DRAINAGE REPORT. Ministry of Transportation and Infrastructure. Highway 7 Four Laning Silverdale Avenue to Nelson Street 100% Detailed Design

DRAINAGE REPORT Ministry of Transportation and Infrastructure Highway 7 Four Laning Silverdale Avenue to Nelson Street 100% Detailed Design December 14, 2017 Reviewed by: Amanda Rust, P. Eng. Senior Drainage Engineer Prepared by: Jennifer Paverd, EIT Drainage Engineer

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET TABLE OF CONTENTS 1 INTRODUCTION... 3 2 EXISTING DRAINAGE AND SITE CHARACTERISTICS... 4 2.1 Drainage Catchment Area... 4 2.2 Existing Highway Ditches and Culvert Network... 4 2.3 Chester Creek Pump Station... 5 3 BACKGROUND STUDIES... 7 3.1 Environmental Considerations... 7 3.2 Fraser River Outfall Conditions... 7 4 DESIGN CRITERIA... 8 4.1 Design References... 8 4.2 Design Return Period... 8 4.3 Culvert Design Life... 8 4.4 Climate... 8 5 HYDROLOGIC AND HYDRAULIC DRAINAGE MODEL... 10 5.1 Drainage Model Inputs... 10 5.2 Drainage Scenarios... 11 5.3 Modelling Results... 12 6 DRAINAGE DESIGN... 14 6.1 Culvert Design... 14 6.2 Catch Basins and Spillways... 16 6.3 Driveway Culverts... 16 7 CONCLUSIONS AND RECOMMENDATIONS... 17 8 CLOSING... 18 TABLES Table 4-1: Precipitation Amounts for Design Return Periods... 9 Table 5-1: Curve Numbers and Soil Groups... 11 Table 5-2: Comparison of Q100 Design Flow and Culvert Capacity for Options 1-3... 12 Table 6-1: Comparison of 200-year daily flows with 100-year instantaneous flows... 15 i

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET FIGURES Figure 1-1: Project Location Source: Google Maps... 1 REFERENCES Golder Associates. (2017). Hydraulic Impact Assessment Technical Memorandum. Binnie. (2013). Highway 7 Silverdale to Chester Creek Drainage Review Draft Memorandum. Hirod Gill, District of Mission. (2012). Summary of available Chester Creek Pump Station Information Memorandum. ENKON. (2013). 50% Detailed Design Environmental Impact Assessment and Preliminary Compensation Requirements. Golder Associates. (2017). Highway 7 widening Project: Silverdale Avenue to Nelson Street, Mission, BC Environmental Impact Assessment. ISL Engineering and Land Services. 100% Preliminary Design Report. District of Mission. (2012). Fraser River Flood Preparedness and Responses Plan. Transportation Association of Canada. (2001). Guide to Bridge Hydraulics Second Edition. Urban Systems. (2008)/ Silverdale Urban Residential Area Neighbourhood One Final Report. Government of Canada. Canadian Climate Normals 1981-2010 Precipitation Data. (Accessed on: July 14, 2017) Retrieved from: http://climate.weather.gc.ca/climate_normals/index_e.html Northwest Hydraulic Consultants. (2008). BC Ministry of Environment, Fraser River Hydraulic model update final report. Ministry of Forests, Lands and Natural Resource Operations. Freshet Information. (Accessed on: July 24, 2017). Retrieved from: http://bcrfc.env.gov.bc.ca/ Western University. Mission West Abbey IDF curves. (Accessed on: June 29, 2017). Retrieved from: http://www.idf-cc-uwo.ca/ APPENDICES Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Catchment Areas District of Mission IDF Curve Model Inputs Model Results Review of Q200 Design Flows Average Two-Year Design Velocities ii

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 1 INTRODUCTION R.F. Binnie & Associates Ltd. (Binnie) was requested by Ministry of Transportation and Infrastructure (MoTI) to carry out a 100% detailed design for widening a 3.13-km section of Highway 7 from Silverdale Avenue (Sta. 101+76) to Nelson Street (Sta. 136+95) to four lanes. The project includes drainage design to upgrade the culverts crossing the highway to handle the peak flow for a Q100 event. The extent of the project is from Silverdale Avenue to Nelson Street as shown in Figure 1-1 below. N Project Area Figure 1-1: Project Location - Source: Google Maps The purpose of this report is to review the existing drainage patterns, determine catchment areas, calculate design flows, and document the detailed drainage design for the highway upgrade. The drainage design conforms to the BC Supplement to TAC Geometric Design Guide Section 1000. 3

