1 1 23.200 1 1.001 1 2.0 1 134.9 1 141.71 3.40 1 124.75 1 1 23.300 1 1.001 1 2.0 I 130.2 1 136.91 3.36 1 124.72 1 1 23.400 1 1.001 1 2.0 1 125.5 1 132.21 3.32 1 124.68 1 1 23.500 1 1.001 1 2.0 1 121.0 1 127.51 3.28 1 124.65 1 1 23.600 1 1.001 1 2.0 1 116.5 1 123.01 3.24 1 124.62 1 1 23.700 1 1.001 1 2.0 1 112.1 1 118.51 3.20 1 124.58 1 1 23.800 1 1.001 1 2.0 1 107.8 1 114.11 3.16 1 124.55 1 1 23.900 1 1.001 1 2.0 1 103.5 1 109.81 3.12 1 124.52 1 1 24.000 1 0.001 1 1.0 1 98.4 1 104.51 3.08 1 124.48 1 1 24.100 1 0.001 1 0.0 1 92.3 1 98.41 3.02 1 124.44 1 1 24.200 1 0.001 1 0.0 1 86.4 1 92.31 2.97 1 124.39 1 1 24.300 1 0.001 1 0.0 1 80.6 1 86.41 2-.92 1 124.35 1 - 1 24.400 1 0.001 1 0.0 1 74.8 1 80.61 2.87 1 124.31 1 1 24.500 1 0.001 1 0.0 1 69.2 1 74.81 2.82 1 124.26 1 1 24.600 1 0.001 1 0.0 1 63.7 1 69.21 2.75 1 124.20 1 ------------------ ------------------------------------------------------ iz�gy POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 11-05-1994 21:59:38 Return Freq: 25 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185R4 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I Il+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I -------- I---------I 1--------- I------------I -----------1---------I ---------I 1 24.700 1 0.001 1 0.0 1 58.4 1 63.71 2.67 1 124.14 1 1'. 24.800 1 0.001 1 0.0 1 53.2 1 58.41 2.59 1 124.07 1 1 24.900 1 0.001 1 0.0 1 48.2 1 53.21 2.52 1 124.01 1 1 25.000 1 0.001 1 0.0 1 43.3 1 48.21 2.44 1 123.95 1 125.100 1 0.001 1 0.0 1 38.5 1 43.31 2.37 1 123.89 1 1 25.200 1 0.001 1 0.0 1 33.9 1 38.51 2.30 1 123.84 1 1 25.300 1 0.001 1 0.0 1 29.4 1 33.91 2.24 1 123.78 1 1 25.400 1 0.001 1 0.0 1 25.3 1 29.41 2.08 1 123.71 1 1 25.500 1 0.001 1 0.0 1 21.6 1 25.31 1.82 1 123.62 1 1 25.600 1 0.001 1 ().0 1 18.5 1 21.61 1.58 1 123.54 1 1 25.700 1 0.001 1 0.0 1 15.7 I 18.51 1.38 1 123.48 1 1 25.800 1 0.001 1 0.0 1 13.3 1 15.71 1.20 1 123.42 1 1 25.900 1 0.001 1 0.0 1 11.2 1 13.31 1.05 1 123.37 1 ----------------- ------------------------------------------------------ Rev .�p POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 11-05-1994 21:59:38 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85R .PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 18185R4 .HYD Starting Pond W.S. Elevation = 122.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 40.00 cfs Peak Outflow = 4.99 cfs Peak Elevation = 126.57 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 2.28 ac-ft --------------- Total Storage in Pond = 2.28 ac-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.10 SIN: 1220510102 Page 1 EXECUTED: 11-05-1994 22:03:23 Return Freq: 100 years * * * FARM BROOK SUBDIVISION * SOUTH WINDSOR + * DETENTION BASIN-ROUTING * * * * Inflow Hydrograph: 18185A6 .HYD Rating Table file: 181-85R .PND ----INITIAL CONDITIONS---- Elevation = 122.75 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I ---------I---------I ----------I I ------------I------------- I 1 122.75 1 0.0 1 0.0001 1 0.0 1 0.0 1 1 123.25 1 0.7 1 0.0301 1 7.3 1 8.0 1 1 123.75 1 2.2 1 0.1201 1 29.0 1 31.2 1 I 124.25 1 2.8 1 0.2901 1 70.2 1 73.0 1 1 124.75 1 3.4 1 0.5701 1 137.9 1 141.3 1 1 125.25 1 3.9 1 0.9601 1 232.3 1 236.2 1 1 125.75 1 4.3 1 1.4201 1 343.6 1 347.9 1 1 126.25 1 4.8 1 1.9301 1 467.1 1 471.9 1 1 126.75 1 5.1 1 2.4701 1 597.7 1 602.8 1 1 127.00 1 5.2 1 2.7501 1 665.5 1 670.7 1 1 128.00 1 5.9 1 3.9201 1 948.6 1 954.5 1 1 128.25 1 6.1 1 4.2301 1 1023.7 1 1029.8 1 ------------------------------ -------------------------- Time increment (t) = 0.100 hrs. �e.r, sal�df POND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 11-05-1994 22:03:23 Return Freq: 100 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185R6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ i TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I---------I I---------I ------------I----------- I ---------I ---------I 1 11.000 1 2.001 1 ----- 1 0.0 1 0.01 0.00 1 122.75 1 1 11.100 1 2.001 1 4.0 1 3.3 1 4.01 0.35 1 123.00 1 1 11.200 1 3.001 1 5.0 1 6.9 1 8.31 0.72 1 123.26 1 111.300 1 3.001 1 6.0 1 10.8 1 12.91 1.02 1 123.36 1 1 11.400 1 3.001 1 6.0 1 14.3 1 16.81 1.27 1 123.44 1 1 11.500 1 4.001 1 7.0 1 18.2 1 21.31 1.56 1 123.54 1 1 11.600 1 4.001 1 8.0 1 22.4 1 26.21 1.87 1 123.64 1 1 11.700 1 5.001 1 9.0 1 27.0 1 31.41 2.20 1 123.75 1 1 11.800 1 5.001 1 10.0 1 32.4 1 37.01 2.28 1 123.82 1 1 11.900 1 6.001 1 11.0 1 38.7 1 43.41 2.38 1 123.90 1 1 12.000 1 8.001 1 14.0 1 47.7 1 52.71 2.51 1 124.01 1 1 12. 100 1 11.001 1 19.0 1 61.3 1 66.71 2.71 1 124.17 1 1 12.200 1 16.001 1 27.0 1 82.4 1 88.31 2.93 1 124.36 1 1 12.300 1 26.001 1 42.0 1 117.9 1 124.41 3.25 1 124.63 1 1 12.400 1 43.001 1 69.0 1 179.6 1 186.91 3.64 1 124.99 1 1 12.500 1 56.001 1 99.0 1 270.5 1 278.61 4.05 1 125.44 1 1 12.600 1 59.001 1 115.0 1 376.6 1 385.51 4.45 1 125.90 1 1 12.700 1 54.001 1 113.0 1 479.9 1 489.61 4.84 1 126.32 1 1 12.800 1 46.001 1 100.0 1 569.8 1 579.91 5.05 1 126.66 1 1 12.900 1 37.001 1 83.0 1 642.5 1 652.81 5.17 1 126.93 1 1 13.000 1 29.001 1 66.0 1 697.9 1 708.51 5.29 1 127.13 1 1 13.100 1 23.001 1 52.0 1 739.1 1 749.91 5.40 1 127.28 1 1 13.200 1 18.001 1 41.0 1 769.2 1 780.11 5.47 1 127.39 1 1 13.300 1 16.001 1 34.0 1 792.1 1 803.21 5.53 1 127.47 1 1 13.400 1 13.001 1 29.0 1 810.0 1 821.11 5.57 1 127.53 1 1 13.500 1 12.001 1 25.0 1 823.8 1 825.01 5.61 1 127.58 1 1 13.600 1 10.001 1 22.0 1 834.5 1 84.5.81 5.63' 1 127.62 1 1 13.700 1 9.001 1 19.0 1 842.2 1 853.51 5.65 1 127.64 1 1 13.800 1 9.001 1 18.0 1 848.9 1 860.21 5.67 1 127.67 1 1 13.900 1 8.001 1 17.0 1 854.5 1 865.91 5.68 1 127.69 1 1 14.000 1 8.001 1 16.0 1 859.1 1 870.51 5.69 1 127.70 1 1 14.100 1 8.001 1 16.0 1 863.7 1 875.11 5.70 1 127.72 1 1 14.200 1 7.001 1 15.0 1 867.3 1 878.71 5.71 1 127.73 1 1 14.300 1 7.001 1 14.0 1 869.8 1 881.31 5.72 1 127.74 1 1 14.400 1 7.001 1 14.0 1 872.4 1 883.81 5.73 1 127.75 1 1 14.500 1 7.001 1 14.0 1 874.9 1 886.41 5.73 1 127.76 1 1 14.600 1 7.001 1 14.0 1 877.4 1 888.91 5.74 1 127.77 1 1 14.700 1 7.001 1 14.0 1 880.0 1 891.41 5.74 1 127.78 1 1 '.14.800 1 6.001 1 13.0 1 881.5 1 893.01 5.75 1 127.78 1 1 14.900 1 6.001 1 12.0 1 882.0 1 893.51 5.75 1 127.78 1 1 15.000 1 6.001 1 12.0 1 882.5 1 894.01 5.75 1 127.79 1 1 15.100 1 6.001 1 12.0 1 883.0 1 894.51 5.75 1 127.79 1 1 15.200 1 6:001 1 12.0 1 883.5 1 895.01 5.15 1 127.79 1 1 15.300 1 5.001 1 11.0 1 882.9 1 894.51 5.75 1 127.79 1 1 15.400 I 5.001 1 10.0 1 881.5 1 892.91 5.75 1 127.78 1 ------------------ ------------------------------------------------------ POND-2 Version: 5.10 SIN: 1220510102 Page 3 EXECUTED: 11-05-1994 22:03:23 Return Freq: 100 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185R6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 1 1 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I -------- I---------1 I ---------I ------------I ------------I---------I---------I 1 15.500 1 5.001 1 10.0 1 880.0 1 891.51 5.74 1 127.78 1 1 15.600 1 5.001 1 10.0 1 878.5 1 890.01 5.74 1 127.77 1 1 15.700 1 5.001 1 10.0 1 877.0 1 888.51 5.74 1 127.77 1 1 15.800 1 4.001 1 9.0 1 874.5 1 886.01 5.73 1 127.76 1 1 15.900 1 4.001 1 8.0 1 871.1 1 882.51 5.72 1 127.75 1 1 16.000 1 4.001 1 8.0 1 867.7 1 879.11 5.71 1 127.73 1 1 16.100 1 4.001 1 8.0 1 864.3 1 875.71 5.71 1 127.72 1 1 16.200 1 4.001 1 8.0 1 860.9 1 872.31 5.70 1 127.71 1 1 16.300 1 4.001 1 8.0 1 857.5 1 868.91 5.69 1 127.70 1 1 16.400 1 4.001 1 8.0 1 854.1 1 865.51 5.68 1 127.69 1 1 16.500 1 4.001 1 8.0 1 850.8 1 862.11 5.67 1 127.67 1 1 16.600 1 4.001 1 8.0 1 847.5 1 858.81 5.66 1 127.66 1 1 16.700 1 4.001 1 8.0 1 844.1 1 855.51 5.66 1 127.65 1 1 16.800 1 3.001 1 7.0 1 839.9 1 851.11 5.65 1 127.64 1 1 16.900 1 3.001 1 6.0 1 834.6 1 845.91 5.63 1 127.62 1 1 17.000 1 3.001 1 6.0 1 829.4 1 840.61 5.62 1 127.60 1 1 17.100 1 3.001 1 6.0 1 824.1 1 835.41 5.61 1 127.58 1 1 17.200 1 3.001 1 6.0 1 819.0 1 830.11 5.59 1 127.56 1 1 17.300 1 3.001 1 6.0 1 813.8 1 825.01 5.58 1 127.54 1 1 17.400 1 3.001 1 6.0 1 808.7 1 819.81 5.57 1 127.53 1 1 17.500 1 3.001 1 6.0 1 803.5 1 814.71 5.56 1 127.51 1 1 17.600 1 3.001 1 6.0 1 798.5 1 809.5.1 5.54 1 127.49 1 1 17.700 1 3.001 1 6.0 1 793.4 1 804.51 5.53 1 127.47 1 1 17.800 1 3.001 1 6.0 1 788.4 1 799.41 5.52 1 127.45 1 1 17.900 1 3.001 1 6.0 1 783.4 1 794.41 5.50 1 127.44 1 1 18.000 1 3.001 1 6.0 1 778.4 1 789.41 5.49 1 127.42 1 1 18.100 1 3.001 1 6.0 1 773.4 1 784.41 5.48 1 127.40 1 1 18.200 1 3.001 1 6.0 1 768.5 1 779.41 5.47 1 127.38 1 1 18.300 1 3.001 1 6.0 1 763.6 1 774.51 5.46 1 127.37 1 1 18.400 1 3.001 1 6.0 1 758.7 1 769.61 5.44 1 127.35 1 1 18.500 1 2.001 1 5.0 1 752.8 1 763.71 5.43 1 127.33 1 1 18.600 1 2.001 1 4.0 1 746.0 1 756.81 5.41 1 127.30 1 1 18.700 1 2.001 1 4.0 1 739.2 1 750.01 5.40 1 12.7.28 1 1 18.800 1 2.001 1 4.0 1 732.4 1 743.21 5.38 1 127.26 1 1 18.900 1 2.001 1 4.0 1 725.7 1 736.41 5.36 1 127.23 1 1 19.000 1 2.001 1 4.0 1 719.0 1 729.71 5.35 1 127.21 1 1 19.100 1 2.001 1 4.0 1 712.4 1 723.01 5.33 1 127.18 1 1 19.200 1 2.001 1 4.0 1 705.7 1 716.41 5.31 1 127.16 1 1 19.300 1 2.001 1 4.0 1 699.2 1 709.71 5.30 1 127.14 1 1 19.400 1 2.001 1 4.0 1 692.6 1 703.21 5.28 1 127.11 1 1 19.500 1 2.001 1 4.0 1 686.1 1 696.61 5.26 1 127.09 1 1 19.600 1 2.001 1 4.0 1 679.6 1 690.11 5.25 1 127.07 1 -1 19.700 1 2.001 1 4.0 1 673.1 1 683.61 -3.23 1 127.05- 1 - 1 19.800 1 2.001 1 4.0 1 666.7 1 677.11 5.22 1 127.02 1 1 19.900 1 2.001 1 4.0 1 660.3 1 670.71 5.20 1 127.00 1 1 20.000 1 2.001 1 4.0 1 653.9 1 664.31 5.19 1 126.98 1 ------------------ ------------------------------------------------------ POND-2 Version: 5.10 SIN: 1220510102 Page 4 EXECUTED: 11-05-1994 22:03:23 Return Freq: 100 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185R6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I 1--------I--------- I I--------- I------------I----------- I--------- I--------- I 1 20.100 1 2.001 1 4.0 1 647.5 1 657.91 5.18 1 126.95 1 1 20.200 1 2.001 1 4.0 1 641.2 1 651.51 5.17 1 126.93 1 1 20.300 1 2.001 1 4.0 1 634.9 1 645.21 5.16 1 126.91 1 1 20.400 1 2.001 1 4.0 1 628.6 1 638.91 5.15 1 126.88 1 1 20.500 1 2.001 1 4.0 1 622.3 1 632.61 5.14 1 126.86 1 1 20.600 1 2.001 1 4.0 1 616.0 1 626.31 5.13 1 126.84 1 1 20.700 1 2.001 1 4.0 1 609.8 1 620.01 5.13 1 126.81 1 1 20.800 1 2.001 1 4.0 1 603.5 1 613.81 5.12 1 126.79 1 1 20.900 1 2.001 1 4.0 1 597.3 1 607.51 5.11 1 126.77 1 1 21.000 1 2.001 1 4.0 1 591.1 1 601.31 5.10 1 126.74 1 1 21.100 1 2.001 1 4.0 1 584.9 1 595.11 5.08 1 126.72 1 1 21.200 1 2.001 1 4.0 1 578.8 1 588.91 5.07 1 126.70 1 1 21.300 1 2.001 1 4.0 1 572.7 1 582.81 5.05 1 126.67 1 1 21.400 1 2.001 1 4.0 1 566.6 1 576.71 5.04 1 126.65 1 1 21.500 1 2.001 1 4.0 1 560.6 1 570.61 5.03 1 126.63 1 1 21.600 1 2.001 1 4.0 1 554.5 1 564.61 5.01 1 126.60 1 1 21.700 1 2.001 1 4.0 1 548.5 1 558.51 5.00 1 126.58 1 1 21.800 1 2.001 1 4.0 1 542.6 1 552.51 4.98 1 126.56 1 1 21 .900 1 2.001 1 4.0 1 536.6 1 546.61 4.97 1 126.54 1 1 22.000 1 2.001 1 4.0 1 530.7 I 540.61 4.96 1 126.51 1 1 22.100 1 2.001 1 4.0 1 524.8 1 534.71 4.94 1 126.49 1 1 22.200 1 2.001 1 4.0 1 519.0 1 528.81 4.93 1 126.47 1 1 22.300 1 2.001 1 4.0 1 513.1 1 523.01 4.92 1 126.45 1 1 22.400 1 2.001 1 4.0 1 507.3 1 517.11 4.90 1 126.42 1 1 22.500 1 2.001 1 4.0 1 501.5 1 511.31 4.89 1 126.40 1 1 22.600 1 2.001 1 4.0 1 495.8 1 505.51 4.88 1 126.38 1 1 22.700 1 2.001 1 4.0 1 490.1 1 499.81 4.86 1 126.36 1 1 22.800 1 2.001 1 4.0 1 484.4 1 494.11 4.85 1 126.33 1 1 22.900 1 2.001 1 4.0 1 478.7 1 488.41 4.84 1 126.31 1 1 23.000 1 2.001 1 4.0 1 473.0 1 482.71 4.82 1 126.29 1 1 23.100 1 1.001 1 3.0 1 466.4 1 476.01 4.81 1 126.27 1 1 23.200 1 1.001 1 2.0 1 458.8 1 468.41 4.79 1 126.24 1 1 23.300 1 1.001 1 2.0 1 451.3 1 460.81 4.76 1 126.21 1 1 23.400 1 1.001 1 2.0 1 443.9 1 453.31 4.73 1 126.18 1 1 23.500 1 1.001 1 2.0 1 436.5 1 445.91 4.70 1 126.15 1 1 23.600 1 1.001 1 2.0 1 429.2 1 438.51 4.67 1 126.12 1 1 23.700 1 1.001 1 2.0 1 421.9 1 431.21 4.64 1 126.09 1 1 23.800 1 1.001 1 2.0 1 414.7 1 423.91 4.61 1 126.06 1 1 23.900 1 1.001 1 2.0 1 407.5 1 416.71 4.58 1 126.03 1 1 24.000 1 1.001 1 2.0 1 400.4 1 409.51 4.55 1 126.00 1 1 24.100 1 1.001 1 2.0 1 393.4 1 402.41 4.52 1 125.97 1 1 24.200 1 1.001 1 2.0 1 386.4 1 395.41 4.49 1 125.94 1 i 24.300 1 1.001 1 2.0 1 379.5 1 388.41 4.46 1 125.91 1 .1 24.400 1 1.001 1 2.0 1 372.6 1 381.51 4.44 1 125.89 1 1 24.500 1 1.001 1 2.0 1 365.8 1 374.61 4.41 1 125.86 1 1 24.600 1 1.001 1 2.0 1 359.0 1 367.81 4.38 1 125.83 1 ------------------ ------------------------------------------------------ t?�,✓ 17l?.� POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 11-05-1994 22:03:23 Return Freq: 100 years Pond File: 181-85R .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185R6 .HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I --------I---------I I---------I ------------I-----------I---------I ---------I 1 24.700 1 1.001 1 2.0 1 352.3 1 361.01 4.35 1 125.80 1 1 24.800 1 1.001 1 2.0 1 345.7 1 354.31 4.33 1 125.78 1 1 24.900 1 1.001 1 2.0 1 339.1 1 347.71 4.30 1 125.75 1 1 25.000 1 0.001 1 1.0 1 331.5 1 340.11 4.27 1 125.71 1 1 25.100 1 0.001 1 0.0 1 323.1 1 331.51 4.24 1 125.68 1 1 25.200 1 0.001 1 0.0 1 314.6 1 323.11 4.21 1 125.64 1 1 25.300 1 0.001 1 0.0 1 306.3 1 314.61 4.18 1 125.60 1 1 25.400 1 0.001 1 0.0 1 298.0 1 306.31 4.15 1 125.56 1 1 25.500 1 0.001 1 0.0 1 289.7 1 298.01 4.12 1 125.53 1 1 25.600 1 0.001 1 0.0 1 281.5 1 289.71 4.09 1 125.49 1 1 25.700 1 0.001 1 0.0 1 273.4 1 281.51 4.06 1 125.45 1 1 25.800 1 0.001 1 0.0 1 265.4 1 273.41 4.03 1 125.42 1 1 25.900 1 0.001 1 0.0 ► 257.3 1 265.41 4.00 1 125.38 1 ----------------- ------------------------------------------------------ p4ew I /q„ POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 11-05-1994 22:03:23 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85R .PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 18185R6 .HYD Starting Pond W.S. Elevation = 122.75 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 59.00 cfs Peak Outflow = 5.75 cfs Peak Elevation = 127.79 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 3.67 ac-ft --------------- Total Storage in Pond = 3.67 ac-ft Warning: Inflow hydrograph truncated on left side. rz�iz�y . �3 r � REINO E. HYYPPA &ASSOCIATES Civil Engineers&Land Surveyors `3 g 124 Hebron Avenue Glastonbury,Connecticut 06033 Kenneth B.Smith, P.E. hone( 11218 William F. Klock, L.S. Fax(203)633-3742 JAN 6 1996 January 5, 1995 P ANNNG DB'[ V Marcia Banach, Director of Planning `� 6 % Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Farm Brook Subdivision Dear Ms. Banach: On 12-19-94, we received a copy of Mr. Iazzetta' s memo- randum (dated 12-15-94) regarding the above-referenced subdi- vision. Following are our like-referenced responses to these comments: Sheets 4 & 5 - Will provide monument. Sheets. 6 & 7 - Not part of the Town's check list, but will show. Sheet 7 - Will show on final plans pending P&Z approval . Sheet 8 - (1) Will provide. (2) Will show. (3) Understand this to mean that he wants access drive expanded, not constructed into the detention basin. Sheets 9 & 10 - Will show. Sheet 11 - Will revise - again. Sheet 16 - Will update. Drainage - At that meeting, we discussed reducing the flow out of the detention basin by reducing .the size of the orifice. This did not necessarily mean going to 6" opening. Revised computations being for- warded to Mr. Iazzetta under separate letter. An Equal Opportunity Employer S.B.E.Certified Marcia Banach, Director of Planning -2- January 5, 1995 If you have any questions on this, please do not hesi- tate to contact me. Sincerely, REINO E. HYYPPA & ASSOCIATES c� enneth B. Smith KBS/cb cc: Mr. J. Iazzetta LETTER OF TRANSMITTAL PLANNING DEPARTMENT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE 9_1_ SOUTH WINDSOR CT 06074 /�j �� ( 203 ) 644-2511 DATE ! / rr TO: _ ECENEO JAN 9 199a ( AVN, SOUTH W NDSOR ENG.DEPT. s WE ARE SENDING YOU: P & Z initial plans Drainage comps P .& Z final plans Bond estimate requests Inland Wetlands plans Bond reduction requests Final plans for filing Change order form Other Correspondence Co oies Appl. No. Pro 'ect THESE ARE TRANSMITTED as checked below: For review and comment For your file For your use Returned with revisions As requested Other PLEASE RETURN/COMMENT BY: COMMENTS:- Copy to: From: REINO E. HYYPPA&ASSOCIATES Civil Engineers&Land Surveyors 3 4 124 Hebron Avenue Glastonbury,Connecticut 06033 �1 Kenneth B.Smith, P.E. hone(MMA218 William F.Klock,L.S. Fax(203)633-3742 44 ea JAN 61996 January 5, 1995 KAN"DEFE V Marcia Banach, Director fed @ of Planning Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Farm Brook Subdivision Dear Ms. Banach: On 12-19-94, we received a copy of Mr. lazzetta' s memo- randum (dated 12-15-94) regarding the above-referenced subdi- vision. Following are our like-referenced responses to these comments: Sheets 4 & 5 - Will provide monument. Sheets 6 & 7 - Not part of the Town' s check list, but will show. Sheet 7 - Will show on final plans pending P&Z approval . Sheet 8 - (1) Will provide. (2) Will show. (3) Understand this to mean that he wants access drive expanded, not constructed into the detention basin. Sheets 9 & 10 - Will show. Sheet 11 - Will revise - again. Sheet 18 - Will update. e Drainage - At that meeting, we discussed reducing the flow out of the detention basin by reducing the size of the orifice. This did not necessarily mean going to 6" opening. Revised computations being for- warded to Mr. Iazzetta under separate letter. An Equal Opportunity Employer S.B.E.Certified Marcia Banach, Director of Planning -2- January 5, 1995 If you have any questions on this, please do not hesi- tate to contact me. Sincerely, REINO E. NYYPPA & ASSOCIATES enneth B. Smith KBS/cb cc: Mr. J. Iazzetta MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: January 10, 1995 RE: FARM BROOK SUBDIVISION We have reviewed the revised drawings dated 1-5-95 for the Farm Brook Subdivision and have the following comments: Sheet 7 The stormwater pipe in the 25 foot access area to the open space should be dimensioned from an adjacent property line. Sheet 18 Some of the details should be labeled, i.e. , Sanitary Sewer Trench Detail etc. JCl/jsv ALTER, SHERWOOD & cJANENDA, LLC ATTORNEYS AT LAW 701 HEBRON AVENUE GLASTONBURY,CONNECTICUT 00033 TELEPHONE (203) 652-4020 TELECOPIER (203) 652-4022 MANCHESTER OFFICE 249 EAST CENTER STREET DAVID F.SHERWOOD MANCHESTER,CT 00040 (203) 643-9579 JOEL E.JANENDA January 13, 1995 PETER JAY ALTER Please reply to Glastonbury Via Facsimile and U.S. Mail Marsha Banach, Director of Planning JAN 18 1995 Planning and Zoning Commission South Windsor Town of South Windsor Town Hall f 1gnning & Zoning Commiss6l 1540 Sullivan Avenue South Windsor, Connecticut 06074 Reference: Farm Brook Subdivision LaCava Construction Co. Dear Marsha: It is my understanding that the public hearing on the above-referenced subdivision will reconvene on January 17, 1995. On behalf of my client, this letter will confirm that the necessary extension to the statutory time limit for the completion of public hearing is hereby granted. Should you have any questions or comments, please feel free to contact me. Yours very truly, eter y Alter cv cc: Kenneth Smith, Reino E. Hyyppa & Associates 151 Oakland Road South Windsor, Connecticut 06074 February 6, 1995 Mr. Thomas J. O'Connor District Drain Engineer State of Connecticut Department of Transportation 1107 Cromwell Avenue Rocky Hill, Connecticut 06067 Dear Mr. O'Connor: Re: Proposed Farm Brook Subdivision Route 30, South Windsor My property on Oakland Road in South Windsor is across Route 30 from the proposed Farm Brook subdivision. The drainage pipe for the land to be developed runs through my property. Mr. Jerry Iazzetta, Town Engineer for South Windsor, informed me today that he had verbal commitment from the Department of Transportation that they assumed responsibility for the clay pipe which runs under my land. My attorney has informed me that we need written confirmation from the Department of Transportation regarding their responsibility for maintenance and replacement of this pipe. Please send me a letter regarding this matter. The land is currently in the Estate of Richard H. Simler, Mildred S. Simler, Executrix. Thank you for your prompt attention to this matter. Sincerely yours, Mildred S. Simler /11cc: Marcia Banach, Town Planner Reino E. Hyyppa & Associates MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: February 7, 1995 RE: FARM BROOK SUBDIVISION We ask that the Farm Brook Subdivision application scheduled for the Tuesday, February 7, 1995 Planning & Zoning meeting be tabled until the drainage issues concerning the 15 " clay tile outlet pipe have been resolved. JCl/jsv V4 Za "Pie 71 ST o co'r, A-5 W/A 30, u.a.