Thompson Creek Flood Study Report - City of Peterborough

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Thompson Creek Detailed Flood Reduction Study City of Peterborough Table 4.5.2 Peak Flows for Thompson Creek for 6 Hour AES Return Period Storms Location Area (ha) Peak Runoff Rate (m 3 /s) 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year #1 (Thompson Dam) 0 0.100 0.100 0.100 0.100 0.100 0.100 #2 (Pond Outlet) 11.15 0.168 0.219 0.267 0.315 0.385 0.426 #3 (Proposed Crossing) 38.32 0.333 0.490 0.630 0.813 1.044 1.170 #4 (Armour Road) 48.72 0.430 0.657 0.831 1.055 1.365 1.526 #5 (Otonabee River) 66.32 0.620 0.954 1.227 1.517 1.917 2.156 Table 4.5.3 shows the peak flows at the same locations for the one hour AES storm . Table 4.5.3 Peak Flows for Thompson Creek for 1 Hour AES Return Period Storms Location Area (ha) Peak Runoff Rate (m 3 /s) 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year #1 (Thompson Dam) 0 0.100 0.100 0.100 0.100 0.100 0.100 #2 (Pond Outlet) 11.15 0.173 0.255 0.334 0.424 0.514 0.588 #3 (Proposed Crossing) 38.32 0.301 0.504 0.697 0.930 1.201 1.414 #4 (Armour Road) 48.72 0.363 0.633 0.915 1.194 1.547 1.824 #5 (Otonabee River) 66.32 0.699 1.137 1.530 1.973 2.372 2.721 As indicated by the tables, the one hour distribution generates the highest peak flow at all locations for all return periods. Hence these flows (as indicated in Table 4.5.3) were adopted as the “design flows” for the return period events for Thompson Creek. Detailed simulation outputs from Visual OTTHYMO are included in Appendix H. The calculated peak flows were input to the HEC-RAS model of Thompson Creek to calculate the corresponding water levels. Table 4.5.4 shows the water levels for the 1 in 100 year storm. Mapping of the corresponding flood line is described in Section 4.6.1. Water levels for the 1 in 2 year to 1 in 50 year storms (which are all less than those indicated in Table 4.5.4) are presented in Appendix I with the HEC-RAS outputs. 4.5.2.2 Volume Events for Flood Vulnerability Mapping Table 4.5.5 shows the calculated peak flows for Thompson Creek for future land use conditions (described in Section 4.4.1.1) for the six volume based events required by the Terms of Reference. Flows are indicated for the one hour AES storms at the locations on the creek indicated on Figure 4.4.2. The one hour storm was found to give the highest set of peak flows. A comparison between Tables 4.5.3 and 4.5.5 shows that the peak flows from this set of events exceed the 1 in 100 year peak flow for all storm with a volume of 60 mm or more and that the 120 mm storm generates peak flows 14-06605-01-W01 City of Peterborough 59
Thompson Creek Detailed Flood Reduction Study City of Peterborough which are almost three times the 1 in 100 year storm event. This is not surprising as the 1 in 100 year rainfall for a one hour duration is 56.25 mm. The final member of the specified event volume rainfall set was the 193 mm storm. This is the Regional Storm for the Peterborough area known as the Timmins Storm. It was simulated using the Visual OTTHYMO model for two future land use conditions: with the proposed Waverley Heights SWM facility in place and without the SWM facility in place. The latter represents the case which is used to define a regulatory flood line where storage must be ignored according to provincial flood plain policy. Table 4.5.4 Water Levels for Thompson Creek for 1 Hour AES 100 Year Storm Cross Section # Flow (m 3 /s) Channel Bottom Elev. (m) Water Surface Elev. (m) Water Depth (m) 1623.3 0.10 209.93 210.00 0.07 1601.3 0.10 209.85 209.93 0.08 1557.3 0.10 209.36 209.39 0.03 1433.3 0.10 208.50 208.57 0.07 1309.3 0.20 208.50 208.56 0.06 1185.3 0.39 208.50 208.53 0.03 1061.3 0.59 207.21 207.33 0.12 927.3 1.41 206.54 206.95 0.41 791.3 1.41 205.97 206.29 0.32 588.3 1.82 205.23 205.98 0.75 579.3 1.82 205.08 205.99 0.91 577.3 1.82 205.08 205.89 0.81 Bridge S-3015 526.0 1.82 204.93 205.82 0.89 518.0 1.82 204.91 205.83 0.92 412.0 1.82 204.87 205.48 0.61 355.0 1.82 204.47 205.17 0.70 283.0 1.82 204.41 205.14 0.73 273.0 1.82 204.30 205.13 0.83 270.0 1.82 204.30 205.09 0.79 Bridge S-3010 260.0 1.82 204.30 205.03 0.73 248.0 1.82 204.28 205.06 0.78 239.0 1.82 204.28 205.05 0.77 199.0 1.82 204.27 205.04 0.77 196.0 1.82 204.27 204.83 0.56 Bridge S-3005 186.0 1.82 204.15 204.79 0.64 170.0 1.82 204.13 204.79 0.66 113.0 1.82 203.95 204.77 0.82 20.0 1.82 203.82 204.77 0.95 17.0 1.82 203.81 204.69 0.88 Bridge S-3000 9.0 1.82 203.66 204.20 0.54 0.0 2.72 203.48 203.88 0.40 14-06605-01-W01 City of Peterborough 60
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THOMPSON CREEK DETAILED FLOOD REDUC
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Thompson Creek Detailed Flood Reduc
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AES Type 2 Duration = 6 hrs Return
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AES Type 2 Duration = 1 Duration Vo
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480 0.00 490 0.03 500 0.26 510 0.54
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1500 2.97 1510 2.43 1520 2.25 1530
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LEGEND EXISTING CATCHBASIN LOCATION
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Thompson Creek Flood Study Report - City of Peterborough

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