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 2 EXISTING DRAINAGE AND SITE CHARACTERISTICS 2.1 Drainage Catchment Area The project is located within an area of Highway 7 with primarily forested land in the upper reaches of the catchment transitioning to open pasture and grasslands towards the Fraser River. Drainage basins for the catchment were identified using the District of Mission GIS, a contour map generated by LiDAR survey (provided by McElhanney), and available ground survey data adjacent to the highway (provided by Binnie). The drainage areas are shown in Appendix A, Figure 1. The typical drainage pattern for the total watershed area is from north to south, from a maximum elevation of 330 m to low lying ground discharging into the Fraser River. The Chester Creek drainage area (Catchment A) drains along the existing highway alignment toward the west, to an existing pump station with a total catchment area of 504 ha. There is an additional 136 ha (Catchment C) that drains into the Fraser River near Silverdale Avenue. Catchment B (63 ha) lies between these catchments and discharges into the bottom reach of Chester Creek via culverts at Sta. 107+00 and Sta. 110+49.5 before flowing towards the Fraser River. The south drainage boundary is marked by the existing Canadian Pacific Railway located to the south of Highway 7. The railway acts as a dike for the drainage. There is agricultural land south of the railway track that is protected from the Fraser River water levels by the Silverdale Dike. The Chester Creek drainage area naturally discharges into the Fraser River, except when the gates at the Chester Creek Pump Station are manually closed by the District of Mission, and the pump is operational. Typically, this occurs during spring freshet (May to July) or other Fraser River high water events. The pump operating levels are between elevations of 3.2 m to 3.5 m, with a maximum discharge of 1m 3 /s (Golder, 2017). 2.2 Existing Highway Ditches and Culvert Network Chester Creek converges into the northern highway ditch/creek at Sta. 127+80 and runs toward the west, collecting runoff and flow from several small tributaries. A backwater channel runs from Sta. 127+80 to Nelson Street along the northern boundary of the highway. The existing 450mm diameter culvert at Sta. 700+73.7 conveys flows from catchment A0 towards the backwater channel along the northern boundary of Highway 7. It is proposed to upgrade this culvert to a 750mm diameter pipe. At Sta. 124+06.2 an existing pipe arch farm access underpass runs beneath Highway 7. This acts as an overland flow path during peak flow events. It conveys excess flow into the southern highway ditch (Sta. 124+06.2), which also flows towards the west. It is proposed to replace this farm access underpass with a 1500-mm diameter culvert. There is an additional farm access underpass under the railway at approximately Sta. 124+05 which will convey peak flows towards the south. This overland flow path directs flows to the agricultural land located immediately south of the railway. 4

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET The main Chester Creek channel flows west past the farm access underpasses along the northern edge of the highway. An existing 1500mm diameter pipe is located beneath Chester Street to convey flows in the northern highway ditch/ creek (catchments A0 to A1-8) towards the west. Approximately 420 m west of Chester Street (Sta. 114+20), an existing 1500-mm diameter cross culvert conveys Chester Creek and an additional tributary (catchments A0 to A1-9) across the highway to the southern highway ditch/creek. From there, it continues to flow toward the pump station located at Sta. 110+90. It is proposed that the existing culvert is upgraded to a 2400-mm diameter steel pipe, utilizing trenchless technology. Discharge from catchment A1-10 flows through an existing cross culvert at Sta. 111+10 (470-mm diameter). It is proposed to upgrade this to a 1200 mm cross culvert at Sta. 111+17, utilizing trenchless technology. To the west of the pump station all runoff from Catchment B is conveyed along the north and south ditches/creek and across the highway at existing culverts (Sta. 110+45 500-mm diameter, Sta. 107+40 750-mm diameter and Sta. 107+90 600-mm diameter) into Chester Creek downstream of the pump station. It is proposed to replace these culverts with a 900-mm diameter culvert at Sta. 110+49.5, a 900-mm diameter culvert at Sta. 107+40 and a 750-mm diameter culvert at Sta. 108+16. It is also proposed to have an additional 600-mm diameter cross culvert at Sta. 104+40. Runoff from Catchment C flows via an unnamed stream into the northern highway ditch before crossing the highway in an existing 900 mm culvert at Sta. 101+35 and an existing 900 mm culvert at Sta. 101+95. From here the two culverts discharge into Jameson Creek and flow toward the west before discharging into the Fraser River. No work is proposed for these culverts as part of this project. The drainage channels along the highway, both north and south are very flat with localized low spots with ponding and wetland areas. One larger wetland area is in the southern highway ditch starting near the farm underpass at Sta. 124+06.2 and ending at Sta. 129+00. 2.3 Chester Creek Pump Station A summary report provided by Hirod Gill in 2012 outlines the available information on the Chester Creek pump station. The pump station is located adjacent to the highway at approximately Sta. 110+90 and has a current pumping capacity of 1.0m 3 /s which is supplemented by a 2m 2 flood gate. The pump station provides flood protection to approximately 60 ha of agricultural land upstream. The pump station flood gate is manually operated during freshet events and other high flow events in the Fraser River. It is generally operated in May and June. The District of Mission Public Works department confirmed that the gate is closed only during freshet in the Fraser River. The pump operates automatically during high flow events, turning on once the water level elevations reaches 3.5 m and turning off once the water elevation drops to 3.2 m. At the time of writing this report, it is understood that the District of Mission is in the process of commissioning an upgrade of the Chester Creek pump station. The timing of the upgrade work is currently unknown due to the potential future development of land in the upper catchments of Chester Creek. For this design and report it has been assumed that the pump station has not been upgraded, 5

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET and no development of the land has been undertaken. It is recommended that the pump station be upgraded prior to future development to limit the potential of damage to upstream properties caused by flooding. In addition to upgrading the pump station, it is recommended that the operating periods and levels are reviewed to provide adequate drainage for Chester Creek and the adjacent highway ditches during large rainfall events. Sedimentation problems are known to occur along Chester Creek, with sediment and gravel accumulating at the pump station intake as well as downstream of the pump station. Ongoing maintenance work will likely be required along the highway ditches and around the pump station intake to ensure that the channels can convey the full design flow and allow the pump station to operate to its full capacity. No further work has been done regarding the Chester Creek pump station for this report and drainage design. 6

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 3 BACKGROUND STUDIES 3.1 Environmental Considerations Environmental assessments were done previously by ENKON Environmental Ltd. (ENKON) in 2013, with a recent update in 2017 by Golder Associates Ltd. (Golder). Both reports note that fish access is impeded by the closure of the pump station flood gate. Proposed modifications to Chester Creek and the highway ditches are within a riparian and in-stream fish habitat. The Golder report highlights mitigation measures for the proposed design. 3.2 Fraser River Outfall Conditions The BC Ministry of Environment Fraser River Hydraulic Model Update Final Report by Northwest Hydraulic Consultants in March 2008, has calculated the 200-year Fraser River elevation to be 8.48 m at Silverdale Creek. The Mission flood plan mapping (2007) includes a 0.6 m freeboard which increases flood protection level to 9.5 m for the 200-year event. Historic events suggest a maximum water level of 7.6 m above sea level at the Mission station. Peak water levels in the Fraser River are associated with spring freshet. The Chester Creek pump station is operated during the Fraser River freshet and restricts the outfall flow to the Fraser River. The Fraser River water level in Mission is typically lower in the fall and winter months, so the flood gate is left open. The drainage design model analysis has assessed the hydraulic conditions of the culverts during a Q100 event under free outfall conditions with both the pump station gate open as well as the surcharge hydraulic conditions in the ditch/channel during operation of the Chester Creek pump station. It was assumed that free normal conditions correlate to an outfall water elevation of 3.2 m. This outfall elevation has been based on an Urban Systems report highlighting a gravel deposit build up downstream of the pump station creating a surcharge depth 0.8 m above the base of the flood gate invert at 2.4 m elevation. 7