�- REID and RIEGE, P. C. COUNSELLORS AT LAW ONE STATE STREET 6u HARTFORD,CONNECTICUT 06103-3185 (203)278-1150 TELECOPIER NO.(203)240-1002 Seth L.Cooper � (203) 240-1071 March 6, 1995 Mildred S. Simler 151 Oakland Road NATURE SAVERT'FAX MEMO 01616 Date a r/ pages South Windsor, Connecticut 06074 To From �L1 EA J-q.zZ�---rrrf Re: Farm Brook Subdivision Co./Dept. Co. "7o2vN !944)1A)&.W Route 30, Felt Road Phone# Phone#�¢¢_ South Windsor, CT Fax# Z517 IS'3 Fax# Dear Mrs. Simler: At your request, we have undertaken a review of your rights under Connecticut law regarding the proposed drainage plan for the Farm Brook Subdivision. Under Connecticut law you, as a landowner, are under no duty to receive surface water from properties adjoining your land. Tide Water Oil Sales Corp. v. Shimelman, 114 Conn. 182 (1932) . Courts have held that in the use or improvement of one's property, a landowner is entitled to repel such water at one's boundary. Id. "The right of the owner of land to determine the manner in which he will use it, or the mode in which he will enjoy it . . . is too high in character to be affected by considerations growing out of the retention, diversion, or repulsion of mere surface water . . . . 11 Grant v. Allen, 41 Conn. 156, 160 (1874) . See also Chadeayne v. Robinson, 55 Conn. 345, 350 (1887) . Conversely, an adjoining "landowner cannot collect surface water in an artificial volume and turn it from its natural course in an increased volume upon his neighbor's land to his substantial injury. " Tide Water, 114 Conn. at 189. See also Taylor v. Conti, 149 Conn. 174, 177 (1962) . This is true, although no more water is collected than would have naturally flowed upon the property in a diffused condition, for it is evident that, while a given piece of land may receive a large amount of surface water without SLC/13963.001/68604 REID and RIEGE, P.C. Page 2 injury thereto, when it gently flows thereon from natural causes, yet when collected and discharged in considerable volume at a given point, it may become very destructive and injurious. Melin v. Richman, 96 Conn. 686, 688 (1921) . Assuming for the moment that a "substantial injury" will result from the increased flow of water through your property, it appears The LaCava Construction Co. 's ("LaCava") proposed detention basin designed to collect and discharge water in an increased volume over your property may be unlawful. The fact that surface water collected in an artificial volume by a landowner, passes in an increased volume over his own land and by the natural grade of the land upon the land of his neighbor to his neighbor's substantial injury does not relieve from liability the landowner who artificially collected the water. Id. at 689. See also Postemski v. Watrons, 151 Conn. 183, 188 (1963) . Nor do we believe that LaCava could claim immunity by connecting to the State system. The State of Connecticut Office of Hydraulics's Drainage Policy Manual provide that LaCava, .as developer, must obtain a permit before connecting to the State system. LaCava will be allowed to connect to the State system only after it has (1) negotiated with you and (2) arranged for you "to grant without cost to the State a deeded right-to-drain or an easement at the existing State outlet . " Drainage Policy Manual Section 2. 03 . 04. Section 2 . 03 . 04 further provides that " [i]f the system is to be maintained in the future by the Town or property owner(s) , it shall be so stated in the permit which is issued . . . . " If LaCava as developer, and thereafter the homeowners' association, is to be the responsible party on the permit, LaCava could be directly liable for injury to your property caused by an increased discharge of water from the detention basin. With respect to the State of Connecticut, your rights are less clear. Although Connecticut General Statutes §13a-138 empowers the authorities to drain highways onto private lands, the statute states that "it shall be done in such way as to do the least damage to such land. " C.G.S. §13a-138 (a) . See Corentin v. Town of Columbia, 29 Conn. Supp. 499, 294 A.2d 80 (1972) ; Postemski v. Watrons, 151 Conn. 183, 188 (1963) (statute SLC/13963.001/68604 4 REID and RIEGE, P.C. Page 3 permits drains to be built only when necessary, and if there is a reasonable alternative course open, that course must be taken) . The statute further states that " (n]othing in this section shall be so construed as to allow the drainage of water from such highways into, upon, through or under the yard of any dwelling house, or into or upon yards and enclosures used exclusively for the storage and sale of goods and merchandise. " C.G.S. §13a- 138 (b) (emphasis added) . The issue here is whether the growing of crops falls within the statute as property "used exclusively for the storage and sale of goods and merchandise. " Although we have found no case law on point, an argument that the growing of crops falls within the reach of the statute is not an unreasonable interpretation. This is especially true since courts have held Section 13a-138 to be in derogation of private rights and, therefore, that the statute should be strictly construed against the grant of power. Postemski v. Watrons, 151 Conn. 183 (1963) . Further, if the increased flow of water through your property damages your property and interferes with your use and enjoyment of the property, you may have constitutional claims based on the taking of private property without due process of law and just compensation. Although the State may be enjoined from draining water onto your property where such drainage is found to exceed the grant of power of Section 13a-138, the courts have construed Section 13a-138's predecessor, Section 13-18, as relieving the State from liability. If you have any questions, please contact us. Very truly yours, REID and RIEGE, P.C. Seth L. Cooper SLC/mm cc: Mr. Jerry Iazzetta Town of South Windsor SLC/13963.001/68604 03/15/95 11:50 '0205 257 1553 LACAZ'A CONST Z 002/002 . [ CONS TRUC TION COO WETHERS fEID, CONN CTCUT 06109 BUILDERS AIVD DEVELOPERS TELEPHONE: (203) 563-3711 March 13, 1995 Mr. Frank Castro, Chairman Planning & Zoning Commission of the Town of South. Windsor Planning Department Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 Reference: Farm Brook Open Space Subdivision F Oakland Road/Felt Road, South Windsor, CT Dear Mr. Castro: We are still working out some cif the final drainage details with the Town Engineer. Since we may need a little more time, we are granting the TQwn of South Windsor a 45-day extension to act on this application. Thank you for your consideration. Very truly yours, CAV CONSTRUCTION COMPANY J ssgh LaCava pb THE SYMBOL OF HOME BUILDING EXCELLENCE REINOe . HYYPPA &ASSOCIATES PREPARED BY DATE CHECKED BY DATE PROJECT NO. Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury,Connecticut 06033 OBJECT: SHEET NO. -Q GG �5USl 5 of S7G�c� �7y(4P �ev���. ) - 12 /19. s f I/s e V ya 445 sue, /}s s U rkLAV =L p, , zo a POND-2 Version: 5.10 Z/N: 1220510102 FARM BROOK SUBDIVISION (Revised) DETENTION BASIN CALCULATED 03-20-1995 16:03:49 DISK FILE: 181-85-3.VOL Planimeter scale: 1 inch = 40 ft. * Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (ft) (sq.in. ) (acres) (acres) (acre-ft) (acre-ft) ------------------------------------------------------------- 126.00 0.00 0.00 0.00 0.00 0.00 127.00 13.00 0.48 0.48 0.16 0.16 128.00 31.00 1.14 2.35 0.78 0.94 129.00 41.00 1.51 3.95 1.32 2.26 130.00 44.00 1.62 4.68 1.56 3.82 * Incremental volume computed by the Conic Method for Reservoir Volumes. • POND-2 Version: 5.10 SIN: 1220510102 Page 1 :EXECUTED: 03-10-1995 21:12:22 ******************************* * * * FARM BROOK SUBDIVISION * DETENTION BASIN (Revised) * 2 YEAR STORM * * * * ******************************* Inflow Nydrograph: 18185A1 .HYD Rating Table file: 181-85-4.PND ----INITIAL CONDITIONS---- Elevation = 126.00 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I -2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I---------I ---------I ---------- I I ------------I ------------- I 1 126.00 1 0.0 1 0.0001 1 0.0 1 0.0 1 1 127.00 1 2.9 1 0.1601 1 38.7 1 41.6 1 1 128.00 1 6.5 1 0.9401 1 227.5 1 234.0 1 1 129.00 1 9.0 1 2.2601 1 546.9 1 555.9 1 1 130.00 1 11.0 1 3.8201 1 924.4 1 935.4 1 ------------------------------ --------------------------- Time increment (t) = 0.100 hrs. A 00 POND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 03-10-1995 21:12:22 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATION1 I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I-------- I--------- I I---------I ------------1 -----------I---------I---------I 1 11.000 1 0.001 1 ----- 1 0.0 1 0.01 0.00 1 126.00 1 111.100 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 111.200 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1 11.300 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1 11.400 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1 11,.500 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1 11 .600 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1 11.700 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1 11.800 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1111.900 1 0.001 1 0.0 1 0.0 1 0.01 0.00 1 126.00 1 1 12.000 1 0.001 1 0.0 1 0.0 1 . 0.01 0.00 1 126.00 1 1 12.100 1 1.001 1 1.0 1 0.9 1 1.01 0.07 1 126.02 1 1 12.200 1 1.001 1 2.0 1 2.5 1 2.91 0.20 1 126.07 1 ' 1 12.300 1 3.001 1 .4.0 1 5.6 1 6.51 0.45 1 126.16 1 1 12.400 1 7.001 1 10.0 1 13.4 1 15.61 1.08 1 126.37 1 1 12.500 1 11.001 1 18.0 1 27.0 1 31.41 2.19 1 126.75 1 1 12.600 .1 12.001 1 23.0 1 43.9 1 50.01 3.06 1 127.04 1 1 12.700 1 12.001 1 24.0 1 61.1 1 67.91 3.39 1 127.14 1 1 12.800 1 11.001 1 23.0 1 76.7 1 84.11 3.70 1 127.22 1 1 12.900 1 9.001 1 20.0 1 88.9 1 96.71 3.93 1 127.29 1 1 13.000 1 7.001 1 16.0 1 96.7 1 104.91 4.08 1 127.33 1 1 13.100 1 6.001 1 13.0 1 101.4 1 109.71 4.17 1 127.35 1 113.200 1 5.001 1 11.0 1 103.9 1 112.41 4.22 1 127.37 1 1 13.300 1 4.001 1 9.0 1 104.4 1 112.91 4.23 1 127.37 I 1 13.400 1 3.001 1 7.0 1 103.0 1 111.41 4.21 1 127.36 1 1 13.500 1 3.001 1 6.0 1 100.7 1 109.01 4.16 1 127.35 1 1 13.600 1 3.001 1 6.0 1 98.5 1 106.71 4.12 I 127.34 1 1 13.700 1 3.001 1 6.0 1 96.3 1 104.51 4.08 1 127.33 1 1 13.800 1 3.001 1 6.0 1 94.2 1 102.31 4.04 1 127.32 1 1 13.900 1 2.001 1 5.0 1 91.3 1 99.21 3.98 1 127.30 1 1 14.000 1 2.001 1 4.0 1 87.5 1 95.31 3.90 1 127.28 1 1 14.100 1 2.001 1 4.0 1 83.8 1 91.51 3.83 1 127.26 1 1 14.200 1 2.001 1 4.0 1 80.3 1 87.81 3.76 1 127.24 1 1 14.300 1 2.001 1 4.0 1 76.9 1 84.31 3.70 1 127.22 1 114.400 1 2.001 1 4.0 1 73.6 1 80.91 3.63 1 127.20 1 1 14.500 1 2.001 1 4.0 1 70.5 1 77.61 3.57 1 127.19 1 1 14.600 1 2.001 1 4.0 1 67.4 1 74.51 3.51 1 127.17 1 1 14.700 1 2.001 1 4.0 1 64.5 1 71.41 3.46 1 127.16 1 1 14.800 1 2.001 1 4.0 1 61.7 1 68.51 3.40 1 127.14 1 1 14.900 1 2.001 1 4.0 1 59.0 1 65.71 3.35 1 127.13 1 1 15:000 1 2.001 1 4.0 1 56.4 1 63.01 3.30 1 127.11 1 1 15.100 1 2.001 1 4.0 1 53.9 1 60.41 3.25 1 127.10 1 1 15_200 1 2.001 1 4.0 1 51.5 1 57.91 3.20 1 127.08 1 1 15.300 1 2.001 1 4.0 1 49.2 1 55.51 3.16 1 127.07 1 1 15.400 1 2.001 1 4.0 1 46.9 1 53.21 3.12 1 127.06 1 ------------------ ------------------------------------------------------ POND-2 Version: 5.10 SIN: 1220510102 Page 3 EXECUTED: 03-10-1995 21:12:22 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I--------- I I---------I------------1 ----------- I--------- I--------- I 1 15.500 1 2.001 1 4.0 1 44.8 1 50.91 3.07 1 127.05 1 1 15.600 1 2.001 1 4.0 1 42.7 1 48.81 3.03 1 127.04 1 1 15.700 1 2.001 1 4.0 1 40.7 1 46.71 3.00 1 127.03 1 1 15.800 1 1.001 1 3.0 1 37.9 1 43.71 2.94 1 127.01 1 1 15.900 1 1.001 1 2.0 1 34.3 1 39.91 2.78 1 126.96 1 1 16.000 1 1.001 1 2.0 1 31.2 1 36.31 2.53 1 126.87 1 1 16.100 1 1.001 1 2.0 1 28.6 1 33.21 2.32 1 126.80 1 1 16.200 1 1.001 1 2.0 1 26.3 1 30.61 2.13 1 126.74 1 1 16.300 1 1.001 1 2.0 1 24.4 1 28.31 1.98 1 126.68 1 1 16.400 1 1.001 1 2.0 1 22.7 1 26.41 1.84 1 126.63 1 1 16.500 1 1.001 1 2.0 1 21.3 1 24.71 1.72 1 126.59 1 1 16.600 1 1.001 1 2.0 1 20.0 1 .23.31 1.62 1 126.56 1 1 16.700 1 1.001 1 2.0 1 19.0 1 22.01 1.53 1 126.53 1 1 16.800 1 1.001 1 2.0 1 18.0 1 21.01 1.46 1 126.50 1 1 16.900 1 1.001 1 2.0 1 17.2 1 20.01 1.40 1 126.48 1 1 17.000 I 1.001 1 2.0 1 16.6 1 19.21 1.34 1 126.46 1 1 17.100 1 1.001 1 2.0 1 16.0 1 18.61 1.29 1 126.45 1 1 17.200 1 1.001 1 2.0 1 15.5 1 18.01 1.25 1 126.43 1 1 17.300 1 1 .001 1 2.0 1 15.0 1 17.51 1.22 1 126.42 1 1 17.400 1 1.001 1 2.0 1 14.7 1 17.01 1.19 1 126.41 1 1 17.500 1 1.001 1 2.0 1 14.3 1 16.71 1.16 1 126.40 1 1 17.600 1 1.001 1 2.0 1 14.1 1 16.31 1.14 1 126.39 1 1 17.700 1 1.001 1 2.0 1 13.8 1 16.11 1.12 1 126.39 1 1 17.800 1 1.001 1 2.0 1 13.6 1 15. 81 1.10 1 126.38 1 1 17.900 1 1.001 1 2.0 1 13.4 1 15.61 1.09 1 126.38 1 1 18.000 1 1.001 1 2.0 1 13.3 1 15.41 1.08 1 126.37 1 1 18.100 1 1.001 1 2.0 1 13.2 1 15.31 1.07 1 126.37 1 1 18.200 1 1.001 1 2.0 1 13.0 1 15.21 1.06 1 126.36 1 1 18.300 1 1.001 1 2.0 1 13.0 1 15.01 1.05 1 126.36 1 1 18.400 1 1.001 1 2.0 1 12.9 1 15.01 1.04 1 126.36 1 1 18.500 I 1.001 1 2.0 1 12.8 1 14.91 1.04 1 126.36 1 1 18.600 1 1.001 1 2.0 1 12.7 1 14.81 1.03 1 126.36 1 1 18.700 1 1.001 1 2.0 1 12.7 1 14.71 1.03 1 126.35 1 1 18.800 1 1.001 1 2.0 1 12.6 1 14.71 1.02 1 126.35 1 1 18.900 1 1.001 1 2.0 1 12.6 1 14.61 1.02 1 126.35 1 1 19.000 1 1.001 1 2.0 1 12.6 1 14.61 1.02 1 126.35 1 1 19.100 1 1.001 1 2.0 1 12.5 1 14.61 1.01 1 126.35 1 1 19.200 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 19.300 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 19.400 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 19.500 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 19.600 1 1.001 1 2.0 1 12.4 1 14.51 1.01 1 126.35 1 1 19.700 1 1.001 1 2.0 1 12.4 1 14.41 1.01 1 126.35 1 1 19.800 1 1.001 1 2.0 1 12.4 1 14.41 1.01 1 126.35 1 1 19.900 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 20.000 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 ------------------ ------------------------------------------------------ ��,r 3/�s , POND-2 Version: 5.10 SIN: 1220510102 Page 4 EXECUTED: 03-10-1995 21:12:22 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + O 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I---------I I ---------I ------------I -----------I---------I---------I 1 20.100 I 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 20.200 1 1.001 1 2.0 1 i2.4 1 14.41 1.00 1 126.35 1 1 20.300 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 20.400 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 20.500 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 20.600 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 20.700 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 20.800 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 120.900 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 21.000 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 21.100 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 21.200 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 21.300 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 21.400 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 21.500 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 21.600 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 21.700 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 21.800 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 21.900 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.000 1 1 .001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.100 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.200 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.300 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.400 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.500 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.600 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.700 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.800 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 22.900 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 23.000 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 23.100 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 23.200 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 .23.300 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 123.400 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 I 23.500 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 I 23.600 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 123.700 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 ' 1 23.800 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 23.900 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.34 1 1 24.000 1 0.001 1 1.0 1 11.5 1 13.41 0.93 1 126.32 1 1 24.100 1 0.001 1 0.0 1 9.9 1 11.51 0.80 1 126.28 1 1 24.200 1 0.001 1 0.0 1 8.5 1 9.91 0.69 1 126.24 1 1 24.300 1 0.001 1 0.0 1 7.3 1 8.51 0.59 1 126.20 1 1 24.400 1 0.001 1 0.0 1 6.3 1 7.31 0.51 1 126.18 1 - 1 .24.500 1 0.O0f 1 0.0 1 5.4 1 6.31 0.44 f 126.15 1 1 24.600 1 0.001 1 0.0 1 4.7 1 5.41 0.38 1 126.13 1 ------------------ ------------------------------------------------------ 1 3/9S' 33 POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 03-10-1995 21:12:22 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I---------I I --------- I ------------ I-----------I --------- i--------- I 1 24.700 1 0.001 1 0.0 1 4.0 1 4.71 0.33 1 126.11 1 1 24.800 1 0.001 1 0.0 1 3.5 1 4.01 0.28 1 126.10 1 1 24.900 1 0.001 1 0.0 1 3.0 1 3.51 0.24 1 . 126.08 1 1 25.000 1 0.001 1 0.0 1 2.6 1 3.01 0.21 1 126.07 1 1 25.100 1 0.001 1 0.0 1 2.2 1 2.61 0.18 1 126.06 1 125.200 1 0.001 1 0.0 1 1.9 1 2.21 0.15 1 126.05 1 1 25.300 1 0.001 1 0.0 1 1.6 1 1.91 0.13 1 126.05 1 1 25.400 1 0.001 1 0.0 1 1.4 1 1.61 0.11 1 126.04 1 1 25.500 1 0.001 1 0.0 1 1.2 1 1.41 0.10 1 126.03 1 1 25.600 1 0.001 1 0.0 1 1.0 1 1.21 0.08 1 126.03 1 1 25.700 1 0.001 1 0.0 1 0.9 1 1.01 0.07 1 126.03 1 1 25.800 1 0.001 1 0.0 1 0.8 1 0.91 0.06 1 126.02 1 1 25.900 1 0.001 1 0.0 1 0.7 1 0.81 0.05 1 126.02 1 ----------------- ------------------------------------------------------ POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 03-10-1995 21:12:22 2 Y� ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-4.PND Inflow Hydrograph: 18185A1 .HYD Outflow Hydrograph: 181-85-4.HYD Starting Pond W.S. Elevation = 126.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 12.00 cfs Peak Outflow = 4.23 cfs Peak Elevation = 127.37 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 0.45 ac-ft --------------- Total Storage in Pond = 0.45 ac-ft 2�,- 3/ss 3S POND-2 Version: 5.10 SIN: 1220510102 Page 1 :.EXECUTED: 03-10-1995 22:57:58 * * * FARM BROOK SUBDIVISION * DETENTION BASIN (Revised) * 10 YEAR STORM * * * * Inflow Hydrograph: 18185A3 .HYD Rating Table file: 181-85-4.PND ----INITIAL CONDITIONS---- Elevation = 126.00 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I--------- I--------- I----------I I------------I -------------I 1 126.00 1 0.0 1 0.0001 1 0.0 I 0.0 1 1 127.00 1 2.9 1 0.1601 1 38.7 1 41.6 1 1 128.00 1 6.5 1 0.9401 1 227.5 1 234.0 1 I 129.00 1 9.0 1 2.2601 1 546.9 1 555.9 1 1 130.00 1 11.0 1 3.8201 1 924.4 1 935.4 1 ------------------------------ -------------------------- Time increment (t) = 0.100 hrs. PQND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 03-10-1995 22:57:58 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I Il+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I i --------I--------- I I---------I------------I ----------- I--------- I--------- I 1 11.000 1 1 .001 1 ----- 1 0.0 1 0.01 0.00 1 126.00 1 1 11.100 1 1.001 1 2.0 1 1.7 1 2.01 0.14 1 126.05 1 1 11.200 1 1.001 1 2.0 1 3.2 1 3.71 0.26 1 126.09 1 1 11.300 1 1.001 1 2.0 1 4.5 1 5.21 0.36 1 126.13 1 1 11.400 1 1.001 1 2.0 1 5.6 1 6. 51 0.45 1 126.16 1 1 11.500 1 1.001 1 2.0 1 6.5 1 7.61 0.53 1 126.18 1 1 11.600 1 1.001 1 2.0 1 7.3 ► 8.51 0.59 1 126.20 1 1 11.700 1 1.001 1 2.0 1 8.0 1 9.31 0.65 1 126.22 1 1 11.800 1 2.001 1 3.0 1 9.5 1 11.01 0.77 f 126.27 1 1 11.900 1 2.001 1 4.0 1 11.6 1 13.51 0.94 1 126.32 1 1 12.000 1 3.001 1 5.0 1 14.3 1 16.61 1.16 1 126.40 1 1 12.100 1 4.001 1 7.0 1 18.3 1 21.31 1.48 1 126.51 1 1 12.200 1 6.001 1 10.0 1 24.4 1 28.31 1.97 1 126.68 1 112.300 1 11.001 f 17.0 1 35.6 1 41.41 2.88 1 126.99 1 1 12.400 1 20.001 1 31.0 1 59.9 1 66.61 3.37 1 127.13 1 1 12.500 1 27.001 1 47.0 1 98.6 1 106.91 4.12 f 127.34 1 1 12.600 1 29.001 1 56.0 1 144.6 1 154.61 5.02 1 127.59 1 1 12.700 1 27.001 1 56.0 1 188.9 1 200.61 5.88 1 127.83 1 1 12.800 1 24.001 1 51.0 1 226.8 1 239.91 6.55 f 128.02 1 1 12.900 1 20.001 1 44.0 1 257.2 1 270.81 6.79 1 128.11 1 1 13.000 1 15.001 1 35.0 1 278.3 1 292.21 6.95 1 128.18 1 I. 13.100 1 12.001 1 27.0 1 291.2 1 305.31 7.05 1 128.22 1 1 13.200 1 10.001 1 22.0 1 299.0 1 313.21 7.12 f 128.25 1 1 13.300 1 8.001 1 18.0 1 302.7 1 317.01 7.14 1 128.26 1 1 13.400 1 7.001 1 15.0 1 303.4 1 317.71 7.15 1 128.26 1 f 13.500 1 7.001 1 14.0 1 303.1 1 317.41 7.15 1 128.26 1 1 13.600 1 6.001 1 13.0 1 301.8 1 316.11 7.14 1' 128.25 1 1 13.700 1 6.001 1 12.0 1 299.6 1 313.81 7.12 1 128.25 1 1 13.800 I 5.001 1 11.0 1 296.4 1 310.61 7.09 1 128.24 1 1 13.900 1 5.001 1 10.0 1 292.2 1 306.41 7.06 1 128.22 1 1 14.000 1 5.001 1 10.0 f 288.2 1 302.21 7.03 1 128.21 1 1 14.100 1 5.001 1 10.0 1 284.2 1 298.21 7.00 1 128.20 f 1 14.200 1 4.001 1 9.0 1 279.3 1 293.21 6.96 1 128.18 1 1 14.300 1 4.001 1 8.0 1 273.4 1 287.31 6.91 1 128.17 1 1 14.400 1 4.001 1 8.0 1 267.7 1 281.41 6.87 1 128.15 1 1 14.500 1 4.001 1 8.0 1 262.1 1 275.71 6.82 1 128.13 1 1 14.600 1 4.001 1 8.0 1 256.5 1 270.11 6.78 1 128.11 1 1 14.700 1 4.001 f 8.0 1 251.0 1 264.51 6.74 1 128.09 1 1 14.800 1 4.001 1 8.0 1 245.6 1 259.01 6.69 1 128.08 1 1 14.900 1 3.001 1 7.0 1 239.3 1 252.61 6.64 1 128.06 1 1 15.000 1 3.001 1 6.0 1 232.2 1 245.31 6.59 1 128.04 1 1 15.100 1 3.001 1 6.0 1 225.1 1 238.21 6.53 1 128.01 1 1 15.200 1 3.001 1 6.0 1 218.2 1 231.11 6.45 1 127.99 1 1 15-300 1 3.001 1 6.0 1 211.6 1 224.21 6.32 1 127.95 1 = -- 1 15.400 1 3.001 1 6.0 1 205.2 1 217.61 6.19 1 127.91 1 ------------------ ------------------------------------------------------ PQND-2 Version: 5.10 SIN: 1220510102 Page 3 EXECUTED: 03-10-1995 22:57:58 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I-------- I--------- I I---------I------------I -----------I---------I--------- I 1 15.500 I . 3.001 1 6.0 1 199.0 1 211.21 6.07 1 127.88 1 1 15.600 1 3.001 1 6.0 1 193.1 1 205.01 5.96 1 127.85 1 1 15.700 1 3.001 1 6.0 1 187.4 1 199.11 5.85 1 127.82 1 1 15.800 1 3.001 1 6.0 1 181.9 1 193.41 5.74 1 127.79 1 1 15.900 1 3.001 1 6.0 1 176.7 1 187.91 5.64 1 127.76 1 1 16.000 1 3.001 1 6.0 1 171.6 1 182.71 5.54 1 127.73 1 1 16.100 1 3.001 1 6.0 1 166.7 1 177.61 5.44 1 127.71 1 1 16.200 1 3.001 1 6.0 1 162.0 1 172.71 5.35 1 127.68 1 1 16.300 1 2.001 1 5.0 1 156.5 1 167.01 5.25 1 127.65 1 1 16.400 1 2.001 1 4.0 1 150.3 1 160.51 5.12 1 127.62 1 1 16.500 1 2.001 1 4.0 1 144.2 1 154.31 5.01 1 127.59 1 1 16.600 1 2.001 1 4.0 1 138.4 1 148.21 4.90 1 127.55 1 1 16.700 1 2.001 1 4.0 1 132.9 1 142.41 4.79 1 127.52 1 1 16.800 1 2.001 1 4.0 1 127.5 1 136.91 4.68 1 127.50 1 1 i6.900 1 2.001 1 4.0 1 122.3 1 131.51 4.58 1 127.47 1 1 17.000 1 2.001 1 4.0 1 117.4 1 126.31 4.49 1 127.44 1 117.100 1 2.001 1 4.0 1 112.6 1 121.41 4.39 1 127.41 1 11 17.200 1 2.001 1 4.0 1 108.0 1 116.61 4.30 1 127.39 1 ' 1 17.300 1 2.001 1 4.0 1 103.5 1 112.01 4.22 1 127.37 1 ' 1 17.400 1 2.001 1 4.0 1 99.3 1 107.51 4.13 1 127.34 1 ' 1 17.500 1 2.001 1 4.0 1 95.2 1 103.31 4.05 1 127.32 1 1 17.600 1 2.001 1 4.0 1 91.2 1 99.21 3.98 1 127.30 1 1 17.700 1 2.001 1 4.0 1 87.4 1 95.21 3.90 f 127.28 1 1 17.800 1 2.001 1 4.0 1 83.7 1 91.41 3.83 1 127.26 1 1 17.900 1 2.001 1 4.0 1 80.2 1 87.71 3.76 1 127.24 1 1 18.000 1 2.001 1 4.0 1 76.8 1 84.21 3.70 1 127.22 1 1 18.100 1 2.001 1 4.0 1 73.6 1 80.81 3.63 1 127.20 1 1 18.200 1 2.001 1 4.0 1 70.4 1 77.61 3.57 1 127.19 1 1 18.300 1 2.001 1 4.0 1 67.4 1 74.41 3.51 1 127.17 1 1 18.400 1 2.001 1 4.0 1 64.5 1 71.41 3.46 1 127.15 1 1 18.500 1 2.001 1 4.0 1 61.7 1 68.51 3.40 1 127.14 1 1 18.600 1 1.001 1 3.0 1 58.0 1 64.71 3.33 1 127.12 1 1 18.700 1 1.001 1 2.0 1 53.5 1 60.01 3.24 1 127.10 1 1 18.800 1 1.001 1 2.0 1 49.2 1 55 .51 3.16 1 127.07 1 1 18.900 1 1.001 1 2.0 1 45.0 1 51, 21 3.08 1 127.05 1 1 19.000 1 1.001 1 2.0 1 41.0 1 47.01 3.00 1 127.03 1 1 19.100 1 1.001 1 2.0 1 37.2 1 43.,01 2.93 1 127.01 1 1 19.200 1 1.001 1 2.0 1 33.7 1 39.21 2.73 1 126.94 1 1 19.300 1 1.001 1 2.0 1 30.7 1 35.71 2.49 1 126.86 1 1 19.400 1 1.001 1 2.0 1 28.2 1 32.71 2.28 1 126.79 1 1 19.500 1 1.001 1 2.0 1 26.0 1 30.21 2.10 1 126.73 1 1 19.600 1 1.001 1 2.0 1 24.1 1 28.01 1.95 1 126.67 1 1 19.700 1 1.001 1 2.0 1 22.4 1 26.11 1.82 1 126.63 1 1 19- 800 1 1.001 1 2.0 1 21.0 1 24.41 1.70 1 126.59 1 1 19.900 1 1.001 1 2.0 1 19.8 1 23.01 1.61 1 126.55 1 1 20.000 1 1.001 1 2.0 1 18.8 1 21.81 1.52 1 126.52 1 ------------------ ------------------------------------------------------ POND-2 Version: 5.10 SIN: 1220510102 Page 4 EXECUTED: 03-10-1995 22:57:58 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I Il+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I --------I---------I I---------I ------------I-----------I---------I---------I 1 20.100 1 1.001 1 2.0 1 17.9 1 20.81 1.45 1 126.50 1 1 20.200 1 1.001 1 2.0 1 17.1 1 19.91 1.39 1 126.48 1 1 20.300 1 1.001 1 2.0 1 16.5 1 19.11 1.33 1 126.46 1 1 20.400 1 1.001 1 2.0 1 15.9 1 18.51 1.29 1 126.44 1 1 20.500 1 1.001 1 2.0 1 15.4 1 17.91 1.25 1 126.43 1 1 20.600 1 1.001. 1 2.0 1 15.0 1 17.41 1.21 1 126.42 1 1 20.700 1 1.001 1 2.0 1 14.6 1 11/.01 1.18 1 126.41 1 1 20.800 1 1.001 1 2.0 1 14.3 1 16.61 1.16 I 126.40 1 1 20.900 1 1.001 1 2.0 1 14.0 1 16.31 1.13 1 126.39 1 1 21.000 1 1.001 1 2.0 1 13.8 1 16.01 1.12 1 126.38 1 1 21.100 1 1.001 1 2.0 1 13.6 1 15.81 1.10 1 126.38 1 1 21.200 1 1.001 1 2.0 1 13.4 1 15.61 1.09 1 126.37 1 1 21.300 I 1.001 1 2.0 1 13.3 1 15.41 1.07 1 126.37 1 1 21.400 1 1.001 1 2.0 1 13.1 1 15.31 1.06 1 126.37 1 1 21.500 1 1.001 1 2.0 1 13.0 1 15.11 1.05 1 126.36 1 1 21.600 1 1.001 1 2.0 1 12.9 1 15.01 1.05 1 126.36 1 1 21.700, 1 1.001 1 2.0 1 12.9 1 14.91 1.04 1 126.36 1 1 21.800 1 1.001 1 2.0 1 12.8 1 14.91 1.03 1 126.36 1 1 21.900 1 1.001 1 2.0 1 12.7 1 14.81 1.03 1 126.36 1 1 22.000 1 1.001 1 2.0 1 12.7 1 14.71 1.03 1 126.35 1 1 22.100 1 1.001 1 2.0 1 12.6 1 14.71 1.02 1 126.35 1 1 22.200 1 1.001 1 2.0 1 12.6 1 14.61 1.02 1 126.35 1 1 22.300 1 1.001 1 2.0 1 12.6 1 14.61 1.02 1 126.35 1 1 22.400 1 1.001 1 2.0 1 12.5 1 14.61 1.01 1 126.35 1 1 22.500 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 22.600 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 22.700 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 22.800 1 1.001 1 2.0 1 12.4 1 14.51 1.01 1 126.35 1 1 22.900 1 1.001 1 2.0 1 12.4 1 14.41 1.01 1 126.35 1 1 23.000 1 1.001 1 2.0 1 12.4 1 14.41 1.01 1 126.35 1 1 23.100 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 23.200 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 123.300 1 ' 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 23.400 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 23.500 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 23.600 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 23.700 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 23.800 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 23.900 1 1.001 1 2.0 1 12.4 1 14.41 1.00 1 126.35 1 1 24.000 1 0.001 1 1.0 1 11.5 1 13.41 0.93 1 126.32 1 1 24.100 1 0.001 1 0.0 1 9.9 1 11.51 0.80 1 126.28 1 1 24.200 1 0.001 1 0.0 1 8.5 1 9.91 0.69 1 126.24 1 1 24.300 1 0.001 1 0.0 1 7.3 1 8.51 0.59 1 126.20 1 1 24.400 1 0.001 1 0.0 1 6.3 1 7.31 0.51 1 126.18 1 - 1 24.500 1 0.001 1 0.0 1 5.4 1 6.31 0.44 1 126.15 1 1 24.600 1 0.001 1 0.0 1 4.7 1 5.41 0.38 1 126.13 1 ------------------ ------------------------------------------------------ het,31`�s 30 POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 03-10-1995 22:57:58 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ .I TIME I INFLOW I 1 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I --------I---------I 1---------I------------I ----------- I---------I---------I 1 24.700 1 0.001 1 0.0 1 4.0 1 4.71 0.33 1 126.11 1 1 24.800 1 0.001 1 0.0 1 3.5 1 4.01 0.28 1 126.10 1 1 24.900 1 0.001 1 0.0 1 3.0 1 3.51 0.24 1 126.08 1 1 25.000 1 0.001 1 0.0 1 2.6 1 3.01 0.21 1 126.07 1 .1 25.100 1 0.001 1 0.0 1 2.2 1 2.61 0.18 1 126.06 1 1 25.200 1 0.001 1 0.0 1 1.9 1 2.21 0.15 1 126.05 1 1 25.300 1 0.001 1 0.0 1 1.6 1 1.91 0.13 1 126.05 1 1 25.400 1 0.001 1 0.0 1 1.4 1 1.61 0.11 1 126.04 1 1 25.500 1 0.001 1 0.0 1 1.2 1 1.41 0.10 1 126.03 1 1 25.600 1 0.001 1 0.0 1 1.0 1 1 .21 0.08 1 126.03 1 1 25.700 1 0.001 1 0.0 1 0.9 1 1.01 0.07 1 126.03 1 1 25.800 1 0.001 1 0.0 1 0.8 1 0.91 0.06 1 126.02 1 1 25.900 1 0.001 1 0.0 1 0.7 1 0.81 0.05 1 126.02 1 ----------------- ------------------------------------------------------ Q�3�S Uo POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 03-10-1995 22:57:58 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-4.PND Inflow Hydrograph: 18185A3 .HYD Outflow Hydrograph: 181-85-4.HYD Starting Pond W.S. Elevation = 126.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 29.00 cfs Peak Outflow = 7.15 cfs Peak Elevation = 128.26 ft: ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 1.28 ac-ft --------------- Total Storage in Pond = 1.28 ac-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.10 SIN: 1220510102 Page 1 EXECUTED: 03-10-1995 23:00:48 ******************************* * * * FARM BROOK SUBDIVISION * DETENTION BASIN (Revised) * 25 YEAR STORM * * * * ******************************* Inflow Hydrograph: 18185A4 .HYD Rating Table file: 181-85-4.PND ----INITIAL CONDITIONS---- Elevation = 126.00 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 1 (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I--------- I ---------I ----------i I ------------ I------------- I 1 126.00 1 0.0 1 0.0001 1 0.0 1 0.0 1 1 127.00 1 2.9 1 0.1601 1 38.7 1 41.6 1 1 128.00 1 6.5 1 0.9401 1 227.5 1 234.0 1 1 129.00 1 9.0 1 2.2601 1 546.9 1 555.9 1 1 130.00 1 11.0 1 3.8201 1 924.4 1 935.4 1 ------------------------------ -------------------------- Time increment (t) = 0.100 hrs. POND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 03-10-1995 23:00:48 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 181-85-4.HYD 'INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I I1+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) 1 (ft) I I-------- I--------- I I---------I ------------I----------- I---------I---------I 1 11.000 1 1.001 1 ----- 1 0.0 1 0.01 0.00 1 126.00 1 1 11.100 1 1.001 1 2.0 1 1.7 1 2.01 0.14 1 126.05 1 1 11.200 1 2.001 1 3.0 1 4.1 1 4.71 0.33 1 126.11 1 1 11.300 1 2.001 1 4.0 1 6.9 1 8.11 0.56 1 126.19 1 111.400 1 2.001 1 4.0 1 9.4 1 10.91 0.76 1 126.26 1 1 11.500 1 2.001 1 4.0 1 11.5 1 13.41 0.93 1 126.32 1 1 11.600 1 2.001 1 4.0 1 13.4 1 15.51 1 .08 1 126.37 1 111.700 1 2.001 1 4.0 1 15.0 1 17.41 1.21 1 126.42 1 1 11.800 . 1 3.001 1 5.0 1 17.2 1 20.01 1.39 1 126.48 1 1 11.900 1 3.001 1 6.0 1 19.9 1 23.21 1.61 1 126.56 1 1 12.000 1 5.001 1 8.0 1 24.1 1 27.91 1.95 1 126.67 1 1 12.100 1 7.001 1 12.0 1 31.0 1 36.11 2.51 1 126.87 1 1 12.200 1 10.001 1 17.0 1 42.0 1 48.01 3.02 1 127.03 1 1 12.300 1 17.001 1 27.0 1 62.2 1 69.01 3.41 1 127.14 1 1 12.400 1 28.001 1 45.0 1 98.9 1 107.21 4.13 1 127.34 1 1 12.500 1 38.001 1 66.0 1 154.5 1 164.91 5.21 1 127.64 1 1 12.600 1 40.001 1 78.0 1 219.6 1 232.51 6.47 1 127.99 1 1 12.700 1 38.001 1 78.0 1 283.6 1 297.61 6.99 1 128.20 1 1 12.800 1 32.001 1 70.0 1 338.7 1 353.61 7.43 1 128.37 1 112.900 1 26.001 1 58.0 1 381.2 1 396.71 7.76 1 128.51 1 1 13.000 1 20.001 1 46.0 1 411.2 1 427.21 8.00 1 128.60 1 1 13.100 1 16.001 1 36.0 1 430.9 1 447.21 8.16 1 128.66 1 1 13.200 1 13.001 1 29.0 1 443.4 1 459.91 8.25 1 128.70 1 1 13.300 1 11.001 1 24.0 1 450.7 1 467.41 8.31 1 128.72 1 1 13.400 1 9.001 1 20.0 1 454.1 1 470.71 8.34 1 128.74 1 1 13.500 1 8.001 1 17.0 1 454.4 1 471.11 8.34 1 128.74 1 1 13.600 1 7.001 1 15.0 1 452.7 1 469.41 8.33 1 128.73 1 1 13.700 1 7.001 1 14.0 1 450.1 1 466.71 8.31 1 128.72 1 113.800 1 7.001 1 14.0 1 447.5 1 464.11 8.29 1 128.71 1 1 .13.900 1 6.001 1 13.0 1 444.0 1 460.51 8.26 1 128.70 1 1 14.000 1 6.001 1 12.0 1 439.6 1 456.01 8.22 1 128.69 1 1 14.100 1 6.001 1 12.0 1 435.2 1 451.61 8.19 1 128.68 1 1 14.200 1 5.001 1 11.0 1 429.9 1 446.21 8.15 1 128.66 1 1 14.300 1 5.001 1 10.0 1 423.7 1 439.91 8.10 1 128.64 1 1 14.400 1 5.001 I 10.0 I 417.6 1 433.71 8.05 1 128.62 1 1 14.500 1 5.001 1 10.0 1 411.6 1 427.61 8.00 1 128.60 1 1 14.600 1 5.001 1 10.0 1 405.7 1 421.61 7.96 1 128.58 1 1 14.700 1 5.001 1 10.0 1 399.8 1 415.71 7.91 1 128.56 1 1 14.800 1 4.001 1 9.0 1 393.1 1 408.81 7.86 1 128.54 1 114.900 1 4.001 1 8.0 1 385.5 1 401.11 7.80 1 128.52 1 115.000 1 4.001 1 8.0 1 378.1 1 393.51 7.74 1 128.50 1 1 15.100 1 4.001 1 8.0 1 370.7 1 386.11 7.68 1 128.47 1 1 15.200 1 4.001 1 8.0 1 363.4 1 378.71 7.62 1 128.45 I . 1 1-5.300 1 4:061 1 8.0 1 356.3 1 371.41 7.57 1 128.43 1- 1 15.400 1 4.001 1 8.0 1 349.3 1 364.31 7.51 1 128.40 1 ------------------ ------------------------------------------------------ �.3I�S kJ3 POND-2 Version: 5.10 SIN: 1220510102 Page 3 EXECUTED: 03-10-1995 23:00:48 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME 1 INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I---------I I --------- I------------ I-----------I--------- I---------I 1 15.500 1 4.001 1 8.0 1 342.4 1 357.31 7.46 1 128.38 1 1 15.600 1 4.001 1 8.0 1 335.6 1 350.41 7.40 1 128.36 1 1 15..700 1 4.001 1 8.0 1 328.9 1 343.61 7.35 1 128.34 1 1 15.800 1 3.001 1 7.0 1 321.3 1 335.91 7.29 1 128.32 1 1 15.900 1 3.001 1 6.0 1 312.8 1 327.31 7.22 1 128.29 1 1 16.000 1 3.001 1 6.0 1 304.5 1 318.81 7.16 1 128.26 1 1 16.100 1 3.001 1 6.0 1 296.3 1 310.51 7.09 1 128.24 1 1 16.200 1 3.001 1 6.0 1 288.3 1 302.31 7.03 1 128.21 1 1 16.300 1 3.001 1 6.0 1 280.3 1 294.31 6.97 1 128.19 1 i1 16.400 1 3.001 1 6.0 1 272.5 1 286.31 6.91 1 128.16 1 ' I 16.500 1 3.001 1 6.0 1 264.8 1 278.51 6.85 I 128.14 1 ' I 16.600 1 3.001 1 6.0 1 257.3 1 270.81 6.79 1 128.11 1 1 16.700 1 3.001 1 6.0 1 249.8 1 263.31 6.73 1 128.09 1 1 16.800 1 2.001 1 5.0 1 241.5 1 254.81 6.66 1 128.06 1 1 16.900 1 2.001 1 4.0 1 232.3 1 245.51 6.59 1 128.04 1 1 17.000 1 2.001 1 4.0 1 223.3 1 236.31 6.52 1 128.01 1 1 17.100 I 2.001 1 4.0 1 214.5 1 227.31 6.37 1 127.97 1 1 17.200 1 2.001 1 4.0 1 206.1 1 218.51 6.21 1 127.92 1 1 17.300 1 2.001 1 4.0 1 198.0 1 210.11 6.05 1 127.88 1 1 17.400 1 2.001 1 4.0 1 190.2 1 202.01 5.90 1 127.83 1 1 17.500 1 2.001 1 4.0 1 182.7 1 194.21 5.76 1 127.79 1 1 17.600 1 2.001 1 4.0 1 175.4 1 186.71 5.61 1 127.75 1 1 17.700 1 2.001 1 4.0 1 168.5 1 179.41 5.48 1 127.72 1 1 17.800 1 2.001 1 4.0 1 161.8 1 172.51 5.35 1 127.68 1 1 17.900 1 2.001 1 4.0 1 155.3 1 165.81 5.22 1 127.65 1 1 18.000 1 2.001 1 4.0 1 149.1 1 159.31 5.10 1 127.61 1 1 18.100 1 2.001 1 4.0 1 143.2 1 153.11 4.99 1 127.58 1 1 18.200 1 2.001 1 4.0 1 137.4 1 147.21 4.88 1 127.55 1 1 18.300 1 2.001 1 4.0 1 131.9 1 141.41 4.77 1 127.52 1 1 18.400 1 2.001 1 4.0 1 126.5 1 135.91 4.66 1 127.49 1 1 18.500 1 2.001 1 4.0 1 121.4 1 130.51 4.56 1 127.46 1 1 18.600 1 2.001 1 4.0 1 116.5 1 125.41 4.47 1 127.44 1 1 18.700 1 2.001 1 4.0 1 111.7 1 120.51 4.38 1 127.41 1 1 18.800 1 2.001 1 4.0 1 107.2 1 115.71 4.29 1 127.39 1 1 18.900 1 2.001 1 4.0 1 102.8 1 111.21 4.20 1 127.36 1 1 19.000 1 2.001 1 4.0 1 98.5 1 106.81 4.12 1 127.34 1 1 19.100 1 2.001 1 4.0 1 94.4 1 102.51 4.04 1 127.32 1 1 19.200 1 2.001 1 4.0 1 90.5 1 98.41 3.96 1 127.30 1 1 19.300 1 2.001 1 4.0 1 86.7 1 94.51 3.89 1 127.27 1 1 19.400 1 2.001 1 4.0 1 83.1 1 90.71 3.82 1 127.26 1 1 19.500 1 2.001 1 4.0 1 79.6 1 87.11 3.75 1 127.24 1 1 19.600 1 1.001 1 3.0 1 75.3 1 82.61 3.67 1 127.21 1 1 19.700 1 1.001 1 2.0 1 70.1 1 77.31 3.57 1 127.19 1 119.800 1 1.001 1 2.0 1 65.2 1 72.11 3.47 1 127.16 1 1 19.900 1 1.001 1 2.0 1 60.4 1 67.21 3.38 1 127.13 1 1 20.000 1 1.001 1 2.0 1 55.8 1 62.41 3.29 1 127.11 1 ------------------ ------------------------------------------------------ �Q:✓vq Hy POND-2 Version: 5.10 SIN: 1220510102 Page 4 EXECUTED: 03-10-1995 23:00:48 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I'--------I ---------I I---------I ------------I-----------I---------I ---------I 1 20.100 1 1.001 1 2.0 1 51.4 1 57.81 3.20 1 127.08 1 1 20.200 1 1.001 1 2.0 1 47.2 1 53.41 3.12 1 127.06 1 1 20.300 1 1.001 1 2.0 1 43.1 1 49.21 3.04 1 127.04 1 1 20.400 1 1.001 1 2.0 1 39.2 1 45.11 2.97 1 127.02 1 120.500 1 1.001 1 2.0 1 35.4 1 41.21 2.87 1 126.99 1 1 20.600 1 1.001 1 2.0 1 32.2 1 37.41 2.61 1 126.90 1 1 20.700 1 1.001 1 2.0 1 29.5 1 34.21 2.38 1 126.82 1 1 20.800 1 1.001 1 2.0 1 27.1 1 31.51 2.19 1 126.76 1 1 20.900 1 1.001 1 2.0 1 25.0 1 29.11 2.03 1 126.70 1 1 21.000 1 1.001 1 2.0 1 23.3 1 27.01 1.88 1 126.65 1 1 21.100 1 1.001 1 2.0 1 21 .7 1 25.31 1.76 1 126.61 1 1 21.200 I 1.001 1 2.0 1 20.4 1 23.71 1.65 1 126.57 1 1 21.300 1 1.001 1 2.0 1 19.3 1 22.41 1.56 1 126.54 1 1 21.400 1 1.001 1 2.0 1 18.3 1 21.31 1.48 1 126.51 1 1 21.500 1 1.001 1 2.0 1 17.5 1 20.31 1.42 1 126.49 1 1 21.600 1 1.001 1 2.0 1 16.8 1 19.51 1.36 1 126.47 1 1 21.700 1 1.001 1 2.0 1 16.2 1 18.81 1.31 1 126.45 1 1 21.800 1 1.001 1 2.0 1 15.6 1 18.21 1.27 1 126.44 1 1 21.900 1 1.001 1 2.0 1 15.2 1 17.61 1.23 1 126.42 1 1 22.000 1 1.001 1 2.0 1 14.8 1 17.21 1.20 1 126.41 1 1 22.100 1 1.001 1 2.0 1 14.4 1 16.81 1.17 1 126.40 1 1 22.200 1 1.001 1 2.0 1 14.2 1 16.41 1.15 1 126.40 1 1 22.300 1 1.001 1 2.0 1 13.9 1 16.21 1.13 1 126.39 1 1 22.400 1 1.001 1 2.0 1 13.7 1 15.91 1.11 1 126.38 1 122.500 1 1.001 1 2.0 1 13.5 1 15.71 1.09 1 126.38 1 1 22.600 1 1 .001 1 2.0 1 13.3 1 15.51 1.08 1 126.37 1 1 22.700 1 1.001 1 2.0 1 13.2 1 15.31 1.07 '1 126.37 1 1 22.800 I 1.001 1 2.0 1 13.1 1 15.21 1.06 1 126.37 1 1 22.900 1 1.001 1 2.0 1 13.0 1 15.11 1.05 1 126.36 1 1 23.000 1 1.001 1 2.0 1 12.9 1 15.01 1.04 1 126.36 1 1 23.100 1 1.001 1 2.0 1 12.8 1 14.91 1.04 1 126.36 1 1 23.200 1 1.001 1 2.0 1 12.8 1 14.81 1.03 1 126.36 1 1 23.300 1 1.001 1 2.0 1 12.7 1 14.81 1.03 1 126.35 1 1 23.400 1 1.001 1 2.0 1 12.6 1 14.71 1.02 1 126.35 1 1 23.500 1 1.001 1 2.0 1 12.6 1 14.61 1.02 1 126.35 1 1 23.600 1 1.001 1 2.0 1 12.6 1 14.61 1.02 1 126.35 1 1 23.700 1 1.001 1 2.0 1 12.5 1 14.61 1.02 1 126.35 1 .I 23.800 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 23.900 1 1.001 1 2.0 1 12.5 1 14.51 1.01 1 126.35 1 1 24.000 1 0.001 1 1.0 1 11.6 1 13.51 0.94 1 126.32 1 1 24.100 1 0.001 1 0.0 1 10.0 1 11.61 0.81 1 126.28 1 1 24.200 1 0.001 1 0.0 1 8.6 1 10.01 0.70 1 126.24 1 1 24.300 1 0.001 1 0.011 7.4 1 8.61 0.60 1 126.21 1 _ 1 24.400 1 0.001 1 0.0 1 6.4 1 7.41 0.52 1 126.18 1 1 24.500 '1 0.001 1 0.0 1 5.5 1 6.41 0.44 1 126.15 1 1 24.600 1 0.001 1 0.0 1 4.7 1 5.51 0.38 1 126.13 1 ------------------ ------------------------------------------------------ -POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 03-10-1995 23:00:48 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW I I I1+I2 I 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I---------I I--------- I------------ I-----------I---------I--------- I 1 24.700 1 0.001 1 0.0 1 4.1 1 4.71 0.33 1 126.11 1 1 24.800 1 0.001 I 0.0 1 3.5 1 4.11 0.28 1 126.10 1 1 24.900 1 0.001 1 0.0 1 3.0 1 3.51 0.24 1 126.08 1 1 25.000 1 0.001 1 0.0 1 2.6 1 3.01 0.21 1 126.07 1 1 25.100 1 0.001 1 0.0 1 2.2 1 2.61 0.18 1 126.06 1 1 25.200 1 0.001 1 0.0 1 1.9 1 2.21 0.16 1 126.05 1 1 25.300 1 0.001 1 0.0 1 1.7 1 1.91 0.13 1 126.05 1 1�*25.400 1 0.001 1 0.0 1 1.4 1 1.71 0.12 1 126.04 1 1 25.500 1 0.001 1 0.0 1 1.2 1 1.41 0.10 1 126.03 1 1 25.600 1 0.001 1 0.0 1 1.1 1 1.21 0.09 1 126.03 1 1 25.700 1 0.001 1 0.0 1 0.9 1 1.11 0.07 1 126.03 1 1 25.800 1 0.001 1 0.0 1 0.8 1 0.91 0.06 1 126.02 1 1 25.900 1 0.001 1 0.0 1 0.7 1 0.81 0.05 1 126.02 1 ----------------- ------------------------------------------------------ T2 319s y� POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 03-10-1995 23:00:48 �S 1 ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-4.PND Inflow Hydrograph: 18185A4 .HYD Outflow Hydrograph: 181-85-4.HYD Starting Pond W.S. Elevation = 126.