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 4 DESIGN CRITERIA 4.1 Design References The following regulations were used to develop design criteria for the project: Ministry of Transportation and Infrastructure Supplement to TAC Geometric Design Guide Water Sustainability Act (WSA) Ministry of Transportation and Infrastructure Technical Circular T15-06 Climate Change and Extreme Weather Event Preparedness and Resilience in Engineering Infrastructure Design District of Mission Development and Subdivision Control Bylaw 5650-2017 The following guidance documents were also referenced to develop the drainage design: TAC Guide to Bridge Hydraulics Second Edition Guidelines Department of Fisheries and Oceans Land Development Guidelines Section 6 Fish Passage and Culverts 4.2 Design Return Period The culverts have been designed to pass the peak instantaneous design flows for the 100-year rainfall event, as per TAC Table 1010.A for culverts with a span under 3m within arterial roads and freeways. The culverts have also been assessed as per the WSA regulations. The culvert capacity is to be designed to the equivalent of the hydraulic capacity of the stream channel, or capable of passing the one in 200- year maximum daily flow without the water level at the culvert inlet exceeding the top of the culvert. In addition, the proposed culverts have also been designed as per the Land Development Guidelines for Fish Passage for Adult Fish. It requires fish bearing culverts to be sized to ensure the maximum guidance velocities are not exceeded for more than three consecutive days in an average year. 4.3 Culvert Design Life The project is located within a stretch of Highway 7 that sees high traffic volumes and therefore the culverts within the project are to be designed for a design life of 75 years. Existing water quality data from the site has been used to confirm corrugated steel pipe (CSP) culvert durability with aluminized coating or increased wall thicknesses are suitable for a design life of 75 years. Alternative culvert materials such as high-density polyethylene (HPDE) are also suitable for a design life of 75 years. 4.4 Climate A review of the average monthly rainfall data from the Canadian Climate Normals Station Data suggest maximum precipitation events typically occur during the fall and winter months of October to January. For the drainage design two scenarios have been assessed; the Q100 peak rainfall occurring outside of freshet and the Q100 peak rainfall occurring during freshet. The rainfall data used for this project is from the Mission West Abbey Station, ID: 1105192 as analyzed by the District of Mission (attached in Appendix B). 8

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 4.4.1 Climate Change Assessment The technical circular release by MoTI on June 22, 2015 details climate change and extreme weather preparedness. The document states that all MoTI projects must consider climate change when considering weather projections. Climate change projections have been assessed through to 2100. To determine the projected climate change for the project, the District of Mission IDF Curve has been assessed in conjunction with climate change. A predicted increase in rainfall for the 100-year, 24-hour storm event is from 127.6 mm to 158.2 mm, which is equivalent to a 24% increase in rainfall as determined by comparing with a Representative Concentration Pathway (RCP) 8.5 assessment using the IDF tools. RCP 8.5 is the worst-case scenario used for climate change assessment in BC. For the proposed design it has been assumed that majority of the culverts will need to be upsized to allow for increased runoff from climate change. All design flows were determined based on an average 24% increase in rainfall patterns to account for climate change. 4.4.2 Design Precipitation Climate change projections are included in the rainfall data projections. The design flows including climate change are shown below in Table 4-1. Table 4-1: Total Precipitation Amounts for Design Return Periods Including Climate Change Return Period Rainfall Duration 2-year 100-year 200-year 5 min 4.84 mm 9.92 mm 11.16 mm 1 hour 17.98 mm 34.35 mm 36.95 mm 24 hours 96.06 mm 158.22 mm 165.54 mm 9

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 5 HYDROLOGIC AND HYDRAULIC DRAINAGE MODEL The hydrology and highway culvert hydraulics were calculated using the Autodesk Storm and Sanitary Analysis 2012 (SSA) tool, which follows the SCS TR-55 analysis for storage and hydrodynamic flow to model backflow conditions. Detailed SSA model input and results are included in Appendices C and D. 5.1 Drainage Model Inputs Below is a summary of model assumptions and input data for the proposed design including climate change: The SCS TR-55 method will be used to calculate peak runoff. A manning s roughness coefficient of 0.05 has been assumed for all open channels. A manning s roughness coefficient of 0.015 has been assumed for all HDPE and steel pipes and 0.024 assumed for all CSP pipes. Entrance and exit losses of have been assumed for all culverts based on the inlet and outlet structures. Rainfall intensity will be obtained from the Mission West Abbey (1963 to 2010) IDF Curve, as prepared by the District of Mission. The intensity includes a 24% climate change factor as predicted to 2100 for the design event. The SCS TR-55 method was used to determine the time of concentration. The hydraulic analysis has allowed overflow at high water events to flow through the farm underpasses, and outfall south of the railway, as per existing drainage conditions. The pump station was set to operate from an initial water level elevation of 3.5 m, until the water level drops to 3.2 m depth, with a maximum capacity of 1m 3 /s. Available ponding has been allowed at each node in the model to represent the flow remaining in the system and draining when there is available space in the system. All culvert lengths and locations are based on the proposed new locations. For the purpose of analyzing the major event, Q100, it is assumed there is little retentive benefit from the low ponding wetland areas in the north and south highway ditches, as they are assumed to already be filled with water during the Q100 event. All new culverts 900 mm and less are assumed to be HDPE. The culverts at Sta. 111+17 and Sta. 114+20 are steel pipes. The L300 cross culvert and the culvert at Sta. 124+06.2 are to be CSP. All new culverts less than 900-mm diameter are designed with no headwalls. Existing box or arch culverts have been modelled as such. The ditch/channel conduits were generally assumed to be trapezoidal, with the width and bottom of channel based on the average design widths and depths. Any narrow and deeper sections of the channel which are lower than the average ditch depths have not been included in the design model. 10