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 40.00 cfs Peak Outflow = 8.34 cfs Peak Elevation = 128.74 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 1.91 ac-ft --------------- Total Storage in Pond = 1.91 ac-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.10 SIN: 1220510102 Page 1 EXECUTED: 03-10-1995 22:29:53 * * * FARM BROOK SUBDIVISION * DETENTION BASIN (Revised) * 100 YEAR STORM * * * * Inflow Hydrograph: 18185A6 .HYD Rating Table file: 181-85-4.PND ----INITIAL CONDITIONS---- Elevation = 126.00 ft Outflow = 0.00 cfs Storage = 0.00 ac-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUTATIONS ------------------------------ -------------------------- IELEVATIONI OUTFLOW I STORAGE I I 2S/t I 2S/t + 0 1 I (ft) I (cfs) I (ac-ft) I I (cfs) I (cfs) I I---------I---------I ---------- I I ------------ I -------------I 1 126.00 1 0.0 1 0.0001 1 0.0 1 0.0 1 1 127.00 1 2.9 1 0.1601 1 38.7 1 41.6 1 1 128.00 1 6.5 1 0.9401 1 227.5 1 234.0 1 1 129.00 1 9.0 1 2.2601 1 546.9 1 555.9 1 1 130.00 1 11.0 1 3.8201 1 924.4 1 935.4 1 ------------------------------ -------------------------- Time increment (t) = 0.100 hrs. 1POND-2 Version: 5.10 SIN: 1220510102 Page 2 EXECUTED: 03-10-1995 22:29:53 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------- - ------------------------------------------------------ I TIME I INFLOW I I I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I --------1 ---------I I- --------I ------------I-----------I --------- I ---------I 1 11.000 1 2.001 1 ----- I 0.0 1 0.01 0.00 1 126.00 1 1 11.100 1 2.001 1 4.0 1 3.4 1 4.01 0.28 1 126.10 1 1 11 .200 1 3.001 1 5.0 1 7.3 1 8.41 0.59 1 126.20 1 1 11.300 1 3.001 1 6.0 1 11.4 1 13.31 0.92 1 126.32 1 1 11.400 1 3.001 1 6.0 1 15.0 1 17.41 1.21 1 126.42 1 1 11.500 1 4.001 1 7.0 1 18.9 1 22.01 1.53 1 126.53 1 1 11.600 1 4.001 1 8.0 1 23.2 1 26.91 1.88 1 126.65 1 1 11 .700 1 5.001 1 9.0 1 27.7 1 32.21 2.24 1 126.77 1 1 11 .800 1 5.001 1 10.0 1 32.4 1 37.71 2.63 1 126.91 1 1 11 .900 1 6.001 1 11.0 1 37.6 1 43.41 2.93 1 127.01 1 1 12.000 1 8.001 1 14.0 1 45.4 1 51.61 3.09 1 127.05 1 1 12.100 1 11.001 1 19.0 1 57.7 1 64.41 3.33 1 127.12 1 1 12.200 1 16.001 1 27.0 1 77.3 1 84.71 3.71 1 127.22 1 1 12.300 1 26.001 1 42.0 1 110.6 1 119.31 4.35 1 127.40 1 1 12.400 1 43.001 1 69.0 1 168.7 1 179.61 5.48 1 127.72 1 1 12.500 1 56.001 1 99.0 1 254.1 1 267.71 6.76 1 128.10 1 1 12.600 1 59.001 1 115.0 1 354.0 1 369.11 7.55 1 128.42 1 1 12.700 1 54.001 1 113.0 1 450.4 1 467.01 8.31 1 128.72 1 1 12.800 1 46.001 1 100.0 1 532.5 1 550.41 8.96 1 128.98 1 1 12.900 1 37.001 1 83.0 1 596.9 1 615.51 9.31 1 129.16 1 113.000 1 29.001 1 66.0 1 643.7 1 662.91 9.56 1 129.28 1 1 13.100 1 23.001 1 52.0 1 676.3 1 695.71 9.74 1 129.37 1 1 13.200 1 18.001 1 41.0 1 697.6 1 717.31 9.85 1 129.43 1 1 13.300 1 16.001 1 34.0 1 711.7 1 731.61 9.93 1 129.46 1 113.400 I 13.001 I 29.0 1 720.8 1 740.71 9.97 1 129.49 1 1 13.500 1 12.001 1 25.0 1 725.8 1 745.81 10.00 1 129.50 1 1 13.600 1 10.001 1 22.0 1 727.7 1 747.81 10.01 1 129.51 1 1 13.700 1 9.001 1 19.0 1 726.7 1 746.71 10.01 1 129.50 1 1 13.800 1 9.001 1 18.0 1 724.7 I '744.71 10.00 1 129.50 1 1 13.900 1 8.001 1 17.0 1 721.8 1 741.71 9.98 1 129.49 1 1 14.000 1 8.001 1 16.0 1 717.9 1 737.81 9.96 1 129.48 1 1 14.100 1 8.001 1 16.0 1 714.0 1 733.91 9.94 1 129.47 1 1 14.200 1 7.001 1 15.0 1 709.2 1 729.01 9.91 1 129.46 1 1 14.300 1 7.001 1 14.0 1 703.4 1 723.21 9.88 1 129.44 1 1 14.400 1 7.001 1 14.0 1 697.7 1 717.41 9.85 1 129.43 1 1 14.500 1 7.001 1 14.0 1 692.1 1 711.71 9.82 1 129.41 1 1 14.600 1 7.001 1 14.0 1 686.5 1 706.11 9.79 1 129.40 1 1 14.700 1 7.001 1 14.0 1 681.0 1 700.51 9.76 1 129.38 1 1 14.800 1 6.001 1 13.0 1 674.5 1 694.01 9.73 1 129.36 1 1 14.900 1 6.001 1 12.0 1 667.1 1 686.51 9.69 1 129.34 I 1 15.000 1 6.001 1 12.0 1 659.8 1 679.11 9.65 1 129.32 1 1 15.100 1 6.001 1 12.0 1 652.6 1 671.81 9.61 1 129.31 1 I_15.200 1 6.001 1 12.0 1 645.5 1 664.61 9.57 1 129.29 1 1 15.300 1 5.001 1 11.0 1 637.4 1 656.51 9.53 1 129.26 1 1 15.400 1 5.001 1 10.0 1 628.4 1 647.41 9.48 1 129.24 1 ------------------ ------------------------------------------------------ Ll9 POND-2 Version: 5.10 SIN: 1220510102 Page 3 EXECUTED: 03-10-1995 22:29:53 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I --------- I I--------- I------------I -----------I ---------I---------I 1 15.500 1 5.001 1 10.0 1 619.6 1 638.41 9.43 1 129.22 1 1 15.600 1 5.001 1 10.0 1 610.8 1 629.61 9.39 1 129.19 1 1 15.700 1 5.001 1 10.0 1 602.1 1 620.81 9.34 1 129.17 1 1 15.800 1 4.001 1 9.0 1 592.5 1 611.11 9.29 1 129.15 1 1 15.900 1 4.001 1 8.0 1 582.1 1 600.51 9.24 1 129.12 1 1 16.000 1 4.001 1 8.0 1 571.7 1 590.11 9.18 1 129.09 1 1 16.100 I 4.001 1 8.0 1 561.4 1 579.71 9.13 1 129.06 1 1 16.200 1 4.001 1 8.0 1 551.3 1 569.41 9.07 1 129.04 1 1 16.300 1 4.001 1 8.0 1 541.3 1 559.31 9.02 1 129.01 1 1 16.400 1 4.001 1 8.0 1 531.4 1 549.31 8.95 1 128.98 1 1 16.500 1 4.001 1 8.0 1 521.6 1 539.41 8.87 1 128.95 1 1 16.600 1 4.001 1 8.0 1 512.0 1 529.61 8.80 1 128.92 1 1 16.700 1 4.001 1 8.0 1 502.6 1 520.01 8.72 1 128.89 1 1 16.800 1 3.001 1 7.0 1 492.3 1 509.61 8.64 1 128.86 1 1 16.900 1 3.001 1 6.0 1 481.2 1 498.31 8.55 1 128.82 1 1 17.000 1 3.001 1 6.0 1 470.3 1 487.21 8.47 1 128.79 1 1 -17. 100 1 3.001 1 6.0 1 459.5 1 476.31 8.38 1 128.75 1 1 17.200 1 3.001 1 6.0 1 448.9 1 465.51 8.30 1 128.72 1 1 17.300 1 3.001 1 6.0 1 438.5 1 454.91 8.22 1 128.69 1 1 17.400 1 3.001 1 6.0 1 428.2 1 444.51 8.13 1 128.65 1 1 17.500 1 3.001 1 6.0 1 418.1 1 434.21 8.05 1 128.62 1 1 17.600 1 3.001 1 6.0 1 408.2 1 424.11 7.98 1 128.59 1 1 17.700 1 3.001 1 6.0 1 398.4 1 414.21 7.90 1 128.56 1 1 17.800 1 3.001 1 6.0 1 388.7 1 404.41 7.82 1 128.53 1 1 17.900 1 3.001 1 6.0 1 379.2 1 394.71 7.75 1 128.50 1 1 18.000 1 3.001 1 6.0 1 369.9 1 385.21 7.67 1 128.47 1 1 18.100 1 3.001 1 6.0 1 360.7 1 375.91 7.60 1 128.44 1 1 18.200 1 3.001 1 6.0 1 351.6 1 366.71 7.53 1 128.41 1 1 18.300 1 3.001 1 6.0 1 342.7 1 357.61 7.46 1 128.38 1 1 18.400 1 3.001 1 6.0 1 333.9 1 348.71 7.39 1 128.36 1 1 18.500 1 2.001 1 5.0 1 324.3 1 338.91 7.31 1 128.33 1 1 18.600 1 2.001 1 4.0 1 313.8 1 328.31 7.23 1 128.29 1 1 18.700 1 2.001 1 4.0 1 303.5 1 317.81 7.15 1 128.26 1 1 18.800 1 2.001 1 4.0 1 293.4 1 307.51 7.07 1 128.23 1 1 18.900 1 2.001 1 4.0 1 283.4 1 297.41 6.99 1 128.20 1 1 19.000 1 2.001 1 4.0 1 273.5 1 287.41 6.91 1 128.17 1 1 19.100 1 2.001 1 4.0 1 263.9 1 277.51 6.84 1 128.14 1 1 19.200 1 2.001 1 4.0 1 254.3 1 267.91 6.76 1 128.11 1 1 19.300 1 2.001 1 4.0 1 245.0 1 258.31 6.69 1 128.08 1 1 19.400 1 2.001 1 4.0 1 235.7 1 249.01 6.62 1 128.05 1 1 19.500 1 2.001 1 4.0 1 226.6 1 239.71 6.54 1 128.02 1 1 19.600 1 2.001 1 4.0 1 217.8 1 230.61 6.44 1 127.98 1 1 19.700 1 2.001 1 4.0 1 209.2 1 221.81 6.27 1 127.94 1 1 19.800 1 2.001 1 4.0 1 201.0 1 213.21 6.11 1 127.89 1 1 19.900 1 2.001 1 4.0 1 193.1 1 205.01 5.96 1 127.85 1 1 20.000 1 2.001 1 4.0 1 185.5 1 197.11 5.81 1 127.81 1 ------------------ ------------------------------------------------------ POND-2 Version: 5.10 SIN: 1220510102 Page 4 'EXECUTED: 03-10-1995 22:29:53 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS ------------------ ------------------------------------------------------ 1 TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 I OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I ------- 1 ---------I I--------- I------------I -----------I---------I ---------I 1 20.100 1 2.001 1 4.0 1 178.1 1 189.51 5.67 1 127.77 1 1 20.200 1 2.001 1 4.0 1 171.1 1 182.11 5.53 1 127.73 1 1 20.300 1 2.001 1 4.0 1 164.3 1 175.11 5.40 1 127.69 1 1 20.400 1 2.001 1 4.0 1 157.7 1 168.31 5.27 1 127.66 1 120.500 1 2.001 1 4.0 1 151.4 1 161.71 5.15 1 127.62 1 1 20.600 1 2.001 1 4.0 1 145.4 1 155.41 5.03 1 127.59 1 1 20.700 1 2.001 1 4.0 1 139.5 1 149.41 4.92 1 127.56 1 1 20.800 1 2.001 1 4.0 1 133.9 1 143.51 4.81 1 127.53 1 120.900 1 2.001 1 4.0 1 128.5 1 137.91 4.70 1 127.50 1 1 21 .000 1 2.001 1 4.0 1 123.3 1 132.51 4.60 1 127.47 1 1 21 . 100 1 2.001 1 4.0 1 118.3 1 127.31 4.50 1 127.45 1 1 21.200 1 2.001 1 4.0 1 113.5 1 122.31 4.41 1 127.42 1 1 21.300 1 2.001 1 4.0 1 108.9 1 117.51 4.32 I 127.39 1 1 21.400 1 2.001 1 4.0 1 104.4 1 112.91 4.23 1 127.37 1 1 21.500 1 2.001 1 4.0 1 100.1 1 108.41 4.15 1 127.35 1 1 21.600 1 2.001 1 4.0 I 96.0 1 104.11 4.07 1 127.32 1 121.700 1 2.001 1 4.0 1 92.0 1 100.01 3.99 1 127.30 1 1 21.800 1 2.001 1 4.0 1 88.1 1 96.01 3.92 1 127.28 1 1 21 .900 1 2.001 1 4.0 1 84.4 1 92.11 3.85 1 127.26 1 1 22.000 1 2.001 1 4.0 1 80.9 1 88.41 3.78 1 127.24 1 1 22. 100 1 2.001 1 4.0 1 77.5 1 84.91 3.71 1 127.22 1 1 22.200 1 2.001 1 4.0 1 74.2 1 81.51 3.65 1 127.21 1 1 22.300 1 2.001 1 4.0 1 71.0 1 78.21 3.58 1 127.19 1 1 22.400 1 2.001 1 4.0 1 68.0 1 75.01 3.52 1 127.17 1 122.500 1 2.001 1 4.0 1 65.0 1 72.01 3.47 1 127.16 1 1 22.600 1 2.001 1 4.0 1 62.2 1 69.01 3.41 1 127.14 1 1 22.700 1 2.001 1 4.0 1 59.5 1 66.21 3.36 1 127.13 1 1 22.800 1 2.001 1 4.0 1 56.9 1 63.51 3.31 1 127.11 1 1 22.900 1 2.001 1 4.0 1 54.3 1 60.91 3.26 1 127.10 1 1 23.000 1 2.001 1 4.0 1 51.9 1 58.31 3.21 1 127.09 1 1 23.100 1 1.001 1 3.0 1 48.6 1 54.91 3.15 1 127.07 1 1 23.200 1 1.001 1 2.0 1 44.5 1 50.61 3.07 1 127.05 1 1 23.300 1 1.001 1 2.0 1 40.5 1 46.51 2.99 1 127.03 1 1 23.400 1 1.001 1 2.0 1 36.7 1 42.51 2.92 1 127.00 1 1 23.500 1 1.001 1 2.0 1 33.3 1 38.71 2.69 1 126.93 1 1 23.600 1 1.001 1 2.0 1 30.4 1 35.31 2.46 1 126.85 1 1 23.700 1 1.001 1 2.0 1 27.9 1 32.41 2.25 1 126.78 1 1 23.800 1 1.001 1 2.0 1 25.7 1 29.91 2.08 1 126.72 1 1 23.900 1 1.001 1 2.0 1 23.8 1 27.71 1.93 1 126.67 1 1 24.000 1 1.001 1 2.0 1 22.2 1 25.81 1.80 1 126.62 1 1 24.100 1 1.001 1 2.0 1 20.9 1 24.21 1.69 1 126.58 1 1 24.200 1 1.001 1 2.0 1 19.7 1 22.91 1.59 1 126.55 1 1 . 24.300 1 1.001 1 2.0 1 18.7 1 21.71 1.51 1 126.52 1 1 -24.400 1 1:001 1 2.0 1 17.8 1 20.71 1.44 1 126.50 1 1 24.500 1 1.001 1 2.0 1 17.0 1 19.81 1.38 1 126.48 1 1 24.600 1 1.001 1 2.0 1 16.4 1 19.01 1.33 1 126.46 1 ------------------ ------------------------------------------------------ • ti a ' V � POND-2 Version: 5.10 SIN: 1220510102 Page 5 EXECUTED: 03-10-1995 22:29:53 Pond File: 181-85-4.PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 181-85-4.HYD INFLOW HYDROGRAPH ROUTING COMPUTATIONS - ------------------ ------------------------------------------------------ I TIME I INFLOW 11 I1+I2 1 2S/t - 0 1 2S/t + 0 1 OUTFLOW IELEVATIONI I (hrs) I (cfs) I I (cfs) I (cfs) I (cfs) I (cfs) I (ft) I I--------I---------I I---------I ------------I -----------I--------- I--------- I 1 24.700 1 1.001 1 2.0 1 15.8 1 18.41 1.28 1 126.44 1 1 24.800 1 1.001 1 2.0 1 15.3 1 17.81 1.24 1 126.43 1 1 24.900 1 1.001 1 2.0 1 14.9 1 17.31 1.21 1 126.42 1 1 25.000 1 0.001 1 1.0 1 13.7 1 15.91 1.11 1 126.38 1 1 25.100 1 0.001 1 0.0 1 11.8 1 13.71 0.95 1 126.33 1 1 25.200 1 0.001 1 0.0 1 10.1 1 11.81 0.82 1 126.28 1 1 25.300 1 0.001 1 0.0 1 8.7 1 10.11 0.71 1 126.24 1 1 25.400 1 0.001 1 0.0 1 7.5 1 8.71 0.61 1 126.21 1 1 25.500 1 0.001 1 0.0 1 6.5 1 7.51 0.52 1 126.18 1 1 25.600 1 0.001 1 0.0 1 5.6 1 6.51 0.45 1 126.16 1 1 25.700 1 0.001 1 0.0 1 4.8 1 5.61 0.39 1 126.13 1 1 25.800 1 0.001 1 0.0 1 4.1 1 4.81 0.33 1 126.12 1 1 25.900 1 0.001 1 0.0 1 3.5 1 4.11 0.29 1 126.10 1 ��e,✓ 3/SS �.�Z, POND-2 Version: 5.10 SIN: 1220510102 Page 6 EXECUTED: 03-10-1995 22:29:53 » a YZ ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: 181-85-4.PND Inflow Hydrograph: 18185A6 .HYD Outflow Hydrograph: 181-85-4.HYD _ Starting Pond W.S. Elevation = 126.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 59.00 cfs Peak Outflow = 10.01 cfs Peak Elevation 129.51 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 0.00 ac-ft Peak Storage From Storm = 3.05 ac-ft --------------- Total Storage in Pond = 3.05 ac-ft Warning: Inflow hydrograph .truncated on left side. `DS3T REINO E. HYYPPA&ASSOCIATES 1—' / Civil Engineers&Land Surveyors 54FM 124 Hebron Avenue Felt 1'es. Glastonbury,Connecticut 06033 Kenneth B.Smith, P.E. Telephone(203)633-5218 William F. Klock, L.S. Fax(203)633-3742 March 23, 1995 Elizabeth A. Warren, Chairman ;� 1995 Inland Wetlands Agency/ Conservation Commission SOUth VVird or Town of South Windsor Planning & Zor-g 1540 Sullivan Avenue South Windsor, CT 06074 1e/ /f' Re: Farm Brook Subdivision Oakland - Felt Roads Dear Ms. Warren: As a result of drainage comments made by the Town Engineer and Connecticut Department of Transportation (ConnDOT) and meetings with the Town, ConnDOT, Mrs. Simler and her attorney, we have revised the drainage and proposed roadway profile as follows: 1) Move detention basin away from Route 30 (Oakland Road) 2) Raise Farm Brook Road between Sta. 9+60 and Sta. 17+60 3) Adjust vertical alignment of Scott Lane to meet new grade of Farm Brook Road 4) Revise grading, drainage and sanitary, as necessary These design changes will eliminate the need to do work on Route 30, will increase the surface area of the detention basin (not volume) and will require some additional fill for the roadway. It will also result in having two stormwater detention areas which will further protect Mrs. Simler' s property, one constructed as part of the project and the natural one which exists at Route 30. None of these changes have any impact upon wetlands and, in fact, should be a benefit to Farm Brook by increasing the detention time, which will give additional time for any silt or sediment to settle out. An Equal Opportunity Employer S.B.E.Certified Elizabeth A. Warren, Chairman -2- March 23, 1995 If you have any questions on this, please do not hesi- tate to contact me. Sincerely, REINO E. HYYPPA & ASSOCIATES enneth B. Smith KBS/cb att (one set of revised sheets, Pgs. 1 , 6- 11 & 14) J� i!. .._ IONJIM ! , IL' RA- r I, ,� , Psi ► � ► i = / f , P—wo,F. IL POWNU low l I I �_ 1 /44,cwv� 0aw oo .iih.- ';L "N I Wa. A -4 77;4 -- o f4,w" MEMORANDUM TO: Marcia A. Banach, Director of Plannin FROM: Jerry C. Iazzetta, Town Engineer DATE: March 30 1995 RE: FARM BROOK SUBDIVISION We have reviewed the revised drawings dated 3-20-95 and revised drainage calculations dated 3-11-95 for the proposed Farm Brook Subdivision and have the following comments: Sheet 7 1. Additional easements needed for new sanitary main in vicinity of Station 11+50 ± Rt. such that there is 15' of easement from centerline of pipe. 2. The storm water pipe to the detention basin is shown within an "Open Space" area. If this will not be Town open space, an easement centered on the pipe (20') will be required. Also the pipe should be dimensioned from lot 14's property line. 3. Additional easement will be required for the sanitary sewer main between lots 10 and 9 such that a minimum of 10' from center of pipe exists. 4. All new easements should be shown on Plot Plan and Plan & Profile sheets. Sheet 8 1. The detention basin in the area of lots 15, 16 & 17 does not have 1' of freeboard (100 yr. storm elev.) 2. The riprap pads should be 18" of intermediate riprap instead of modified riprap. 3. The existing sanitary sewer main will require some additional easement such that at least 10' from centerline of pipe exists. 4. If the Open Space will not be deeded to the Town, an easement will be required for detention basin maintenance. 5. The 10' access drive off Oakland Road should have a small paved apron to identify it. 6. The existing gravel drive and 2 "BIT" aprons should be shown "to be removed". 7. Same as comment #4, Sheet 7. Sheet 11 1. The vertical curve at Station 1+00± should be an angle point. �pylN SF4 a Y 70-alon O-P Soti& VZn&1at 1540 SULLIVAN AVENUE SOUTH WINDSOR. CONN. 06074 �f►vSOR•co AREA CODE 203/644-2511 April 10, 1995 Joseph LaCava LaCava Construction Company 185 Silas Deane Highway CERTIFIED MAIL. Wethersfield, CT 06109 Dear Mr. LaCava: Re: Appl #94-41P, Farm Brook Subdivision At the April 5, 1995 regular meeting, the Inland Wetlands Agency/Conservation Commission approved a motion to accept the changes as submitted. The Commission voted to require the applicant to construct a small stone Swale, appropriately sized between the detention basin outlet and the culvert under Route 30. Also filter fabric should be used under the stone. If you have any questions, please call the Planning Department at 644-2511, ext. 253 Very truly yours, INLAND WETLANDS AGENCY/ C N_ SERVATION COMMISSION G. Elizabe A. Warren, Chairman EAW/pmm cc: Planning & Zonin ommission Town Engineer Chief Building Official /; I C 11 Reino Hyyppa & Associatesleca lure �Q�":'14H111p$ I 966T T T ddY CO 0 . ti /n 1 r Spur N se4 y Tawn O-Psoud, ?AoulAot a G U s 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 f�DSOR•CON� AREA CODE 203/644-2511 APR '1April 17, 1995MCERTIFIED Z Joseph LaCava LaCava Construction Company 185 Silas Deane Highway Wethersfield, Ct 06109 Re: Appl #94-41P, Farm Brook Subdivision We are pleased to advise you that the Planning & Zoning Commission voted on April 11 , 1995 to approve with modifications the above-referenced application for a Subdivision of property to create 22 lots located on the northerly side of Oakland Road and westerly side of Felt Road as shown on plans prepared by Reino Hyyppa & Associates, Project No. 181-85-1G and dated October 14, 1994. This approval is subject to the following modifications : 1 . This approval is for 22 lots, numbered 1 through 22 . 2 . Concrete sidewalks built to Town specifications, shall be installed on one side of all new streets . 3 . Drainage and construction for this subdivision is subject to the approval of the Town Engineer. 4. All lots shall be serviced by the Town of South Windsor sanitary sewer system and are subject to the approval of the Water Pollution Control Authority. 5 . Water shall be supplied to this subdivision by the Connecticut Water Company. 6 . Street lighting shall be installed on streets, at intersections, and on cul-de-sacs in accordance with the policy established by the Town Manager. Street lighting is to be coordinated with the Chief of Police. 7 . Street names and locations of fire hydrants are subject to the approval of the Fire Marshal of the Town of South Windsor. Street names and supporting posts shall be installed by the developer in conformance with the standards of the Town of South Windsor, at no expense to the Town. 8. A liability insurance policy shall be submitted to this Commission naming the Town of South Windsor as an insured, with a combined single limit for bodily injury and/or property damage in the amount of $1 , 000, 000. i Joseph LaCava - 3 - April 17 , 1995 Application #94-41P 18 . Comments of the Town Engineer, dated March 30, 1995, must be addressed to his satisfaction. 19 . A note should be added to the plans restricting the driveways on lots 10 and 13 to the neck of the cul-de-sac (not the curved part) . 20 . A note should be added to the plans stating there will be no driveway cuts onto Felt Road. 21 . The open space land required to be owned by a homeowner' s association. This association must be established in accordance with Section C. 1 .h of the Subdivision Regulations prior to sale of any lots or homes . 22 . A waiver was granted for sidewalks on one side of the street. Black and white transparent mylars of Sheets 3, 4, & 5 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed. The letters of approval of this Commission, the Inland Wetlands Agency/Conservation Commission as well as WPCA must be reproduced on the mylars. After the mylars have been signed by the commission, they will be returned to you for filing in the Office of the Town Clerk by July 29, 1995 . After filing these plans, a copy of the receipt must be submitted to the Planning Department. Very truly yours, ;PLAN NG & ZONI COMMISSION u sell G. Levack, Chairman RGL/pmm Enclosure cc: Chief Building fficial Assessor Town Engineer Superintendent of Pollution Control IWA/CC Fire Marshal Registrars Business Manager, Board of Education Reino Hyyppa & Associates LETTER OF TRANSMITTAL PLANNING DEPARTMENT TOWN OF SOUTH WINDSOR 1540 SULLIVAN AVENUE SOUTH WINDSOR CT 06074 ( 203 ) 644-2511 DATE TO: RFCER'�i� ' MAY 1 81995 WE ARE SENDING YOU: P & Z initial plans Drainage comps P & Z final plans Bond estimate requests Inland Wetlands plans Bond reduction requests Final plans for filing Change order form Other Correspondence Copies A 1.. No. Pro 'ect THESE ARE TRANSMITTED as checked below: For review and comment For your file For your use Returned with revisions As requested Other PLEASE RETURN/COMMENT BY: COMMENTS : Copy to: From: Mno , - 9 qOW N Sf4 S-OtdA ?40j;fU/460t a . u TO Mf T 0-1 s 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 �r�dsOR-CO AREA CODE 203/644-2511 June 23, 1995 Mr. Joseph LaCava LaCava Construction Co. 185 Silas Deane Highway Wethersfield, CT 06109 Re: FARM BROOK SUBDIVISION 94-41P Dear Mr. LaCava: At the June 20, 1995 preconstruction meeting, the Engineering Department inadvertently overlooked informing you of the following: "Progress As-Built Drawings are to be submitted prior to paving the roadway." This is to avoid patching the pavement if any corrective work is necessary on the sanitary and storm sewer systems. Also at that meeting it was indicated that I would forward the Town of South Windsor standards for signage and shimming of structures. Attached please find this information. If you have any questions or require additional information, please call me at 644-2511, Ext. 245. Very truly yours, Je 51trgi6eer nett , .E. T wn JCl/jsv Attachment cc: Brian Beechinor, LaCava Const. Co. Marcia A. Banach, Director of Planning Melvin C. Stead, Supt. of Street Services Lester A. Braddock, Engineering Assistant A. Bowen Davies, Deputy Town Engineer Traffic and Street Signs to South Windsor Standards TRAFFIC Pole: 12 foot galvanized "rib bak" or flanged equivalent steel u-channel posts with tapered end. Three pounds per foot, 10 gauge. Fastening Hardware: 5/16 inch 18 x 3 tap bolts, course, all thread zinc plated. 5/16 inch flat washers, zinc plated, 5/16 inch nuts, zinc plated. Traffic Signs: Engineering grade sign face on .080 gauge aluminum. Size per Traffic Authority. Placement: Pole installed minimum of two feet from curb with a minimum sign height of six feet. Locations per Traffic Authority. STREET Pole: 12 feet x 2 3/8 inches O.D. Round Aluminum poles .120 gauge. Fastening Hardware: Extruded steel sign post cap and cross separator(where specified) each extruded sign bracket to be designed as follows: Shall have holes drilled and tapped to accept 5/16 inch vandal proof set screws (standard set screws with pin), to lock in extruded sign blanks into position. Street Signs: 6 inches wide extruded aluminum sign blank.covered with engineering grade green sheeting. 4 inch white engineering grade letters to be used in street name. 2 inch white engineering grade to be used in street abbreviation RD, DR, ST, LA, etc. Placement: Pole to be located on left side of intersection. Pole to be installed a minimum three feet from curb and positioned as close as possible to the intersection. Sign height to be approximately 8 '/2 feet. Sign length should be long enough to reasonably accommodate name of street. ..� Y TOWN OF SOUTH WINDSOR Interoffice Memorandum DAT& September 29, 1994 TO: Jerry lazzetta, Town Engineer FROM: Ron Asselin, Street Service Specialist RE: Sub-division Shimming I have developed standards for shimming and ramping in new sub-divisions. 'rhei standards will hopefully eliminate the usual confusion over preparing facilities in sub-divisions for snow removal. Please take the time to review my specifications. The standard can be included in the Town of South Windsor's sub-division regulations so contractors will be aware of the standard when building their roadways. If you have any questions or other thoughts on this standard, don't hesitate to contact me. SHIMMING Bituminous Class II shims are to be installed(or the protection of facilities(i.e. catch basin tops, manhole frames, and utility gates) during the time the binder course pavement surface is left exposed until the final coat of pavement is applied. Shimming can be accomplished one of two ways. A. Be incorporated in binder course when being installed, Pavement to be graded as such to accommodate Rh1m formula for every 1/4 inch of rise of facility above pavement equals I foot diameter of shim, Binder to be finished graded 1/4 inch higher than existing facility surface, for their protection from snow removal equipment. B. Can be installed separately after binder course is installed. Class II bituminous concrete to be used following shim formula for every 1/4 inch of rise of facilities shove pavement equals 1 foot diameter of shim. $him w be graded 1/4 inch higher than existing facility surface for their protection from snow removal equipment. Prior to separate shim installment, a tack coat must be used to adhere ' shim to binder course. Outside edge of shims to be sealed with tack coat to prevent premature deterioration of shim (i.e. chipping, cracking, or flaking). 06/20/1995 13:21 203-6442532 SOUTH WINDSOR P.WORK PAGE 03 MEMORANDUM Jerry I"=tta Page 2 RAMPING To temporarily blend new road with old existing one. To prevent old road being damaged by snow removal c quipment. Ramp to be constructed of Glass II bituminous concrete. Ramping to follow shim formula for every 1/4 inch of rise of exposed pavement edge equals 1 foot of ramp length. Tack coat must be used to adhere ramp to binder course. Ramp joints to be stated by tack coat to prevent damage of ramps. CC'_ Mike Gantick, Director of Public Works Bo Davies, Deputy Engineer I Braddock, Inspector Mel Stead, Superintendent of Streets Scott Lappen, Street Service Specialist 6312 TOWN OF SOUTH WINDSOR r�n(JAL DEPARTMENT OF PUBLIC WORKS BUREAU OF POLLUTION CONTROL aC� DRAIN LAYER'S PERMIT DATE: 9 9S Pursuant to written applicati n, permission is hereby granted to the Licensed Drain Layer named herein to perform work at 6l lr"n fisve r , Lot# as indicated below,at premises owned by ,C�CWV Limon r t . whose address is and to Lay House Drain , Repair House Drain , Lay Main Other , for occupancy or use, with acres. Type of Sewage to be connected under this permit. SANITARY SEWAGE.4,'INDUSTRIAL WASTES(I, OR (J Connection will be made with A# work to be in accordance with Town of South Windsor standards, all OSHA requirements and the conditions indicated on.the back of this permit. Proposed start date 913 f Estimated time for completion Permit is to be issued to An ce o r -oral- the holder of Drain Layer's License No. �D 9 f 7 Only holders of P 1, P7 & 9 license will be issued permit. Permit will expire thirty (30) days after date of issuance. The undersigned Drain Layer hereby agrees to all the terms and conditions set forth in the permit and the reverse side thereof. Applicant has received Town Street Excavation Permit No. 21 and/or ConnOOT Permit No. Signed ffi U ensed 5PO Layer FOR TOWN USE Oft Y Permit Fee Paid $ (Check No.) �' t Y N Connection Charge $ (Receipt No.) Dated Insurance on File ( J Bond on File A) ( This permit is hereby issued to the above named Drain Layer who has is valid license issued by the State of Connecticut and has on Me,satisfactory bond Premises subject to and insurance in the name of the Town of South Windsor. Intertown Agreement ( I ( I Record of Sewer q Assessment ( J ( J Issued by Date INSPECTION Date Work Started Date Completed` Comments APPROVED: Inspector Date TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: CHANGE ORDER CONTACT PERSON Kenneth B. Smith_ _ Phone No. 633-5218 Address- c/o Hyyppa & Associates 124 Hebron Ave Glastonbury. CT 06033 Site Name Farm Brook Subdivision P&Z No. 94-41P Owner LaCava Const. Co. Phone No. 563-3711 Contractor Yancey Co . Co. Signature of Owner / -- Date: Signature of Desi n lri. ate: CHANGE: (Describe location and nature of change. Include three (3) copies of plan/profile of Change. ) (1 ) Water main layout (2) Revise flow line of cross culverts @ Sta.16+40 and Sta. 19+60 Reason for Change: (Why is change required) (1 ) Per CT Water Co. 2 Reduce conflict with water main APPROVALS: (As Req fired) ) Dir. Of Planning G Date: Town Engineer Date: 91A Dir. of Publi rk Date: Other: Date: STAFF COMMENTS: 1Q r r wmwm= White - Town Engineer N Pink - Director of Planning &12L 3 Yellow - Applicant TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: Vef a c�y C`o 0 tl Z3 r CHANGE ORDER CONTACT PERSON a e tr:� Phone No. 33^ Address Z Site Name r=r,palid-ea yiy., P&Z No. Owner ,�a � � �e.a �l.��o �. Phone No. Contractor Signature of 06jer .�— Date: Signature of Design Engr. G ��- Date. CHANGE: (Describe location and nature of change. Include Four (4 ) copies of plan/profile of Change. ) oe i OJ Reason for Change: (Why is change required) -� APPROVALS: (As Required) Dir. Of Plann4111�7 Date:Town Engineer Date:Dir. of Publi ,( Date:/J Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department NEW ENGLAND CRUSHED PRODUCTS,INC. LETTER OF TRANSMITTAL TO _ gown of South Windsor W DATE: _ September 13, 1995 _ 1540 Sullivan Avenue RE: _ Farm Brook Subdivision ^_ South Winsor, CT 06074 off Route 30 South Windsor, CT ATTN: Mr. Jerry Iazetta,Town Engineer54 TRANSMITTED HEREWITH ARE THE FOLLOWING: Drawings Letters For: Your Use/Files X Approval X Specifications X Approved As Noted Resubmission Please Return Copies Approved QUANTITY DRAWING NO. DESCRIPTION-TITLE-REMARKS _I Each � Sieve Analysis for Processed Aggregate _ Base (Crushed Gravel) Form 814 M. 05 . 01 1 Each Sieve Analysis for Subbase (Bank Run Gravel) Form 814 M. 02 . 06 - Grading "B" ~� NEW ENL - �• �Uan 4t----ident C. . . BY (203) 8709� AN EQUAL OPPORTUNITY,�EMPLOYER M/F/H 1�. rip iir+TER1 +,_ TE _r!H:; Ili'-, Ls MA = rR1A TESTING, INC.1 � ry CC NWCT1CUT 06 460 - k2 03) 878-2765 iLfOf ,00 RATON C - 'VE iJ UT 06268 (203 487.1 972 87. SfAF ORD , ' ^^irYIL E-t CONNECT. ;�aV�gf q REDiTED DATE ----- ___. #0320 REPORT NO. M`-.�003 -- -- CLIENT j�k��l P .C . Box �1 t1r;1: M? , 06084 ohn Oler_de, 17 PROJECT C14 ent II1LPrm * on �r,:;shed ATM C1,6 . Dti�. 0 _ SUBJECT ----- -- ', �,..a 1 i .0 r e �_r' ate• :. _ _G -7 -95 on 08_0 - J v state of connecticut Form 814 sieve SiZe - - 100 2 1/411 100 95-100 � �1 100 1 1 92 • J 5p-75 3/4„ 68 .4 1/2 11 50 2 3/2„ 44 . 6 25-45 29 . 7 1/Y 22 . 3 #10 17 . 0 5--20 #40 1_. . a 2-12 #100 3 . 9 0-8 Q . 6 �#20Q proctor Value ,. 133 . 8 pC_F Optimum rlaisture : 3% pa(�e 1 of 2 Ti iTNI ! - T_ 12038^•5745'7 P.0-3 FPOm MWERI�_S TE_TIldli n Client : New England Cr,.ashed Product, Inc . 08-09- 95 M-1003 ^rr:7ject : Client ' s 7-riformation Page 2 of 2 The above test rC5"llt meetN the required grading . IYlaterials TestiTl Inc . Frank A. Soucy 2c Client MATERIALS TESTING, I 100 RATON DRIVE • MILFORD, CONNECTICUT 06460 • (203) 878-2765 871 STAFFORD ROAD EAGLEVILLE, CONNECTICUT 06268 • (203) 487-1972 09-14-94 NVLAP ACCREDITED DATE -- - #0320 REPORT NO. S-1000 CLIENT New England Crushed Products, Inc . c/o John Olender Corporation Tolland Industrial Park Tolland, CT PROJECT Client' s Information SUBJECT Washed Sieve Analysis - ASTM C136 , D1140 Material : Reservoir Road - Route 31 - Vernon, CT Source : Delivered by Client on 09-12-94 State of Connecticut Form 814 Sieve Size Percent Passing M 02 06-Grading "B ' 511 100 100 3 1/2" 100 90-100 311 100 2" 87 .3 1 1/2 11 75 . 9 55-95 111 66 . 3 3/4" 60 . 2 1/2„ 49 . 3 3/8n 44 . 1 1/4" 38 . 9 25-60 #10 25 . 9 15-45 #20 15 . 6 25 #40 5 . 2 5- 1 .4 0-10 #100 .4 0-5 #200 The above test result meets the required grading. Materials Testirav Inc . , Frank A. Soucy 2cc Client MATERIALS TESTINGINC. 100 RATON DRIVE • MILFORD, CONNECTICUT 06460 • (203) 878-2765 871 STAFFORD ROAD • EAGLEVILLE, CONNECTICUT 06268 • (203) 487-1972 NVLAP ACCREDITED DATE 09-14-94 — #0320 REPORT NO. S-1001 CLIENT New England Crushed Products, Inc . c/o John Olender Corporation Tolland Industrial Park Tolland, CT PROJECT Client' s Information SUBJECT Los Angeles Abrasion Test - ASTM C131 Material : Reservoir Road - Route 31 - Vernon, CT Source : Delivered by Client on 09-12-94 Test Result Loss on Abrasion 46 . 8 (Grading "A") Mat ria s Test ng Inc . , _;10a Frank A. Souc 2cc Client AIR TES1 DATA SHEET k, �i. �'CF 'srvTkf� v T�S tp�Vo. qqp K 3��J��xr � ;` : .. _ _. �.� t; s .r• ., t k��'�"'r YT��t+dh. ''' Tk'3 .� �ca>ri On', of Pipe Installation (Job name location, contract_ number,, qt-t it c,t1,�Tx � �•yy5 l�� ��ry'1a yJtpyJ .i,yy,y,,..4:77���tr,�,• 1 5 st Da'ta: (To be fi l ed in by the Inspector)Specified Maximum Pressure Drop• -�`.. *"� Tyr pSi 'a t: onv.,of aerial Installed a r� Specifi- Q llndQr' rest" cation Field .TesC Qperatip� Time ,Otream 'Dawn Di&� Length Refer to Pressure Time Al- Start Stop"-.'.*. E-' 1 p o Pass L 5. Initial- lowed for lest Test lime a .. or „,�, MH Sta. ( In.) (Ft. ) '' Iy Rai s- Pressure' Pre. - PreS- (t�li`n»' Fai l ed To To Stabi sure. sure Sep r F) J 11ze;Nin) f e .. r .Y .� P. Z00. y5 a _ ��{ :T ' {a' • t• '��•. r•'Cbis N d}f e Ty _ r Inspector's Signature l' ��' 4L . e� r `"r. , section fails , the following items ',should be completed: Identify. Section(s)• that failed: leak (was) (was not) located. Method Used: rk; 4r, Gr f { at �f " +I:scri ti on of leakage found: `r 3� t•.,1!3��¢�Y.'dF.�`�:"yr�up .� - i a � #� �y`Y''�., fa'�4� i � { �'� i action taken: Yfi° ¢ate ,rtV resu'1 sf a fter`.rs air refer:to Test- Nq. P TnsR� p ( Lys •2. a �_ �rl� YJ I r 1, TT� �ts 'i+n1T ••, It JL RfcE���E TOWN OF SOUTH WINDSOR �� OCT 5 1995 STAFF SITE CHANGE � �"' FOR SITE & SUBDIVISION ` �•� GENERAL: N CHANGE ORDER CONTACT PERSON ' <Q Phone No. Address C J ,'10© Site Name L ,, P&Z No. Owner �. Phone No. Contractor Signature of O er Date: v y Signature of Design Engr. Date: CHANGE: (Describe location and nature oi change. Include Four (4 ) copies of plan/profile of Change. ) e� Reason for Cha�e: (Why is change required) APPROVALS: (As Required) Dir. Of Planning Date: Town Engineer Date: /40 L Dir. of Public W Urs Date: Other: Date: STAFF COMMENTS: ( �L M✓sTM�T�wN oc So G�i�v�soe '5 wr-k _FD.e i39�CeyeS �,k�, White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department 9 wG 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 SOR•CON� AREA CODE 203/644-2511 October 19, 1995 Yancey Corporation P.O. Box 413 27 Commerce Street Glastonbury, CT 06033-0413 Dear Sir : RE: Paving after October 15, 1995 Please be advised that this Depa your request to pave after October 15th at th Farm Brook Subdivisio off Felt Road. Paving will be permitted on y conditions are met . 1 . Weather conditions must be favorable conditions must be favorable - noDavingin adverse weather. Temperature must be 40 F or warmer at start of Paving. be 40 F or warmer at start ofPavina 2 . Base surface of road/driveway must be 40OF or warmer. NO paving if there is frozen ground, snow/wet base conditions . 3 . Owner must notify Town Engineering Division 24 hours in advance of anticipated paving date. 4 . NO paving is to begin until Town has inspected site the day of paving. 5 . Paving operation to follow DOT Form 814A specifications . Should you fail to follow the conditions noted above, we may not accept/approve the improvements to your project . Should you have any questions regarding this matter, please feel free to contact this office. Very truly yours, Michael J. Otafitick, P.E. MJG/jsv Director of Public Works cc : /Jerry C. Iazzetta, Town Engineer Melvin C. Stead, Jr. , Supt. of Street Services Scott C. Lappen, Street Service Specialist Project File TOWN OF SOUTH WINDSOR INSPECTION REPORT DEVELOPER: LsA�n- PROJECT. _ STREET: CONTRACTOR: DATE: WEATHER: INSP: WORK IN PROGRESS: �J / ✓� '. ! � � �S �� �i� �� AREA OF CONCERN: SPECIAL INSTRUCTIONS: REINO HYYPPA & ASSOC. 203 633 3742 P. 02 PROJECTe - rarm Brook Subdivision iurx OF sow TArl"b5°R ST�tEE �_Oa 4Tand� t ISOND ESTIH&T'E J:oRm ENGINURr_21?ino� d & Associates 1995 CaLMFDAR YEeg DATES SIZLgq [Tait Bond Bond Item besc�ti Lion Unit uantit Reduction, Reduction Price Cost No. 1 No. 2 I. Clearinj � Grubbinp LS Strip & Stockpile Topsoil CY 4 3 2.00 00 3. Earth Excavation (Exc�uding Roadway Trench) CY 10.00 4. Roadway Excavation CY 12.00 5. Earth Trench Exc, 6-4 CY 142 10.00 1 ,420. 6: Earth Trench Exc. 0-10 CY T 704 12,00 20 48 7. Earth Trench Exc. 0-15 CY 2Z8 15.00 3 42 8. Earth Trench Exc, 0-20 CY 0 18.00 9. Roadway Exc. Rock CY 50,00 10. Mock Trench Exc, 0-4 CY n 50.00 11. Rock Trench Exc, 0-10 CY 75.00 12. Rock Trench Exc. 0-15 CY n 100.00 13. Rock Trench Exc. o_20 CY 150.00 14. Formation of Sub grade SY 1.50 15. Subbase Gravel CY 913 20.00 18,260. 16. Processed Aggregate TONS 1 ,971 lg,OO 35,478. 17. Common Borrow Cy 7 ,500 to.oo 75 ,000. 18. Gravel Borrow CY 0 15.00 19. 1-1 Q " Bit- Concrete Class 1 TONS 472 50.00 23,600, 1-1/2 " Bit. Concrete '; Class= 11 TONS 472 55.00 25,960. 21.. 6" Asphalt-Lip Curbing LE 3 360 3.00 10 080, , 22. Road Widening Com lets SY 0 50.00 *varies Page 1 Sub-Total $ 270,200. REINO HYYPPA & ASSOC. 203 633 3742 P. 03 BOND ESTIMATE FORM Bond Pond Unit Reductiot+ Reduction Item Aescri ,ion UMWSuantitj Price cost No. 1 �-110. _7T 23. Conc sit;ewalk 4' Wide LF 1 ,57E 30.00 47,340. STORM DRAINAG$ SYSTEM .COMPONENTS 24. 60" RCP Class_ In Place LF 0 130.00 25. 54" RCP Class- In Place LF n 100.00 26. 8" RCP Class-1n Place LF 75.00 27. 42" RCP.Class- In Place LF 0 65.00 28. 36" RCP Class_ In place LF 60.00 29. 30" RCP Class_ In Place LF 212 50.00 30 24" RCP Class_ In Place LF 120 42.00 5 ,040. 31. 21" RCP ClasO_Xn Place LF 0 40.00 32. 18" RCP Class-In Place LF la4 35.00 6.440 33. 15" RCP Class-In Place LF 766 30.00 22,980 MYETHEN8 PIPE 34. 8" ADS-N-12_or 8Qual 0 21.00 3.5. 10" ADS-N-12 or Equal n 22.50 36. 12" ADS-14-12 or Equal .--- 24.00 37. 15" ADS-N-12 or Equal 25.50 38. 18" ADS-N-12 of Equal 0 T 28.00 UNDERDRAINS footin drain} 3,9. 6" PV� SDR 35 In Place LF 330 15.00 4 950 40. 8" PVC SDR 35 In Place LF 0 20-.00_ RIPRAP 41. Mod if Jed Riprap CY 0 45-..00_ 42. Intermediate Riprap CY 7g 45.00 1,mg 43. Standard Riprap CY 45.00 Page 2. Sub-Total $ 103,955 . REINO HYYPPA & ASSOC. 203 633 3742 P. 04 BUND 'ESTIMATE FORM Bomd, Bond unit Reduction Reduction .. ItemDQscri tioa ... thin uamt3,t Prrice Caet No. 1 No. z DRAINAGE STRUCTURES 44. Typs "C' Catch Basin EA 9 1500.00 13 500. 45. Type 'C' Double Orate EA 6 2000.00 12,000 , 46. Type RC-L" Catch Basin FA 1 0 1500.00 • 47. Manhole EA 0 1500.00 48. Manhole w/Drop Inlet EA 0 2500.00 49, Manhole Over Ten Feet EA 0 2000.00 50. Headwall EA 0 � 51. End wall EA 0 Box Culvert 52. X LF 0 53. 