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET The elevation inverts on the base model are based on the available survey information at the time of this report. Where survey data was unavailable, the channel dimensions were assumed based on LiDAR. Proposed culvert along the L700 line has not been included in the model as only a small proportion of flow from Catchment A0 will pass through the flow. The design flow has been calculated using the SCS TR55 method in a separate calculation. Curve numbers vary depending on the soil groups and the ground coverage. A review of the available aerial images has been used to assess the curve numbers. Refer to Table 5-1 below for a summary of the factors. Table 5-1: Curve Numbers and Soil Groups Land Coverage Soil Group CN Number Good wood coverage B 55 Good wood coverage B/C 63 Good wood coverage C n/a Good pasture or grassland B 61 Good pasture or grassland C 74 Fair pasture or grassland C 79 Fair pasture or grassland C/D 82 >75% grass cover, golf course B 61 2-acre lots, 12% impervious B 65 2-acre lots, 12% impervious C 77 1-acre lots, 20% impervious B 68 ¼ acre lots, 38% impervious B 75 Paved parking and roofs C 98 5.2 Drainage Scenarios Two variations of the model have been run. The culvert sizes in the models have been designed to facilitate the hydraulics and maintain a maximum/total depth ratio less than one, where possible (i.e. water level less than the height of the culvert). A summary of the scenarios is outlined below: Scenario 1: Base model with climate change, assuming the pump station is under operating conditions, with a maximum capacity of 1 m 3. Scenario 2: The Chester Creek pump station gate is fully open allowing discharge into the Fraser River, via a 2 m 2 flood gate. Note: The water level elevation in the Fraser River Outfall is set to 3.2 m for all the above design events. The model used hydrodynamic flow routing, which allows for backwater and storage. During peak flow events the pump house located near the outlet of Chester Creek to the Fraser River restricts flow and causes water to back up through the highway ditches and culverts. The maximum HW/D at some of the 11

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET culverts is a function of result of this backwater as opposed to the peak runoff flow from the associated catchment area. All peak flow results are based on this rainfall data with a 24% increase to account for climate change, and are based on assumptions and model rationale identified above, along with their implied published limitations. 5.3 Modeling Results The proposed culverts have been designed to pass the peak instantaneous design flows for the 100- year rainfall event with a HW/D less than one. As seen in the table below, the Chester Street culvert does not meet this criterion, however upgrading this culvert is outside the scope of work for this project and therefore the culvert has not been resized. The culvert design information is summarized in Table 5-2 below, for the Q100 design event. The model results are included in Appendix D. Table 5-2: Comparison of Q100 Design Flow and Culvert Capacity for Scenarios 1 and 2 Option 1 Option 2 Pipe Q100 Capacity HW/ Pipe Q100 Capacity HW/ Culvert ID Dia (m) (m 3 /s) (m 3 /s) D Dia (m) (m 3 /s) (m 3 /s) D Chester Street Culvert 1.5 3.17 1.21 1.07 1.5 3.21 1.21 0.78 Cross Culvert @ Sta104+40 0.9 0.26 1.01 0.57 0.9 0.26 1.01 0.57 Cross culvert @Sta107+40 0.9 0.62 1.84 0.51 0.9 0.62 1.84 0.51 Cross culvert @Sta108+16 0.75 0.46 1.33 0.70 0.75 0.46 1.33 0.70 Cross culvert @Sta110+49.5 0.9 0.37 6.35 0.30 0.9 0.37 6.35 0.30 Cross culvert @Sta111+17 1.2 0.33 3.83 >1 1.2 0.33 3.83 0.70 Cross culvert @Sta114+20 2.4 3.38 18.69 1.22 2.44 3.63 18.69 0.94 Culvert Sta106+60 to Sta107+30 0.9 0.62 0.69 0.95 0.9 0.62 0.69 0.95 FarmUnderPass@Sta124+06.2 1.5 2.69 1.39 0.82 1.2 2.51 1.39 0.56 Pr. culvert @L200 Sta. 200+21.2 0.6 0.36 0.50 0.66 0.6 0.36 0.50 0.66 Pr. culvert @L300 Sta. 300+22 2.0 1.88 4.12 1.60 2.0 1.44 4.12 1.24 Pump Station Gate n/a n/a n/a n/a 1x2 4.28 3.09 0.96 Cross culvert @ L700 Sta. 700+73.7 0.75 0.65 1.40 0.85 0.75 0.65 1.40 0.85 The results indicate that the major difference between scenarios 1 and 2 is the depth of water throughout the channels and culverts. During scenario 2, only the L300 culvert is surcharged and the flow through the railway underpass is significantly reduced from 3.8m 3 /s to 0.6m 3 /s. Scenario 1 has been run with an increased pump capacity to reduce the culvert surcharging in all culverts except for the L300 culvert. To meet this requirement the pump station capacity would need to be increased to at least 4 m 3 /s. 12

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET The agricultural land located to the north of the highway is located significantly lower than the CPR Rail line and the highway, with the majority of the land located between elevations of 4-5 m with some areas lower than 4 m in elevation. In the worst-case scenario (scenario 1) there is potential flooding along the northern channel from approximately Sta. 114+20 to Sta. 128+00. It is likely that the flooding depth could be decreased by removing/replacing the existing Chester Street culvert, implementing a storage pond with an increased invert depth at the existing Chester Street and Highway 7 intersection and increasing the capacity of the Chester Creek pump. 13

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 6 DRAINAGE DESIGN 6.1 Culvert Design The proposed culverts at Sta. 114+20 and Sta. 111+17 do not meet the HW/D less than one criteria during a 100-year rainfall intensity when the flood gate is closed, but do meet the criteria when the flood gate is open. The capacity of these pipes can pass the 200-year daily flow from the upstream channel without the water level at the culvert inlet exceeding the top of the culvert or over topping the road when the flood gate is closed as per the WSA. Based on this, it is considered a suitable size with the limiting factor within the overall network being the capacity of the pump as well as the elevations of the surrounding land north of the upstream channel. The proposed culvert at Sta. 300+ 22 does not meet the HW/D criteria during scenarios 1 and 2. However, it can pass the 200-year daily flows. This culvert does not convey large flows from upstream but rather enables the culvert and ditches to act as a storage system to contain the flow that ponds because of the pump station operation. 6.1.1 Culvert Fish Passage Design The roadside ditches and channels along the project are considered to be fish bearing, and have been designed to the Water Sustainability Regulations. Under the WSA Regulations, the culvert capacity is to be designed to the equivalent of the hydraulic capacity of the stream channel, or is to be capable of passing the one in 200-year maximum daily flow without the water level at the culvert inlet exceeding the top of the culvert. The model was run using the 200-year rainfall intensity of 165.54 mm with a SCS Type 1A-24hour storm distribution. A peaking ration of two (based on the TAC Guide to Bridge Hydraulics Second Edition Guidelines) was used to estimate maximum daily flows from the modelled peak flows. Table 6-1 below, indicates that the maximum daily flow for the 200-year event is less than the 100-year peak instantaneous design flows for which the culverts have been designed. Therefore, the culverts are deemed to be adequately sized. Appendix D shows that the culverts that do not meet the HW/D less than one criteria for the 100- year event can pass the maximum daily flow for the 200-year event without surcharge. 14

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET Table 6-1: Comparison of 200-year Daily Flows with 100-year Instantaneous Flows Option 1 Option 2 Q100 Q200 Q100 Q200 Culvert ID (m 3 /s) (m 3 /s) (m 3 /s) (m 3 /s) Chester Street culvert 3.17 1.64 3.21 1.64 Cross culvert @ Sta104+40 0.26 0.14 0.26 0.14 Cross culvert @Sta107+40 0.62 0.35 0.62 0.35 Cross culvert @Sta108+16 0.46 0.26 0.46 0.26 Cross culvert @Sta110+49.5 0.37 0.21 0.37 0.21 Cross culvert @Sta111+17 0.33 0.19 0.33 0.19 Cross culvert @Sta114+20 3.38 1.89 3.63 1.89 Culvert Sta106+60 to Sta107+30 0.62 0.35 0.62 0.35 FarmUnderPass@Sta124+05 2.69 1.25 2.51 1.29 Pr. culvert @L200 0.36 0.19 0.36 0.19 Pr. culvert @L300 Sta. 300+22 1.88 0.75 1.44 0.73 Pump station gate n/a n/a 4.28 2.18 Cross culvert @ L700 Sta. 700+73.7 0.65 0.33 0.65 0.33 Land Development Guidelines for Fish Passage for Adult Fish was consulted for additional fish passage design guidelines. The guidelines state that the velocity through fish bearing culverts cannot exceed 1.2 m/s for culverts less than 24.4 m and 0.9m/s for culverts greater than 24.4 m in length for more than three consecutive days in an average year. To check that these criteria are met, the model was analyzed for a two-year rainfall event. The average velocity over a three-day period was then assessed. Appendix E shows the average velocities for each of the culverts during scenario 1. The guidelines also recommend maximum lengths for fish passage culverts. The proposed culvert crossing the L300 line (Sta. 300+22) exceeds the recommended maximum culvert length for fish passage due to construction access constraints alongside the Canadian Pacific Railway corridor. It is expected that this culvert will be subject to approval by the Department of Fisheries and Oceans, and the Ministry of Forests, Lands and Natural Resource Operations as part of the overall project review. The large fish bearing culverts at Sta. 114+20 and Sta. 300+22 have been designed with slopes less than 1% to prevent large velocities through the culverts and to allow sedimentation build up along the base of the culverts with time. 15

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 6.2 Catch Basins and Spillways The project requires spillways and/or catch basins to manage pavement drainage for the project. The location and quantity of spillways/catch basins was determined in accordance with the BC MoTI Supplement to TAC. From Sta. 108+30 onwards, slotted concrete barriers have been installed to manage pavement drainage. However, due to the flat grade within this area of the project it is recommended that larger barrier openings are utilized every 50 m to allow for extra drainage capabilities if the slotted barriers become blocked. 6.3 Driveway Culverts The project requires one additional culvert to convey runoff under the L500 driveway located to the north of the project. This driveway culvert is designed to convey the peak 25-year return flow while maintaining a maximum HW/D of 1.0. 16