15' Flared End FA 1 450.00 450. 54. 18" Flared End EA 0 500.00 55. 24" Flared End EA 0 550.00 56. 36' Flared End FA 0 850.00 57. 30" Flared End FA 700 10' Wide 58, Gravel Access Road LF 3gn 15.00 59. Reset M.H. or C.B. EA tj 550.00 SANITARY SFWER COMPONENTS t 60. 12" PVC In Place SDR 35 LF n 40.00 61. 10" PVC In Place SDR 35 LF 37.00 62. 8" PVC In Place SDR 35 LF 35.00 42,07Q- lateral ) 63. 6" PVC n Place SDR 35 LF rim 30.00 17,140 * varies Page 3. sub-Total g 91 ,760. REINO HYYPPA & ASSOC. 203 633 3742 P. 05 BOND ESTIMATE Ecmd Bond Unit Rwluc:tion Reduction Ltem Aeecri tion UAi3 QuanG3ty Fria Cost Hu. 1_-- 1Hn. 2 SANITARY SEWER STRUCTURES 64. Sanitar Manhole EA 4 1S- 00.04� 65. Sayl.ttary Manhole —. ,w/Drop Inlet EA 2500.00 66, Sanitary Manhole over 10 FT. Fn2 2000.00 4,000 . 67. -�--- - -�—�- -- STRUCTURES MISC. ITEMS '; r,e, Rn to itti.ttF Ne].1 EA 0 " 70. Fence T e: FA 71. Gutda Rail (Type: EA n -* 72. End Anchorage (Type: EA 73. Guide Post EA C1 100.00 74. pavement HarX ns LF 1.50 — 70' street Signs EA 2 75...00 76. Traffic Si ns KA 75.00__ -- tteeC I. tits EA 1000,00 78. Furnishing piacin To soil SY 2.50 - 79, Fertilizing, Seeding and Mulching SY 24,5N_ 2.50 .--- 80. Trees EA . _ 53_ ISO.00 81. maintenance/Protection of Traffic LS 82. Construction Stakin LS * varies Page 4. Sub-Total S 154.750_ _ REINO HYYPPA & ASSOC. 203 633 3742 P. 06 BOND ESTIMATE FORM it Bond Bond, II Item Description tTnit uantiit Price Coot Reductive, Reduction 2 LS NEC 5,000, 84, Iron Pins EA 52 100.00 5,200. 8cr�te Monuments EA 25 250.00 6,250. 22,415. (apron) 87. Driveway-Bit, Conc. SX 9 20.00 180 . 88. Detention Basin LS 1 * 30,000. 89. Outlet Structure EA 1 1 ,500. 1 ,500, 90. Filter Fabric SF 5,230 1 ,50 7.,845_ Sub-Total S 78 .390, Sub-Total Page I' S Z70,.200. Sub•-Total page 2 $ 103.955. Sub-Total Page 3 $--- 91 60. Sub-Total Page 4 $-54.750. Sub-Total Page 5 $_7a,390. Sub-Total S 699,055 .00 25Z Contingencies x Sub-Total! $ 174,763,75 ' TOTAL $„87-3.81 A 75 varies Page 5. PROJECT: Farm Brook Subdivision TOWN OF SOUTH WINDSOR STREET:1 akl an FFe t P&Z I.D. : BOND ESTIMATE FOEH / ENGINEER:. Beino H,TP, & Associates 1995 CALENDAR YEAR DATEt-5/2/95 Nov� Bond Bond Item Description Unit Reduction Reduction Unit -Quantity Price Cost No. 1 No. 2 1. Clearink & Grubbing LS ^' Strip & Stockpile --- Topsoil CY - 2.00 8 600 03. Earth Excavation (Exc�uding Roadway Trench CY 10.00 O 4. Roadway Excavation CY 12.00 b . 5. Earth Trench _Exc. 0 4 CY 10.0 0 1,420. p 6: Earth Trench Exc. 0-10 CY O 12.00 20 448 v 7. Earth Trench Exc. 0-15 CY 15.00 3 U 8. Earth Trench Exc. 0-20 CY 18.00 9. Roadway Exc. Rock CY 50.00 10. Rock Trench Exc. 0-4 CY 50.00 11. Rock Trench Exc. 0-10 CY 75.00 12. Rock Trench Exc. 0-15 CY 100.00 13. Rock Trench Exc. 0-20 CY 150.00 14. Formation of Sub grade SY IM 1.50 � d 15. Subbase Gravel CY - 20.00 18,260. 16. Processed Aggregate TONS +7 'T' is.o0 35,478. � 17. Common Borrow Cy U 10.00 75 ,000, d 18. Gravel Borrow CY 0 15.00 19. 1_-� /P " Bit. Concrete O Class I TONS - '' 50.00 :23:,60j0 . 20. 1-112 " Bit. Concrete Class II TONS 472 55.00 25 ,960. 9 94,0 21. 6" Asphalt Lip Curbing LF 3.00 101080. O 22. Road WideningCom lete Sy 0 50.00 ' *varies Page 1 _ Sub-Total $ 270,200 . 1 ��O BOND ESTIMATE FORM Bond Bond , • Unit Reduction Reduction r Item Deacri ,.ion Unitj QuantityPrice Cost No. 1 No. 2 23. Conc Si( ewalk 4' Wide LF 1 ,578 30.00 47,340. 7 P STORM DRAINAGE SYSTEM .COMPONENTS 24. 60" RCP Class- In Place LF n 130.00 25. 54" RCP Class- In Place LF 0 100.00 26. i8" RCP Class_In Place LF n 75.00 27. 42" RCP Class_ In Place LF n 65.00 28. 36" RCP Class_ In Place LF n 60.00 29. 30" RCP Class_ In Place LF 50.00 onn 30 24" RCP Class- In Place LF 42.00 5 ,040 , p 31. 21" RCP Class_In Place LF 0 40.00 D 32. 18" RCP Class-In Place LF 4434 35.00 33. 15" RCP Class_In Place LF 30.00 ,9fi0 _ POLYETHENE PIPE 34. 8" ADS-N-12 or Equal n 21.00 3 . 10" ADS-N-12 or Equal n 22.50 36. 12" ADS-N-12 or Equal 24.00 37. 15" ADS-N-12 or Equal 25.50 38. 18" ADS-N-12 or Equal 0 28.00 UNDERDRAINS (footin drain) 0 3,9. 6" PVC SDR A In Place LF 3419- 15.00 4 950 : b 40. 8" PVC SDR 35 In Place LF 0 20.00 RIPRAP 41. Modified Riprap CY n 45.00 42. Intermediate Riprap CY O 45.00 O 43. Standard Ri ra CY n 1 45.00 Page 2. - Sub-Total $ 103,955 . /1 � � va•ar u...a•naaaaaas avaua i Bond Bond Unit Reduction Reduction Item Description Unitl QuantityPrice Cost No. 1 No. 2 DRAINAGE STRUCTURES 44. Type "C" Catch Basin EA -9' d 1500.00 13,500 . Q 45. Type "C" Double Grate EA '6_ O 2000.00 12,000 , 46. Type "C-L" Catch Basin EA 0 1500.00 • 47. Manhole EA 0 1500.00 48. Manhole w/Drop Inlet EA 0 2500.00 49. Manhole Over Ten Feet EA 0 2000.00 50. Headwall EA 0 51. Endwall EA 0 Box Culvert 52• X LF 0 53. 15" Flared End EA 1`0 450.00 450. O 54. 18" Flared End EA 0 500.00 55. 24" Flared End EA 0 550.00 56. 36" Flared End EA 0 850.00 57. 30" Flared End EA ® 700 C? 10' Wide 58. Gravel Access Road LF O 15.00 59. Reset M.H. or C.B. EA n 550.00 SANITARY SEWER COMPONENTS s 60. 12" PVC In Place SDR 35 LF n 40.00 61. 10" PVC In Place SDR 35 LF' n 37.00 O 62. 8" PVC In Place SDR 35 LF I=M 35.00 �? (lateral ) v 63. 6" PVC In Place SDR 35 LF 30.00 * varies Page 3. Sub-Total $ 91 ,760 . Q BOND ESTIMATE _ Bond Bond Unit Reduction Reduction Item Description Unit Quantity Price Cost No. 1 No. 2 SANITARY SEWER STRUCTURES 64. Sanitary Manhole EA 1500.00 6.000Q 65. Sanitary Manhole . w/Drop Inlet EA 0 2500.00 66. Sanitary Manhole over 10 FT. EA d 2000.00' 4,000 . Q 67. 68. STRUCTURES & MISC. ITEMS } ; 09. Reteiniuq WAll EA 0 70. Fence (Types EA 71. Guide Rail T e: EA 72. End Anchorage (Type: EA 73. Guide Post EA 100.00 74. Pavement Marking LF 1.50 75. Street Signs EA 2 75.00 S O 76. Traffic Signs EA 2 75.00 i$ 77. Street Lights EA 4 1000.00 4 QQ0 ®fir' 78. Furnishing Oo� Placin Topsoil SY 2.50 s'f 79. Fertilizing, Seeding and Mulching SY 24,500 2.50 il ,2sn 161IZ5_0 80. Trees EA 5.3 150.00 7 ,qqn O 81. Maintenance/Protection of Traffic LS 82. Construction Staking LS * varies Page 4. Sub-Total $ 154 ,750 . A A91-500 . BOND-ESTIMATE FORM Bond Bond Unit Reduction Reduction ' Item Description Unit Quantitv Price Cost No. 1 No. 2 83. As-Builts LS NEC * 5,000. 84. Iron Pins EA 52 100.00 5,200. 5 lip11 85. Concrete Monuments EA 25 250.00 6,250. (� 86. Landscaping LS * 22,415. t(fS (apron) 87. Driveway-Bit. Conc. Sy 9 20.00 180 , D 88. Detention Basin LS 30,000 . p 89. Outlet Structure EA 1 ,500. 1 ,500. 0 90. Filter Fabric SF 51430- a 1 .50 7.9845 . D Sub-Total $ 78 ,390. ro pasI Sub-Total Page 1• $ 270,200. Sub-Total Page 2 $ 103,955 . AW kj'7, -3,VO Sub-Total Page 3 $ 91 .760 , p Sub-Total Page 4 $ 154,750, /'�%50 Sub-Total Page 5 $_ 72.390. A p 0 Sub-Total $ 699,055 .00 I j ws- 25Z Contingencies x Sub-Total: $_ 174,763.75 GD, 46 f TOTAL $ R73.81 R 75 3OZ, 30 6 MY *74,Dod * varies LeT. 302,306 57/ 7 0 Page 5. #3.r9 4 7� • : s�v�r,, poo MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: November 14, 1995 RE: FARM BROOK SUBDIVISION We have reviewed the bond estimate for Farm Brook Subdivision and recommend that the bond amount be set at $874, 000 . 00 . We have also reviewed the request for bond reduction at the Farm Brook Subdivision and recommend that it be reduced to $359, 000 . 00 . Attached is a copy of the bond estimates for your records . JCl/jsv /va11ez/JC/RENIEWS95/jarmbrooWt The Aetna Casualty and Surety Company One Civic Center Plaza Hartford,Connecticut 06103 SUBDIVISION BOND KNOW ALL MEN BY THESE PRESENTS THAT WE, THE LACAVA CONSTRUCTION COMPANY hereinafter called Principal, as PRINCIPAL, THE AETNA CASUALTY AND SURETY COMPANY of the City of Hartford of the County of Hartford in the State of Connecticut as SURETY are held and firmly bound unto TOWN OF SOUTH WINDSOR in the sum of THREE HUNDRED FIFTY NINE THOUSAND AND NO/100THS DOLLARS ($359,000.00), to be paid to the Said TOWN OF SOUTH WINDSOR its successors and assigns, for which payment well and truly to be made, we bind ourselves, our heirs, executors and administrators, successors ' and assigns, firmly by these presents. WHEREAS, the Principal has submitted to the Planning and Zoning Commission of the TOWN OF SOUTH WINDSOR for its approval, a APPLICATION#94-41P. FARM BROOK SUBDIVISION and WHEREAS, the Planning and Zoning Commission of the TOWN OF SOUTH WINDSOR has approved said Plan on condition that the said Principal file with the TOWN OF SOUTH WINDSOR a Bond in the amount of THREE HUNDRED FIFTY NINE THOUSAND AND NO/100THS DOLLARS ($359.000.00),with Surety and in form approved by the Town and with conditions satisfactory to the Planning and Zoning Commission securing to the actual completion within TWO YEARS of certain work and installations required by the Planning and Zoning Commission as more fully appears on the application maps, plan and profiles filed by the Principal. NOW, THEREFORE, if the Principal shall on or before NOVEMBER 15, 1997 make and complete to the satisfaction of the TOWN OF SOUTH WINDSOR in accordance with its subdivision regulations the work and installations herein referred to , this obligation shall be null and void, otherwise to remain in full force and effect. IN WITNESS WHEREOF, we have hereunto set our hands and seals at Hartford, Connecticut, this 30TH day of NOVEMBER, 1995. THE LACAVA CONSTRUCTION COMPANY B THE AETNA CASUALTY AND SU COMPANY BY: a A duj AT.I OR Y- FACT aa�.. 1OW N Sf4 C` Town O-P slot Vza� ti 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074 SOR G�� AREA CODE 203/644-2511 • November 15, 1995 Joseph LaCava LaCava Construction Company 185 Silas Deane Highway Wethersfield, CT 06109 Dear Mr. LaCava: Re: Application #94-41P, Farm Brook Subdivision Please be advised that the Planningg and Zoning Commission voted on November 14, 1995 to establish a bond in the amount of $874,000 for the subject application. At this same meeting, the Commission voted to reduce the subdivision bond from $874,000 to $359,000. A bond or letter of credit in this amount must be posted prior to the filing of the mylar in the Town Clerk's office. Very truly yours, Fussell NING & ZONING COMMISSION G. Levack, Chairman RGL,/pmm cc: Town Engineer TOWN OF SOUTH WINDSOR STAFF SITE CHANGE FOR SITE & SUBDIVISION GENERAL: William Klock CHANGE ORDER CONTACT PERSON R__F._Hyypna & AGcnr Phone No. 860/633-5218 tz Address 124 Hebron Ave. , Glas -onh ury,= 06033 Site Name Farm Rronk 9i,ha;v; c;on P&Z No. 94-41-P Owner LaCava Construction Company Phone No. 860/563-3711 Contractor LaCava C"strUctio1a. Cpmpany Signature of Owner Date: 8/13196 Signature of Desig ngr Date: 8/13.19-6 CHANGE: (Describe location and nature of change . Include Four (4 ) copies of plan/Tmwf**a*of Change. ) *Profiles not affected Minor change in west street line of Felt Road at the intersertien with the north highway line of Oakland Road. This change affects the open space area by 0. 01 acres.Plan sheets affected are 3 of 18 and 5 of 18 Reason for Change: (Why is change required) Plot plans of the subdivision have been revised to conform to a 1970 R.O.W. map of Felt Road. This plan had been overlooked when the boundary of the subdivision was computed and mapped in 1985. APPROVALS : (As Required) Dir. Of Pla irig 1A Date: ©O Town Engineer Date: C� Dir. of Pub li ork Date: Other: Date: STAFF COMMENTS: White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department i TOWN OF SOUTH WINDSOR SEP 9 1996 STAFF SITE CHANGE FOR SITE & SUBDIVISION South Windsor Planning & Zoning Commission GENERAL: ,. CHANGE ORDER CONTACT PERSON Brian Beeclnor Phone No. 563-3711 Address LaCava Const. Co. , 185 Silas Deane High_ ,WethersfjP1d, CT 06109 Site Name Farm Brook Subdivision P&Z No. Owner LaCava.Const. Company Phone No. 563-3711 Contractor c Signature of Owner Date: q / Signature of Des ig Engr. Date: CHANGE: (Describe location dnd nature of change. Include Four (4 ) copies of plan/profile of Change. ) Construct a lawn drain between rots A & A which will tie into existing catch basin in Farm Brook Drive Reason for Change: (Why is change required) To simplify grading and ensure that there will hp no pnnding af water in rear yard_ APPROVALS : (As Requir d) G Dir. Of Planning Date: Gi � ,6 Town Engineer Date: "AM Dir. of Publi W rks Date: Other: Date: STAFF COMMENTS: 4,011aAv-P)9,*,P&--Ary White - Town Engineer Yellow - Applicant Pink - Director of Planning Goldenrod - Engineering Department 09/06/96 14.42 V203 257 1553 LACAVA C,ONST Z 001/002 CONSTRUCTIONCG. W ETHERS E D CONECT CU`f 06109 BrJI%DERS A.ND DEVELOPERS Ii TELEPHONE. �203} 563-3711 � s FAX COVERSHEEI FAX #: 203 257 1553 TO : r• Q r ATT; J�r DATE: NUMBER OF PAGES TO FOLLOW: ` REMARKS : Y f THE SYMBOL OF HOMF. err ILDING EXCELLENCE .. 09/06/96 14:42 '0203 257 1553 LACAVA CONST 12 002/002 SEP—�6-'35 F F I 0�: PM YANC Y C RPOR,RT I OW tiF.alo b'o aa�a •• �� NaHford W9r3411 Middletown 635-51466 Rt � PRODUCTS, Inc. ► ,� � ��orwreL�, The CRO(�V�lttt COi�C Knas pyTs 4 I *.► lei 1 1 � i " J ► � (1 AL TNRtE-SECT IOW YARD DRAIN WITH 20„x2o" WATE TOWN OF SOUTH WINDSOR MEMO To: Jerry Iazzetta From: Ron Asselin Subject: Shims Date: October 2, 1996 A recent survey of new subdivisions has prompted questions of the following observations before this year's snow removal operations. Will Cliff vood Estates, Avery Meadow and Partridge Meadow II have binder courses before this winter? If so, have contractors been instructed on proper shim installation? Will Leah Drive, (Summer Meadow), Summit Drive, and Sele Drive have finished courses by winter? Facilities have had shims removed in preparation for final course. If the developers of Farmbrook haven't intentions of paving the final course this season, the shims on Farmbrook(excluding the ones from Scott to cul-de-sac) need attention. Shims around catch basins and manholes have failed because the lack of tack coating at installation. Please note many catch basin tops and manhole frames have been damaged on these sections of Farmbrook. Shims should be physically removed and new shims installed to prevent damage to our snow removal equipment. Shims left in their present condition will not hold up another season. The shims on Fitch Meadow are in fair condition and should hold up no more than another season. If the final course is nowhere in the near future for Fitch Meadow, plan on advising the current contractor shims will have to be replaced next year. There is some minor damage to catch basin tops located there now. Please inform rie as soon as you can so I can update snow removal operators what conditions to expect oi,their routes. cc: Mel Stead - e " Scott Lappen _i Mike Gantick OCT 2 19�G MEMORANDUM J TO: Ron Asselen, Street Services Specialist FROM: Jerry C. Iazzetta, Town Engineer DATE: October 7, 1996 RE: SHIMS / In response to your October 2, 1996 memorandum, I have notified LaCava Construction that the shims identified in your memorandum must be replaced by October 18, 1996 . Leah Lane is scheduled to have its finish course paved this month. Summit and Sele Drive have been paved (finish course) . Cliffwood Estates and Partridge Meadow II are scheduled to have binder course paved this month and the developers are aware of our shim requirements . Avery Meadow is anticipated to have binder course paved this year. Also, Fieldstone Subdivision is planning to have binder course pavement this year. Both developers are aware of our shim requirements . Fitch Meadow Subdivision is not planning to pave the finish course this year. They will be made aware of your concerns . JCl/jsv CC : Michael J. Gantick, Director of Public Works Melvin C. Stead, Supt . of Street Services Scott Lappen, Street Services Specialist Tracy A. LaPiene, Project Engineer !C/96/asselin S pVlN Sf4 70z�-7 ' C-7-0 s 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074 SOR•CO� AREA CODE 860/644-2511 October 3 , 1996 Mr. Joseph LaCava LaCava Construction Co. 185 Silas Deane Highway Wethersfield, CT 06109 RE: FARM BROOK SUBDIVISION Dear Mr. LaCava: The Town of South Windsor Street Services Department has made an inspection of the Farm Brook Subdivision pavement to determine if the roads could be safely plowed this winter. They found that all of the shims on structures on Farm Brook Lane from Scott Drive to Felt Road and those on the new portion of Scott Drive need to be replaced. The shims should be removed, a tack coat applied and new shims placed in accordance with the Town Standards . It would be appreciated if this can be completed by October 18 , 1996 . If you have any concerns, Mr. Ron Asselin can be reached at 644-2511, Ext . 218 and is available to meet with you or your representative on site . V truly y urs, J r C Iai ta, P.E. own E ineer JCl/jsv CC : Mr. Michael J. Gantick, Director of Public Works Mr. Melvin C. Stead, Supt . of Street Services Mr. Ron Asselin, Street Services Specialist valla/JC1-%1 rmbr-k SOW N SF4 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 '4fOsoa•co` AREA CODE 860/644-2511 September 25, 1997 Mr. Joseph LaCava LaCava Construction Co. 185 Silas Deane Highway Wethersfield, CT 06109 RE: FARMBROOK SUBDIVISION RIDGEFIELD DRIVE & SUMMERWIND DRIVE Dear Mr. LaCava: An inspection of the Farm Brook Subdivision has shown that the shims around the sanitary manhole on Scott Drive and around the catchbasin in front of lot #6 have been damaged and must be replaced. It was also noted that numerous catch basin tops and manhole frames exhibit severe damage and should be replaced prior to final paving. The shims should be replaced by October 15, 1997. An inspection of Summerwind Drive and Ridgefield Drive revealed a pavement in failure. The portion of Ridgefield drive that has not been accepted by the Town and Summerwind drive will require extensive reconstruction before the Town can accept them. I believe that a meeting at Summerwind Drive should be held so we can all agree on the measures to be taken and the timeframe for the repairs. Please call me to set up the meeting as soon as possible. Ve truly you s, J rry . I zze ow En ineer JCl/jsv cc: Melvin C. Stead, Jr., Supt. of Street Services Tracy A. LaPiene, Project Engineer Joseph J. Perna, Project Engineer I um,4 Vr JVu i ri VVIIVUJVR PUBLIC IMPROVEMENT SPECIFICATIONS 1.6.0 Shimming Bituminous Class II shims are to be installed for the protection of facilities (i.e. catch basin tops, manhole frames, and utility gates) during the time the binder course pavement surface is left exposed until the final coat of pavement is applied. Shimming can be accomplished one of two ways. A. Be incorporated in binder course when being installed, Pavement to be graded as such to accommodate shim formula for every 1/4 inch of rise of facility above pavement equals 1 foot diameter of shim. Binder to be finished graded 1/4 inch higher than existing facility surface, for their protection from snow removal equipment. B. Can be installed separately after binder course is installed. Class II bituminous concrete to be used following shim formula for every 1/4 inch of rise of facilities above pavement equals 1 foot diameter of shim. The exception when applying fomula to catch basin tops specifically, length of shim on front of catch basin top will be six inches for every 1/4 inch of rise. Shim to be graded 1/4 inch higher than existing facility surface for their protection from snow removal equipment. Prior to separate shim installment, a tack coat must be used to adhere shim to binder course. Outside edge of shims to be sealed with tack coat to prevent premature deterioration of shim (i.e. chipping, cracking, or flaking). r SHIM A MANHOLE A c c B B ::CURB TCH BASIN SHIM SHIM SHIM 12• 1/4' 1/4' BASE PVMT. FRAME { GRATE TACK COAT ON BASE PVMT. A-A SHIM 12• 1/4• 1/4' FRAME L LID BASE PVMT. !!!