MINISTRY OF TRANSPORTATION AND INFRASTRUCTURE DRAINAGE REPORT HIGHWAY 7 FOUR LANING SILVERDALE AVENUE TO NELSON STREET 7 CONCLUSIONS AND RECOMMENDATIONS Binnie is providing the Ministry of Transportation and Infrastructure with a 100% detail design for widening a 3.13 km section of Highway from Silverdale Avenue to Nelson into four lanes. This includes drainage design to upgrade the culverts crossing the highway. The report assumes that all Q100 peak flows are conveyed in the upstream catchment area without impediment, and therefore a hydraulic assessment of the upstream pipes, culverts, ditches, or creek channels has not been carried out. It is assumed that if the catchment lands are developed they will limit the runoff to pre-development levels for the peak Q100. The peak Q100 runoff values in this report assume an increase in rainfall due to climate change. This report is for the hydrology calculations and the hydraulic conditions of the culverts crossing the highway during Q100 events, for two different scenarios: (1) pump station operating at maximum capacity, (2) the gates open at the pump station allowing free outfall conditions to the Fraser River. The existing pump station restricts the drainage through Chester Creek causing back water effects and surcharging of the culverts and ditches upstream, and flooding of the adjacent agricultural land. For any future development in the area Binnie recommends that: The pump station capacity is upgraded to minimize backwater flooding effects and associated flooding of adjacent agricultural land. If the Chester Street culvert is to be removed, it should be replaced with suitable storage retention for high flow events, and to increase available riparian zones around the project. Maintenance work is routinely carried out along the channels and around the pump station intake to ensure that the existing pump can operate to its full capacity. 17

APPENDIX A CATCHMENT AREAS

APPENDIX B DISTRICT OF MISSION IDF CURVE

APPENDIX C MODEL INPUTS

Autodesk Storm and Sanitary Analysis 2015 - Version 9.1.140 (Build 1) ----------------- ******************* Project Description ******************* File Name... 16-0590- Option 1 _ Pump Station Operating _FINAL.SPF Description... P:\2016\16-0590\05 - Design\Drainage\Drainage Study\16-0590 Design Base (for drainage figures).dwg **************** Analysis Options **************** Flow Units... cms Subbasin Hydrograph Method. SCS TR-55 Time of Concentration... SCS TR-55 Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... AUG-16-2017 00:00:00 Ending Date... AUG-17-2017 00:00:00 Report Time Step... 00:05:00 ************* Element Count ************* Number of rain gages... 1 Number of subbasins... 27 Number of nodes... 51 Number of links... 50 **************** Subbasin Summary **************** Subbasin Total Area ID hectares ------ {Ditch}.A0 48.69 {Ditch}.A1-1 163.05 {Ditch}.A1-10a 1.01

{Ditch}.A1-2 74.12 {Ditch}.A1-3 24.13 {Ditch}.A1-4 20.66 {Ditch}.A1-5 50.16 {Ditch}.A1-6 19.23 {Ditch}.A1-7 2.99 {Ditch}.A1-7a 3.02 {Ditch}.A1-8 34.43 {Ditch}.A1-8a 1.71 {Ditch}.A1-9 37.12 {Ditch}.A1-9a 1.08 {Ditch}.A5-2 7.00 {Ditch}.B1-1 19.00 {Ditch}.B1-1a 0.63 {Ditch}.B1-2 15.14 {Ditch}.B1-2b 1.11 {Ditch}.B1-3 18.25 {Ditch}.B1-3a 0.30 {Ditch}.B1-4 3.85 {Ditch}.B2 5.40 {Ditch}.C1-1 135.79 {Ditch}.Ca 0.39 A1-10 8.63 Sub-01 7.00 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow m m m² ------ 1 JUNCTION 24.50 25.39 50.000 2 JUNCTION 22.65 23.81 50.000 3 JUNCTION 21.84 23.04 50.000 4 JUNCTION 19.15 20.65 50.000 5 JUNCTION 18.07 18.97 50.000 6 JUNCTION 16.41 18.00 50.000 7 JUNCTION 16.11 17.27 50.000 8 JUNCTION 13.70 15.60 50.000 9 JUNCTION 6.30 7.30 50.000 10 JUNCTION 6.13 7.13 50.000 11 JUNCTION 8.00 10.75 50.000

12 JUNCTION 6.80 10.03 50.000 13 JUNCTION 6.66 7.86 50.000 14 JUNCTION 6.18 7.18 50.000 15 JUNCTION 4.51 5.52 50.000 16 JUNCTION 6.42 8.80 50.000 17 JUNCTION 5.83 7.09 50.000 18 JUNCTION 5.98 7.50 50.000 19 JUNCTION 5.00 6.00 50.000 20 JUNCTION 2.40 5.10 50.000 21 JUNCTION 4.54 5.54 50.000 22 JUNCTION 3.50 5.20 50.000 30a JUNCTION 3.85 7.31 50.000 32 JUNCTION 12.27 13.27 50.000 33 JUNCTION 19.98 20.98 50.000 34 JUNCTION 40.00 41.20 50.000 35 JUNCTION 3.80 6.30 50.000 6a JUNCTION 15.65 21.65 50.000 Jun-57 JUNCTION 2.99 6.00 50.000 Jun-60 JUNCTION 2.40 8.63 50.000 Jun-61 JUNCTION 3.91 6.76 50.000 Sta.111+00 JUNCTION 2.64 5.64 50.000 Sta.114+40 JUNCTION 1.66 5.26 50.000 Sta.114+40North JUNCTION 2.00 5.30 50.000 Sta.117+90 JUNCTION 3.49 6.49 50.000 Sta.118+00 JUNCTION 1.50 5.20 50.000 Sta.118+05 JUNCTION 3.50 5.00 50.000 Sta.118+40 JUNCTION 3.49 4.69 50.000 Sta.118+80 JUNCTION 1.70 5.20 50.000 Sta.124+00 JUNCTION 2.99 5.99 50.000 Sta.124+00North JUNCTION 3.46 4.71 50.000 Sta.124+05 JUNCTION 3.10 5.95 50.000 Sta.124+05North JUNCTION 3.45 4.70 50.000 Sta.127+80 JUNCTION 4.21 5.21 50.000 Sta.128+20 JUNCTION 1.91 4.20 50.000 Sta.132+40 JUNCTION 4.17 5.17 50.000 Sta.132+40North JUNCTION 4.20 5.20 50.000 FarmUnderpassOutfallOUTFALL 2.83 5.68 0.000 OutfallSTA107 OUTFALL 2.47 3.47 0.000 Out-Sta101 OUTFALL 15.24 16.35 0.000 PumpStationOutfall OUTFALL 2.00 4.50 0.000 ************ Link Summary

************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness -------------------- Chester Creek Tributary34 33 CHANNEL 243.8 8.2123 0.0500 Chester Creek US of Highway32 Sta.127+80 CHANNEL 475.2 1.6969 0.0500 Chester Street CulvertSta.118+05 Sta.117+90 CONDUIT 20.0 0.0500 0.0170 Cross culvert @ Sta101+352 5 CONDUIT 34.3 13.3450 0.0240 Cross Culvert @ Sta104+407 8 CONDUIT 31.0 3.5806 0.0150 Cross culvert @Sta101+953 4 CONDUIT 29.7 9.0649 0.0240 Cross culvert @Sta107+4013 14 CONDUIT 35.0 1.3714 0.0150 Cross culvert @Sta108+1616 17 CONDUIT 31.0 1.9032 0.0150 Cross culvert @Sta110+49.518 19 CONDUIT 6.0 16.3880 0.0150 Cross culvert @Sta111+1722 Sta.111+00 CONDUIT 39.0 1.2821 0.0150 Cross culvert @Sta114+20Sta.114+40North Sta.114+40 CONDUIT 43.0 0.6977 0.0150 Culvert across Mclean Street6a Out-Sta101 CONDUIT 12.3 3.2520 0.0240 Culvert from Sta 106+60 to Sta107+3011 12 CONDUIT 71.0 1.6901 0.0150 Ex. Underpass_Bridge Sta 124Sta.124+00North Sta.124+05North CHANNEL 5.0 0.2000 0.0500 Farm underpass to south ditch35 Sta.124+05 CHANNEL 6.7 10.4948 0.0500 FarmCrossingUnderPass@Sta124+0530a 35 CONDUIT 38.0 0.1316 0.0240 L200 to Sta 107 10 15 CHANNEL 26.5 6.1019 0.0500 L300 line to Sta 124 (south)sta.124+00 Sta.118+80 CHANNEL 520.0 0.2481 0.0500 Link-66 Jun-60 PumpStationOutfallCHANNEL 50.5 0.7918 0.0500 Link-68 Jun-61 FarmUnderpassOutfallCONDUIT 79.7 1.3547 0.0150 Link-69 Sta.127+80 Sta.132+40North CHANNEL 460.0 0.0013 0.0500 Link-70 Sta.124+05 Sta.128+20 CHANNEL 415.0 0.2867 0.0500 Link-71 Sta.132+40 Sta.128+20 CHANNEL 420.0 0.5381 0.0500 Overflow to farm underpass30a Sta.124+05North CHANNEL 6.6 6.1433 0.0500 Pr. culvert @ L2009 10 CONDUIT 19.0 0.8947 0.0150 Pr.culvert @L300Sta.118+80 Sta.118+00 CONDUIT 80.0 0.2500 0.0240 Pump Station to Fraser River20 Jun-60 CHANNEL 22.2 0.8788 0.0500 Pump Station to Sta 114+30(south)Sta.111+00 Sta.114+40 CHANNEL 340.0 0.2882 0.0500 Railway_underpassJun-61 Sta.124+05 CONDUIT 20.3 3.9882 0.0150 Sta 101+30 to Mclean Street6 6a CHANNEL 24.8 3.0698 0.0500 Sta 101+35 to Sta 101+305 6 DIRECT 77.6 0.0004 0.0320 Sta 107 to Sta 107 outfall15 OutfallSTA107 CHANNEL 69.0 2.9696 0.0500 Sta 107+30 to Sta107+4012 13 CHANNEL 5.0 2.8000 0.0500 Sta 10740to Sta 10714 15 CHANNEL 37.0 4.5054 0.0500 Sta 108+20 to Sta 10717 15 CHANNEL 114.0 1.1553 0.0500 Sta 110+49 to DS pump station19 20 CHANNEL 15.0 17.3333 0.0500 Sta 111+10 to Tributaries21 22 CHANNEL 270.0 0.3852 0.0500 Sta 114 to L300 line (south)sta.114+40 Sta.118+00 CHANNEL 380.0 0.0421 0.0500