� OF MANHOLE TACK COAT ON BASE PVMT. SHIM 6• 1/4• J C-C BASE PVMT. FRAME L GRATE TACK COAT ON BASE PVMT. B-B NOT TO SCALE TOWN OF SOUTH WINDSOR TEMPORARY SHIM DETAIL APPROVED STANDARD DETAIL JUNE, 1997 REVISED, PUBLIC WORKS DIRECTOR Memorandum rim e orandum To: Jerry Iazzetta From:Mel Stead Re: Shimming streets under construction Date: September 25 1997 Attached is Ron's report of existing conditions in the subdivisions that have binder course pavement on the streets. We seem to have difficulty every year trying to get developer cooperation in making appropriate repairs prior to cold weather setting in. Would you please generate a letter to each of the responsible parties so that we can have the work completed prior to the winter season. Thank you t ♦ • Fitch Meadow- There are no shims or curbing on the extension of Fitch Meadow Lane. Shims and curbing will have to be installed before snow. Also shims on older section are barely adequate. Most of the facilities on the older section have already have been damaged. Damage to the facilities was due to the inadequacy of the original shims being installed that were too short not meeting Pubic Improvement spec's. • Farmbrook- Shim around sanitary manhole on Scott Drive in poor condition from being damaged last season. Shim will have to be repaired. Shim around catch basin in front of lot #6 on Farmbrook lane is also damaged from last season. It also needs to be repaired. Shims have been installed to adequate proportions but have failed because of the lack of use of emulsion for tack coating. Please note numerous catch basin tops and manhole frames exhibit severe damage and should be replaced before final acceptance of the road. • Collins Crossing- Will binder course be installed and any co's issued before or during this winter season. If so shims around facilities should be in place per Public Improvement spec's The installation or repair work to shims should be completed prior to October 15th for the best results. After the 15th will require written permission to the Director of Public Works by the respective contractors to complete their work. The work is necessary to prevent injury to operators, damage to equipment and to remove snow efficiently and effectively. cc: Scott Lappen Memorandum To: Mel Stead From: Ron Asselin Subject: Shims Date: September 25, 1997 --------------------------------------------------------------------------------------------------------- I've made my annual inspection of new subdivisions in preparation of snow removal. My inspection has revealed the following observations which will have to be attended to by the respective contractors before its snows this winter season: • Chase Farms- Shims are too short and are too high. Shims around most facilities are damaged already from this condition. The shims need to be repaired and improved to meet our Public Improvement spec's. • Partridge Meadow II- Intersection of Trumbull Lane and Dart Hill Road. Trumbull Lane pavement exits at too sharp of a vertical angle. This condition will cause the removal of snow from this intersection difficult. Plows traveling north and exiting Trumbull Lane will dig into the pavement on Dart Hill Road. This will cause damage to the pavement on Dart Hill Road. It will also make it difficult to remove the snow from the shoulder of Dart Hill Road which runs perpendicular to Trumbull Lane. Because of the sharp angles where the two pavements meet at the intersection, snow will get trapped and will be difficult to remove. This will develop into a traffic hazard in the winter. • Cliffvood Drive ext.-Shims are too short and are too high. Shims that where installed last year are damaged or have been removed by snow removal equipment. They will need repairs and improvement to meet the Public Improvement spec's. • Hitchcock Way- Shims are inadequate. They have been installed too short and are too high. The shims will have to be improved. • Fieldstone- No shims have been installed on Heritage Drive. This will have to be completed before snow removal. Shims to be installed per Public Improvement spec's. TOWN OF SOUTH WINDSOR PUBLIC IMPROVEMENT SPECIFICATIONS 1.6.0 Shimming Bituminous Class II shims are to be installed for the protection of facilities (i.e. catch basin tops, manhole frames, and utility gates) during the time the binder course pavement surface is left exposed until the final coat of pavement is applied. Shimming can be accomplished one of two ways. A. Be incorporated .in binder course when being installed, Pavement to be graded as such to accommodate shim formula for every 1/4 inch of rise of facility above pavement equals 1 foot diameter of shim. Binder to be finished graded 1/4 inch higher than existing facility surface, for their protection from snow removal equipment. B. Can be installed separately after binder course is installed. Class II bituminous concrete to be used following shim formula for every 1/4 inch of rise of facilities above pavement equals 1 foot diameter of shim. The exception when applying fomula to catch basin tops specifically, length of shim on front of catch basin top will be six inches for every 1/4 inch of rise. Shim to be graded 1/4 inch higher than existing facility surface for their protection from snow removal equipment. Prior to separate shim installment, a tack coat must be used to adhere shim to binder course. Outside edge of shims to be sealed with tack coat to prevent premature deterioration of shim (i.e. chipping, cracking, or flaking). �y 185 SILAS DEANE HIGHWAY Ii CONSTRUCTION CO. WETHERSFIELD,CONNECTICUT 06109 BUILDERS AND DEVELOPERS TELEPHONE: (860)563-3711 September 29, 1997 1 �� Vv Mr. Jerry Iazzetta, P.E. Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 RE : Farm Brook and Ridgefield Subdivisions Dear Mr. Iazzetta: We plan on completing the public improvements on the above referenced subdivisions as follows : Ridgefield June 1998 Farm Brook September 1998 Per our discussion on the phone today, I will call you well in advance of those dates to meet with you at the site and discuss the concerns as outlined in your letter dated Sept- ember 25, 1997 . You can expect our full cooperation. Very truly yours, AV NST UCTI N COMPANY S seph P. LaCava CC : Mr. Bill McCleery Yancey Corporation Mr. Brian Beechinor 1] Director of Construction 1® 12 LaCava Construction Company 1 RECEIVEO SEP 3 0 1997 SOUTH WINDSOR ENG.DEPT. co r" THE SYMBOL OF HOME BUILDING EXCELLENCE ..... I 5 OWN SZ4 �7 s �� 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 '4f1OSoa•co"r AREA CODE 860/644-2511 r� October 17, 1997 Mr. Joseph LaCava LaCava Construction Co. 185 Silas Deane Highway Wethersfield, CT 06109 RE: FARMBROOK SUBDIVISION Dear Mr. LaCava: My letter of September 26, 1997 asked that the structures in your subdivision be shimmed properly by October 15, 1997. To date this has not been done. Shimming must be completed properly for the safety of the snowplow drivers and equipment. If this is not completed by October 30, 1997, the Town will be forced to do the work and call part of the subdivision bond to pay for the shimming. If you have any questions, please feel free to call me at 644-2511, Extension 245. V ry truly yo rs, erry C. azze , P. . own ngineer cc: Melvin C. Stead, Jr, Supt. of Street Services Tracy A. LaPiene, Project Engineer Joseph J. Perna, Project Engineer y�1 r .�i MEMORANDUM To: Mel Stead From: Ron Asselin Subject: Shimming Date: November 4, 1997 I've have made a third inspection of streets in new subdivisions in preparation of snow removal for this winter. Unfortunately I haven't any good news to report. And I haven't received any information updating the status of the subdivisions in non-compliance. There haven't been any repairs to the shims on Hitchcock Way by Mannarino Builders as we've requested. I also have a concern of their new subdivision being built on Avery Street just north of Pine Knob Drive. Mannarino is boxing out a new street. There is one house being framed and another has had its foundation poured.Will this area have CO's issued to this area before the winter season ends?You can certainly see that they are working toward having some units built and completed within the next 90 to 120 days. Shims still haven't been installed on Heritage Drive in the Fieldstone subdivision.Having facilities exposed above the paved surface is extremely dangerous to operators and equipment if left unattended. The shims, which have been repaired on Farmbrook Lane as we requested,are poor at best. It looks like the material Lacava used was cold when applied and is showing signs of ravelling which is evident by the aggregate becoming loose from the patches. They also made no attempt to repair the shim around the only sanitary manhole on Scott Drive in that subdivision. I am also concerned about JMJ's development, Deming Hill Estates,has a binder course but no shimming around any facilities on Cardinal Way. It wouldn't surprise me that JMJ starts digging foundations shortly and builds during the winter. I would appreciate any updates on these areas as soon as possible. It has been 40 days since my first memo was issued on this matter. If you don't here something positive about these subdivisions from the Engineering department by November 15, 1997 we should sit down and discuss this with Engineering and the Planning departments to resolve these problems this winter. cc: Mike Gantick Scott Lappen V.�1 MEMORANDUMIt SEP To: Jerry Iazzetta SOT,Hw riosoR Win' From: Ron Asselin Date: September 4, 1998 Re: New subdivision shims I have completed inspections of shims on the roads in the latest subdivisions being built. As you know, shims around manhole and catch basin structures,when installed correctly, are of great importance to our department duringg snow removal operations. Once again,we are asking for your cooperation in this matter. The following is a list of areas I have inspected and what I have observed. If you have any questions to my observations please don't hesitate to call me. Your assistance is very much appreciated by our department. ❑ Fitch Meadow: All manhole shims on old section of Fitch Meadow lane will have to be enhanced this season if street is not overlaid by winter. Shims around manholes are showing signs of shrinkage or settlement do to their age. The shrinkage or settlement of the shims leave the leading edges of the manhole frames exposed thus are subject to damage and can cause damage to plow equipment and injure snow removal personnel. ❑ Deming Hill Estates: Side street(unnamed), located on the east side of Cardinal Way have had no shims installed around basins or manholes. Are they planning to overlay?Are they planning to build any houses on that short cul de sac before winter? ❑'A " Shim around manhole on Scott Drive needs to be repaired or replaced after being damaged last season. ❑ Avery Meadow: All manholes and catch basin shims, on Hitchcock Way need to be replaced because of deterioration of material around them. Material appears to have been applied cold with no tack coat. Leading edges of the structures are exposed and will be severely damaged if not corrected. As you may know, one of our plow operators was injured last winter removing snow from that street. ❑ Cutler Ridge: No shims have been installed around any catch basins on Chandler, Welles or Stedman streets. Some shims have been installed around manholes on the above streets. They haven't been installed to our specifications or they are non-existent. If the shims around the manholes aren't improved or installed, including catch basins, they will pose a definite hazard to us while removing snow. ❑ Chase Orchards: Houses are being built. Any paving going to take place before October 15`h?Any occupancy before winter? cc: Mike Gantick Mel Stead Scott Lappen N -e. ca14 e� -DA- `7 i �I it I' !i i i� I I 'I i S.zD 134.E w. 1Z4.26 -.59 13 !iiSo +.1s 135.30 I 14to 4,65 13s.40 -.4-S �4� 4.2Z- 135.v3 b 1 i�C 4,69 ms.3G 4. 11 �� l4t�o 3•�� 136,z� �`•..� ` tot sp4•IS 13S,ge� -.3� 3.6o 16.45 t, ' ^CPS 7,23 144.a3 3.ZS 13G,8o r; ts-ISo L To-7 13G.�b �4;4 6.�5 13�.18 f� 6Z'- ZE ow +gl ,t ')Z'- 59'4;iI QE'-f �oS+L1 ;r ' �j aSl-91 W'Lil LI'49 05.9 %,9E1 Lo'L. Y: 1 �g-t5o 3.4L 14o.6 3 3,711 140.26 -^.3 5 -,4L - �' �r 9 I Vq+Do1 Z (41,04- -.3`) 141:111) -.23 1 I'�tSO 1.91 147.12 Y -If #Z 9.-7 6 I52,6o 1.10I 142.84- I 9,S,4- 142.66 -.4-1 .� 143.07 'ZcHcoL 9,EA- 14V76 -31 � 1: I z,ots' t_ (3,S9 144.z 1 -.'31 It 24o+Sa) S,o6 144-6 - r z�+60 p- 8.4- 144.16 . .3 1 7-4+on 146.46 r� y yi �.I+oo L t4soL 4.49 14b,11 l 4.I5 148.41 zt-t��'�. q-•49 t4�.I� -.3 l Z2-too L 3.1Z 149.45 ' f .w I'2z}saL Z,5-7 ISo.o3 -.34- ZZ}FS� 2ZZ3 160.3-7 2. 60 o.00 -,377 II 23�tcx�� Z.SS ISo,oS' -.23 �; Z-2+ao Z.3Z tso.28 use w/ k . � sM� �•o� �49.53 li I• 1 ,i i I' 70, 10 ���ld i 1. ka Kaeff CONSTRUCTION CO. 185 SILAS DEANE HIGHWAY WETHERSFIELD,CONNECTICUT 06109 BUILDERS AND DEVELOPERS TELEPHONE: (860)563-3711 September 30, 1998 Mr. Jerry lazzetta Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor, Connecticut 06074 RE: Farm Brook Subdivision Dear Mr. lazzetta: We have completed the subdivision improvements on the above referenced subdivision. We are, therefore, requesting release of the bond and town acceptance of the roadways. Would you please let me know at your earliest convenience the amount of the maintenance bond that will be required. Please call me if you have any questions. Thank you for your assistance. Very truly yours, LACAVA CONSTRUCTION COMPANY Ff- Joseph P. LaCava t_ Rc�BCD Cc: Attorney Peter Alter ' A Mr. Ken Smith '_° OCT 2 19, 8 '�f SOUTH WINDSOR F'P.DEPT. , d THE SYMBOL OF HOME BUILDING EXCELLENCE ..... towN a O ' T-0� O-P Sa� 7()&U/&),t � ' V A 1540 SULLIVAN AVENUE•SOUTH WINDSOR,CT 06074.2786 ��OSoR.CO AREA CODE 860/644-2511 FAX 860/644.3781 October 27, 1998 Mr. Kenneth Smith, PE, LS Reino E. Hyyppa and Associates 124 Hebron Avenue Glastonbury, CT 06033 Re: Farm Brook Subdivision Dear Mr. Smith: We have reviewed the"as built" drawings for the Farm Brook Subdivision and have the following comments: 1. Easements should be identified with distances and bearings. 2. Type of pipe used for sanitary sewer should be indicated. 3. Location of gravel access drive to detention basin should be indicated. 4. Gravel access roads for"cross country"storm and sanitary sewers should be shown. If you have any questions, please feel free to call me at 644-2511, extension 245. Ve truly your Jer C. 12 etta, P.E. To n Engineer JCl/sfg 6W From: lazzet,Jerry iazzet To: Reichle, Karl reichle, Stead, Melvin stead Date: 11/3/98 8:06AM Subject: Subdivision Acceptance The following Subdivisions have requested that the Town accept the roads,infrastructure and any Open Space; Ridgefield Estates(last part) Partridge Meadow Phase 2 Deming Hill Estates Phase 1 Collins Crossing Please let me know if you have any concerns or outstanding issues. From: lazzet,Jerry iazzet To: Reichle, Karl reichle, Stead, Melvin stead Date: 11/24/98 3:24PM Subject: Subdivision Acceptance Re: My 11-3-98 Memos on this subject; Do you have any comments/concerns about those subdivisions that I can include in my letter to the Developers? If so I need them by Dec.2, 1998.Thanks W From: lazzet,Jerry iazzet To: Reichle, Karl reichle, Stead, Melvin stead Date: 11/3/98 8:21AM Subject: Subdivision Acceptance Please have your comments to me by Nov.13, 1998.Thanks (Ah MEMORANDUM DATE: November 25, 1998 TO: Jerry Iazzetta FROM: Mel Stead V RE: Subdivision Streets I have driven the streets in the following subdivisions looking for obvious deficiencies: Farmbrook, Ridgefield Estates (last part), Partridge Meadow Phase 2, Deming Hill Estates Phase 1, and Collins Crossing. g ■ Fartntroft—'I11 of the items we spoke with LaCava about have been addressed. The only area still disturbed is where the last house is being constructed. This was behind the curb. ■ Ridgefield Estates—the road was repaired, structures adjusted and road overlaid according to our agreement with LaCava. The drive-by showed no obvious areas of concern other than the curb reveal that we had discussed before. ■ Partridge Meadow—all looked ok. I think I relayed to you that there was an area of settled curb on the west side just short of the cul-de-sac on Trumbull and an area of broken curb in the cul-de-sac on the east side. ■ Deming Hill Estates Phase 1 —the cul-de-sac on the north end of Gilbert Lane does not look to be standard. Radii and reverse curves look too small. Also near the south end of Gilbert on east side, the catch basins look high. There were several wheel chair ramps missing. Sidewalk and curb on south end of Gilbert not backed up. No sidewalk on Cardinal Way from Deming Street south a couple lots. ■ Collins Crossing—looks ok but I have a question about Sunrise Lane. The map published by the Chamber for the town does not indicate Hunter as private. My understanding was that only Collins Crossing was going to be a town road. Note: There is a February 3 memo in my file about some sidewalk poured during unfavorable conditions. Has that been resolved? I have not done a complete inspection such as looking inside catch basins for long pipes, sumps, silt, etc. I am assuming that this was done during the construction stages. MCS/gh MEMORANDUM TO: Jerry C. Iazzetta, Town Engineer FROM: Tracy A. LaPiene, Project Engineer DATE: December 2, 1998 RE: Farmbrook Subdivision On 12/2/98 I made an inspection of the Farmbrook Subdivision with regard to the request for a bond reduction to maintenance level. I have found the following items need to be addressed: SIDEWALK • Sidewalk on Felt Road — last 60'to north, east side to be backfilled with topsoil • Sidewalk south of Farmbrook Lane to open space must be backed up with topsoil MONUMENTATION • Monument 216 not set. Monuments set on radius between Oakland and Felt not as point shown on plans. If property line has radius then remove 5"evergreen at intersection — check with Tree Warden first • I.P. northeast corner on Oakland Road not found • IP Lot 20 middle rear not found • IP's at rear of Lots 21 and 22 not found • All monumentation noted as not found is to be flagged in the field or a letter signed and stamped by a licensed land surveyor stating that at the present date all monumentation as shown on approved subdivision plan is currently in place and in good condition. PLANTINGS • Plantings around wetlands between Felt and Oakland not installed. • Check with Michele or Jeff re: plantings DETENTION BASIN • Some plantings not installed • As built of detention basin required to show proper elevations • Inlet R.C.C.E. and plunge pool to be cleaned out and plunge pool rebuilt if needed. • Outlet structure —to have paved invert as shown on plans to have top grates bolted down (current safety standard) SMALL POND IN OPEN SPACE BETWEEN FELT ROAD AND OAKLAND CULVERTS: • Plantings not installed • Pile of sediment in middle of pond to be removed — proper wetland permits required • Bituminous pavement aprons on Oakland and gravel drive to south end of detention basin not removed as shown on plans. DRAINAGE • All C.B. sumps to be cleaned • CB in front of Lot 13 clean sump and remove survey stakes from inside • Dbl CB S.E. int. Scott and Farmbrook check with Mel Stead to see if pipes protruding into are acceptable or if RCPs need to be cut flush SIGNAGE • Stop sign on Scott Drive — new sign and post to be installed, 6'to bottom of sign. existing sign not acceptable • Subdivision sign to be removed • Painted stop bars not done UTILITIES • Utility box in front of Lot 14 to be set into ground • Multiple locations cable box cylinders less than 1'from face of curb. Boxes to be moved onto private property • Exposed comm. line in front of Lot 7 to be buried • Water gate Lot 5 to be filled around • Exposed CATV lines Lot 1 to be buried TAL/sfg 1 MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: December 9, 1998 RE: Farm Brook Subdivision We have reviewed the request to reduce the bond for the Farm Brook Subdivision to maintenance level and acceptance of the infrastructure. A field investigation was completed on December 2, 1998 and the following items are outstanding. It should be noted that the landscaping has not been reviewed. SIDEWALK • Sidewalk on Felt Road — last 60'to north, east side to be backfilled with topsoil • Sidewalk south of Farmbrook Lane to open space must be backed up with topsoil MONUMENTATION • Monument 216 not set. Monuments set on radius between Oakland and Felt not as point shown on plans. If property line has radius then remove 5"evergreen at intersection — check with Tree Warden first • I.P. northeast corner on Oakland Road not found • IP Lot 20 middle rear not found • IP's at rear of Lots 21 and 22 not found • All monumentation noted as not found is to be flagged in the field or a letter signed and stamped by a licensed land surveyor stating that at the present date all monumentation as shown on approved subdivision plan is currently in place and in good condition. DETENTION BASIN • Inlet R.C.C.E. and plunge pool to be cleaned out and plunge pool rebuilt if needed. • Outlet structure —to have paved invert as shown on plans to have top grates bolted down (current safety standard) • Bituminous pavement aprons on Oakland and gravel drive to south end of detention basin not removed as shown on plans. • Gravel access road and paved apron from Ellington Road to detention pond not installed -1- t DRAINAGE • All C.B. sumps to be cleaned • CB in front of Lot 13 clean sump and remove survey stakes from inside • Dbl CB S.E. int. Scott and Farmbrook pipes protruding need to be cut flush SIGNAGE • Stop sign on Scott Drive — new sign and post to be installed, 6'to bottom of sign. existing sign not acceptable • Subdivision sign to be removed • Painted stop bars not done UTILITIES • Utility box in front of Lot 14 to be set into ground • Multiple locations cable box cylinders less than 1'from face of curb. Boxes to be moved onto private property • Exposed comm. line in front of Lot 7 to be buried • Water gate Lot 5 to be filled around • Exposed CATV lines Lot 1 to be buried A bond reduction is in order, however, we cannot recommend that it be reduced to maintenance level until the gravel access road and apron are installed. JCl/sfg -2- MEMORANDUM TO: Marcia A. Banach, Director of Planning FROM: Jerry C. Iazzetta, Town Engineer DATE: December 17, 1998 RE: Farm Brook Subdivision We have reviewed the request for a bond reduction to maintenance level and acceptance of the infrastructure at the Farm Brook Subdivision. The checklist we forwarded with my December 9, 1998 memorandum has been substantially addressed. There are a few minor items left that can be completed under the maintenance bond. Therefore, we recommend that that the bond for the Farm Brook Subdivision be reduced to maintenance level and the infrastructure accepted. JCl/sfg �40WN at, C • uWn at 1540 SULLIVAN AVENUE•SOUTH WINDSOR, CT 06074-2786 ��Osoe•coN AREA CODE 860/644-2511 FAX 860/644-3781 December 17, 1998 Mr. Joseph P. LaCava LaCava Construction Co. 185 Silas Deane Highway Wethersfield, CT 06109 Dear Mr. LaCava: Re: Appl#94-41P, Farmbrook Subdivision Bond This is to advise you that the Planning and Zoning Commission voted on December 16, 1998 to reduce the subdivision bond from$359,000 to a maintenance level of $87,400. Please forward an amendment to the bond we are currently holding showing this reduction at your earliest convenience. This maintenance bond will expire on December 16, 1999. Very truly yours, PLANNING&ZONING COMMISSION f Frank A. Castro, Jr., Chairman FAC/dlw cc: Town Engineer Chief Building Official „ # DEC r 199� :t MEMORANDUM TO: Jerry C. Iazzetta, Town Engineer FROM: Tracy A. LaPiene, Project Engineer �� �'/ DATE: December 29, 1998 RE: Farmbrook Subdivision As-Built Review Reviewing the revised As-Builts for Farmbrook subdivision dated 12-14-98, I have the following comments: 1) Letter from Jerry C. Iazzetta to Reino Hyyppa &Assoc. dated 10/27/98 item 2, "Type of pipe used for sanitary sewer should be indicated has not been done. Statement 2 letter from Reino Hyyppa &Assoc. to Jerry C. Iazzetta dated 12/14/98 is incorrect. State 'PVC' on pipe runs 2) Monumentation a) P.K. nail set in driveway instead of monument 315 is not acceptable. Town specifications call for streetline monument in driveway to be with cast iron frame &cover. Call to discuss if alternative copper covered steel survey marker may be acceptable. b) Drillhole in electrical vault between lot 18 & 19 — make drillhole deeper. c) Track in electrical box between lot 3 & 4 is buried — not found. d) Punchmark in transformer pad between lot 11 & 12 not found. e) Mon. 384 set under brick pavers beside driveway. Brick pavers broken in area of monument. Ground frozen condition of monument unknown. f) Make appropriate notations on plan/profile sheets with regard to monumentation. TAL/sfg T0WNHALL\V0L2\ENG\Prcj.-P&Z\Farmbrook\Review Dec 29.doc REINO E. HYYPPA&ASSOCIATES, Inc. Civil Engineers&Land Surveyors 124 Hebron Avenue Glastonbury, Connecticut 06033 Tel. (860) 633-5218 Fax(860) 633-3742 December 14, 1998 Jerry Iazzetta, Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Farm Brook Subdivision Dear Mr. Iazzetta: Following are responses to like-numbered comments in your letter to us dated 10-27-98 regarding"As-Built"drawings: 1) The easement is an existing easement created by the Town before the subdivision, apparently centered on the sanitary sewer and it never had any distances and bearings. If you wish for them to be shown, it will be necessary for the Town to establish them and file the appropriate documents. We cannot set bearings and distances on it. 2) The type of pipe, as per the Contractor, has been shown. 3 &4) I have been told that they were constructed as per the plan and are buried;therefore, do not know if they were or where they are located. However, will show location as per others. We also received a copy of your memo to Ms. Banach dated 12-9-98 and offer the following in response to your comments regarding MONUMENTATION: Monument#216 is no longer applicable. Town requested that a "radius"be created and it has been monumented as shown on the "As-Built"plan. An Equal Opportunity Employer S.B.E.Certified Jerry Iazzetta, Town Engineer -2- December 14, 1998 In response to the "Iron Pins", I have reviewed our records and, as of this date, all required monumentation have been set by this firm. We are forwarding herewith one set of plans where we have incorporated the above items for your review. Sincerely, REINO E. HYYPP &A CIATES, INC. enneth KBS/cb enc. cc: LaCava Construction Company 181-85 PLANNING DEPARTMENT TRANSAIMAL DATE: L2 TO: WE ARE SENDING YOU: O PZC initial plans 0 Drainage computations 0 PZC revised plans O Bond estimate request 0 PZC Final plans for review 0 Bond reduction request 0 PZC Final plans for filing 0 Correspondence 0 IWA%CC plans J Other�d�Yn YI9z? So NO.OF COPIES APPLICATION NUMBER PROJECT/APPLICANT THESE ITEMS ARE TRANSMITTED: For review and comment 0 For your files 0 For your use 0 As requested 0 Other PLEASE RETURN/COMMENT BY: COMME S: � 9g Copy to: From: Planning Department- 10/98 .. --- iIUm 00100044044 y :OUVIri N:NUJUa page 2 . 02/04/99 09.:43 ALTER AND SHERwooD, LLc -► em 644 72eo N0 136 D02 WAR_RANTE . DEFT) TO ALL PEOPLE TO WHOM THESE PRESENTS SHALL COME, GREETING: KNOW YE, that LACAVA CONSTRUCTION COMPANY, a corporation organized and existing under the laws of the State of Connecticut, and having its principal office and place of business in the Town of Wethersfield, County of Hartford and State of Connecticut, acting herein by Joseph P. LaCava, its President, duly authorized, hereinafter referred to as the "Grantor" for the consideration of ONE DOLLAR($1.00)and other valuable consideration, received to its fall satisfaction of the TOWN OF SOUTH WINDSOR, a municipal corporation having its territorial limits within the County of Hartford and State of Connecticut, does give, grant, bargain, sell and confirm unto the said Town of South Windsor, its successors and assigns, the following described pieces or parcels of land: Two certain pieces or parcels of land, being all of the roadways within a subdivision known as "FARM BROOK" and being situated on the westerly side of Felt Road, in the Town of South Windsor, County of Hartford and State of Connecticut, being more particularly shown as "Farm Brook Lane and Scott Drive" on a certain map do plan entitled: "Plot Plan Open Pe Space Subdivision - AA-30 Z�ne Farm Brook Subdivision Prepared For The LaCava Construction Co. South Windsor, Comt. Reino E. Hyyppa &Associates Civil Engineers & Land Surveyors 124 Hebron Avenue Glastonbury, Conn. 06033 (203)633-5218 Scale 1" a 4V Date 10-14-94 Rev, z 3 z 4 12-5-94 PF• view & I.W.A./C.C. Approval Rev. 1:5-95 Per Towne Engine view Rev. 5 Per P&Z Approval Map No. 181-85-10 Sheet 3 of 1 and Sh eft/ which map or p South Windsor Town Clerk's Office. Said premises are more particularly bounded and described on Schedule A attached hereto and made a part hereof. i TO HAVE AND TO HOLD the above granted and bargained premises, with-the appurtenances thereof,unto it the said Grantee, its successors and assigns forever, to its and their own proper use and behoof. And also it the said Grantor does for itself, its successors and assigns, covenant with the said Grantee, its successors and assigns, that at and until the ensealing of these presents, it is well seised of the premises, as a good indefeasible estate in Fee Simple; and has good right to bargain and sell the same in manner and form as is above written and that the same is free from all encumbrances whatsoever, except as hereinbefore mentioned. AND FURTHERMORE, it the said Grantor does by these presents bind itself and its successors and assigns forever to Warrant and Defend the above granted and bargained premises to it the said Grantee, its successors and assigns, against all claims and demands whatsoever, except as hereinbefore mentioned. f YaL. 1O64PAGE .90 WARRANTEE DEED 981 TO ALL PEOPLE TO WHOM THESE PRESENTS SHALL COME, GREETING: KNOW YE, that LACAVA CONSTRUCTION COMPANY, a corporation organized and existing under the laws of the State of Connecticut, and having its principal office and place of business in the Town of Wethersfield, County of Hartford and State of Connecticut, acting herein by Joseph P. LaCava, its President, duly authorized, hereinafter referred to as the "Grantor" for the consideration of ONE DOLLAR ($1.00) and other valuable consideration, received to its full satisfaction of the TOWN OF SOUTH WINDSOR, a municipal corporation having its territorial limits within the County of Hartford and State of Connecticut, does give, grant, bargain, sell and confirm unto the said Town of South Windsor, its successors and assigns, the following described piece or parcel of land: Two certain pieces or parcels of land, being all of the roadways within a subdivision known as "FARM BROOK" and being situated on the westerly side of Felt Road, in the Town of South Windsor, County of Hartford and State of Connecticut, being more particularly shown as "Farm Brook Lane and Scott Drive" on a certain map or plan entitled: "Plot Plan Open Space Subdivision - AA-30 Zone Farm Brook Subdivision Prepared For The LaCava Construction Co. South Windsor, Conn. Reino E. Hyyppa & Associates Civil Engineers & Land Surveyors 124 Hebron Avenue Glastonbury, Conn. 06033 (203) 633-5218 Scale 1" = 40' Date 10-14-94 Rev. 12-5-94 Per Town Review & I.W.A./C.C. Approval Rev. 1-5-95 Per Town Engineer Review Rev. 5-1-95 Per P& Z Approval Map No. 181-85-1G Sheet 3 of 18 and Sheet 4 of 18" which map or plan is on file in the South Windsor Town Clerk's Office. Said premises are more particularly bounded and described on Schedule A attached hereto and made a part hereof. TO HAVE AND TO HOLD the above granted and bargained premises, with the appurtenances thereof, unto it the said Grantee, its successors and assigns forever, to its and their own proper use and behoof. And also it the said Grantor does for itself, its successors and assigns, covenant with the said Grantee, its successors and assigns, that at and until the ensealing of these presents, it is well seised of the premises, as a good indefeasible estate in Fee Simple; and has good right to bargain and sell the same in manner and form as is above written and that the same is free from all encumbrances whatsoever, except as hereinbefore mentioned. AND FURTHERMORE, it the said Grantor does by these presents bind itself and its successors and assigns forever to Warrant and Defend the above granted and bargained premises to it the said Grantee, its successors and assigns, against all claims and demands whatsoever, except as hereinbefore mentioned. CONVEYANCE TAX RECEIVED STATES LOCAL$ ,......._N0. X A--&4ejL —At9dLA<- TOWN CLERK OF SOUTH WINDSM VOL: 10 G PAGE 91 SCHEDULE A FARM BROOK LANE Beginning at a point which marks the intersection of the westerly street line of Felt Road and the arc of a curve to the left connecting the southerly street line of Farm Brook Lane with said westerly street line of Felt Road; thence continuing on a curve to the left having a radius of 25.00 feet, a distance of 39.27 feet to a point;thence continuing N 68' 09' 03" W, a distance of 256.13 feet to a point;thence continuing on an arc of a curve to the right having a radius of 300.00 feet, a distance of 122.03 feet to a point; thence continuing N 44' 50' 45" W, a distance of 421.51 feet to a point; thence proceeding on an are of a curve to the left,having a radius of 975.00 feet, a distance of 87.71 feet to a point; thence continuing N 50' 00' 00" W, a distance of 322.54 feet to a point; thence continuing on an arc of a curve to the left having a radius of 60.00 feet, a distance of 44.34 feet to a point; thence continuing on a curve to the right, having a radius of 55.00 feet, a total distance of a 254.08 feet to a point; thence continuing on a curve to the left, having a radius of 60.00 feet, a distance of 44.34 feet to a point,thence continuing S 50' 00' 00" E, a distance of 252.54 feet;thence continuing S 50' 00' 00" E, a distance of 70 feet to a point; thence continuing on an are of a curve having a radius of 1025.00 feet, a distance of 29.29 feet to a point; thence along the same course, a distance of 62.92 feet to a point;thence S 44' 50'45" E, a distance of 421.51 feet to a point;thence continuing on an arc of a curve to the left having a radius of 250.00 feet, a distance of 10 1.69 feet to a point; thence continuing S 68' 09' 03" E, a distance of 256.13 feet to a point; thence continuing on an arc of a curve to the left connecting Farm Brook and Felt Road,having a radius of 25.00 feet, a distance of 39.27 feet to a point;thence S 21° 50' 57" W, a distance of 100.00 feet to the point and place of beginning. SCOTT DRIVE Beginning at a point in the northerly street line of Farm Brook Lane, which point marks the intersection of Farm Brook Lane and the arc of a curve connecting the easterly street line of Scott Drive, thence continuing on an arc of a curve to the right having a radius of 25.00 feet, a distance of 38.56 feet to a point;thence continuing N 40' 00' 00" E 53.63 feet to a point;thence continuing on an are of a curve to the left having a radius of 275.00 feet, a distance of 148.99 feet to a point; thence N 08' 57' 30" E, a distance of 30.06 feet to a point; thence N 64' 15' 10" W, a distance of 52.23 feet to a point;thence S 08' 57' 30" W, a distance of 45.15 feet to a point; thence continuing on an arc of a curve to the right having a radius of 225.00 feet, a distance of 121.90 feet to a point; thence continuing S 40' 00' 00" W, a distance of 53.20 feet to a point; thence continuing on an arc of a curve to the right having a radius of 25.00 feet, a distance of 39.27 feet to a point, thence continuing S 50' 00' 00" E,a distance of 70.00 feet to a point;thence proceeding on an arc of a curve having a radius of 1025.00 feet, a distance of 29.29 feet to the point and place of beginning. 10 6 4 PAGE 92 IN WITNESS WHEREOF, LACAVA CONSTRUCTION COMPANY has hereunto set its hand and seal this 18th day of February , 1999. Signed, Sealed and Delivered LACAVA CONSTRUCTION COMPANY in the presence of: eter Ja Alter seph P. LaCava, Its President Duly Authorized Concetta M. Favuzza STATE OF CONNECTICUT ) SS. Glastonbury February 18, 1999 COUNTY OF HARTFORD ) On this the 18 day of February , 1999, before me, Peter Jay Alter, the undersigned officer, personally appeared Joseph P. LaCava, who acknowledged himself to be the President of LaCava Construction Company, a corporation, and that he as such President, being authorized so to do, executed the foregoing instrument for the purposes therein contained, by signing the name of the corporation by himself as President. �� �Pe r Jay t rR"1C IVED FOR RECORD �`'B 2 3 19991� mmissione f Superior Court j AM , RECORDED 1N,SOUTH WINDSOR r,CRUS VO-L J() ACE S C� T R TOWN CLERK 2 (IJ MEMORANDUM TO: Jerry C. Iazzetta,Town Engineer FROM: Tracy A. LaPiene, Project Engineer DATE: October 21, 1999 - RE: FARMBROOK SUBDIVISION BOND RELEASE On October 21, 1999 I made a site inspection of Farmbrook Subdivision for a bond reduction determination. The work remaining is as follows: ➢ Sidewalks • 2 broken sections of sidewalk across from 130 Felt Rd 24' north of 36"tree—to be replaced. • 2 broken sections of sidewalk across the street from property line between 130 & 150 Felt Rd—to be replaced. • 3 broken sections across from 150 Felt Rd—to be replaced All broken sections are marked with fluorescent red paint. Was there any agreement between LaCava and the Town regarding this existing sidewalk along Felt Rd? ➢ Numerous plantings around the detention areas need to be replaced. ➢ In addition I have left a message for Karl Reichle to check the condition of a 36"tree across the street from 130 Felt Rd prior to our recommending the release of the bond. ➢ Illegal dumping of grass clippings into detention basin directly behind#80 Farmbrook to be removed. tal GAENGINEERTroj.-P&Z Wetland Applications\Farmbrook\Farmbrookl02l299.doc owN s ` 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074 R•co �v AREA CODE 860 /644-2511 October 27, 1999 Mr. Joseph LaCava LaCava Construction Co. 185 Silas Deane Highway Wethersfield, CT 06109 Re: Farm Brook Subdivision Dear Mr. LaCava: An inspection of the Farm Brook Subdivision was made on October 21, 1999. The following items need to be addressed prior to the release of the maintenance bond: 1) Sidewalks a) Across from 130 Felt Road, 2 broken sections to be replaced. b) Across from 150 Felt Road, 3 broken sections to be replaced. c) Across from property line between 130 Felt Road and 150 Felt Road, 2 broken sections to be replaced. 2) A 36"tree across from 130 Felt Road needs to be removed. 3) Behind 80 Farm Brook grass clippings are in the detention basin and need to be removed. 4) Numerous plantings around the detention areas need to be replaced. Please advise when all of the above have been addressed. If you have any questions, please call me at 644-2511, extension 245. Very truly yours, qbw t' rr ta, P.E. JCl/sfg cc: Marcia A. Banach, Director of Planning Tracy A. LaPiene, Project Engineer File I C.S. \ \ \\ i Ii�f 15O \ x/575 157.4 t — - \� , C B. I �--- `\ � 1. \ � \\��• \ \\ \. /52.7 POOL / V ) GB. -- \ \ V \\ \ \r VA � rt • 1,30 /29.2 135r 126.6 x IV \.._... 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