Sta 114+20 to Chester StreetSta.117+90 Sta.114+40North CHANNEL 370.0 0.4027 0.0500 Sta 119 to Chester StreetSta.118+05 Sta.118+40 CHANNEL 40.3 0.0248 0.0500 Sta 119 to Sta 124Sta.118+40 Sta.124+00North CHANNEL 560.0 0.0059 0.0500 Sta 124 (South) Sta.124+05 Sta.124+00 CHANNEL 5.0 2.2000 0.0500 Sta 124 (south) Overflow pondjun-57 Sta.124+00 CHANNEL 16.0 0.0019 0.0500 Sta 124+20 to Sta127+80Sta.127+80 Sta.124+05North CHANNEL 375.0 0.2024 0.0500 Sta100+90toSta101+351 2 CHANNEL 45.0 4.1000 0.0500 Sta101+35toSta101+952 3 CHANNEL 52.6 1.5472 0.0500 Sta101+95 to Sta101+304 6 CHANNEL 72.6 3.7658 0.0500 Sta104+40 to L2008 9 CHANNEL 210.0 3.5238 0.0500 Start of Chester Creek33 32 CHANNEL 119.6 6.4470 0.0500 Pump-02 Sta.111+00 20 TYPE4 PUMP ********************* Cross Section Summary ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity m m m² m cms ---------- Chester Creek Tributary TRAPEZOIDAL 1.00 5.00 1 3.00 0.55 11.52 Chester Creek US of Highway TRAPEZOIDAL 1.00 7.00 1 5.00 0.67 9.97 Chester Street Culvert CIRCULAR 1.50 1.50 1 1.77 0.38 1.21 Cross culvert @ Sta101+35 CIRCULAR 0.90 0.90 1 0.64 0.23 3.58 Cross Culvert @ Sta104+40 CIRCULAR 0.60 0.60 1 0.28 0.15 1.01 Cross culvert @Sta101+95 CIRCULAR 1.20 1.20 1 1.13 0.30 6.36 Cross culvert @Sta107+40 CIRCULAR 0.90 0.90 1 0.64 0.23 1.84 Cross culvert @Sta108+16 CIRCULAR 0.75 0.75 1 0.44 0.19 1.33 Cross culvert @Sta110+49.5 CIRCULAR 0.90 0.90 1 0.64 0.23 6.35 Cross culvert @Sta111+17 CIRCULAR 1.20 1.20 1 1.13 0.30 3.83 Cross culvert @Sta114+20 CIRCULAR 2.44 2.44 1 4.67 0.61 18.69 Culvert across Mclean Street CIRCULAR 1.10 1.10 1 0.95 0.28 3.02 Culvert from Sta 106+60 to Sta107+30 CIRCULAR 0.60 0.60 1 0.28 0.15 0.69 Ex. Underpass_Bridge Sta 124 RECT_OPEN 1.25 1.70 1 2.13 0.51 1.21 Farm underpass to south ditch TRAPEZOIDAL 2.50 9.70 1 18.00 1.53 154.82 FarmCrossingUnderPass@Sta124+05 CIRCULAR 1.50 1.50 1 1.77 0.38 1.39 L200 to Sta 107 TRAPEZOIDAL 1.00 5.00 1 3.00 0.55 9.93 L300 line to Sta 124 (south) TRAPEZOIDAL 3.00 14.00 1 28.50 1.80 42.05 Link-66 RECT_OPEN 2.50 6.00 1 15.00 1.36 32.83 Link-68 HORIZ_ELLIPSE 2.85 4.70 1 10.31 0.87 73.05

Link-69 TRAPEZOIDAL 1.00 8.00 1 7.00 0.79 0.43 Link-70 TRAPEZOIDAL 1.50 16.00 1 19.50 1.17 23.15 Link-71 TRAPEZOIDAL 1.00 5.70 1 4.70 0.72 5.54 Overflow to farm underpass TRAPEZOIDAL 1.00 6.50 1 4.50 0.65 16.66 Pr. culvert @ L200 CIRCULAR 0.60 0.60 1 0.28 0.15 0.50 Pr.culvert @L300 CIRCULAR 2.00 2.00 1 3.14 0.50 4.12 Pump Station to Fraser River RECT_OPEN 2.50 6.00 1 15.00 1.36 34.59 Pump Station to Sta 114+30(south) TRAPEZOIDAL 3.00 16.00 1 34.50 1.92 57.27 Railway_underpass HORIZ_ELLIPSE 2.85 4.70 1 10.31 0.87 125.33 Sta 101+30 to Mclean Street TRAPEZOIDAL 1.50 9.00 1 9.00 0.93 29.99 Sta 101+35 to Sta 101+30 DUMMY 0.00 0.00 1 0.00 0.00 0.00 Sta 107 to Sta 107 outfall TRAPEZOIDAL 1.00 5.00 1 3.00 0.55 6.93 Sta 107+30 to Sta107+40 TRAPEZOIDAL 1.00 6.10 1 4.10 0.62 10.02 Sta 10740to Sta 107 TRAPEZOIDAL 1.00 5.50 1 3.50 0.59 10.41 Sta 108+20 to Sta 107 TRAPEZOIDAL 1.00 3.50 1 2.00 0.49 2.66 Sta 110+49 to DS pump station TRAPEZOIDAL 1.00 3.00 1 2.00 0.52 10.80 Sta 111+10 to Tributaries TRAPEZOIDAL 1.00 4.00 1 2.50 0.54 2.07 Sta 114 to L300 line (south) TRAPEZOIDAL 3.60 12.08 1 25.34 1.76 15.17 Sta 114+20 to Chester Street TRAPEZOIDAL 3.00 12.00 1 22.50 1.63 39.53 Sta 119 to Chester Street TRAPEZOIDAL 1.20 18.00 1 18.00 0.97 5.57 Sta 119 to Sta 124 TRAPEZOIDAL 1.20 8.60 1 8.16 0.87 1.15 Sta 124 (South) RECT_OPEN 2.50 3.00 1 7.50 0.94 21.32 Sta 124 (south) Overflow pond TRAPEZOIDAL 3.00 9.90 1 20.70 1.67 2.55 Sta 124+20 to Sta127+80 TRAPEZOIDAL 0.60 11.50 1 6.45 0.54 3.83 Sta100+90toSta101+35 TRAPEZOIDAL 0.80 4.20 1 2.08 0.45 4.98 Sta101+35toSta101+95 TRAPEZOIDAL 1.00 5.00 1 3.00 0.55 5.00 Sta101+95 to Sta101+30 TRAPEZOIDAL 1.50 6.00 1 6.75 0.93 25.00 Sta104+40 to L200 TRAPEZOIDAL 1.00 6.50 1 4.75 0.67 13.72 Start of Chester Creek TRAPEZOIDAL 1.00 5.50 1 3.50 0.59 12.45 ************************** Volume Depth Runoff Quantity Continuity hectare-m mm ************************** --------- ------- Total Precipitation... 110.946 157.616 Surface Runoff... 0.074 0.106 Continuity Error (%)... -0.001

************************** Volume Volume Flow Routing Continuity hectare-m Mliters ************************** --------- --------- External Inflow... 0.008 0.078 External Outflow... 34.549 345.498 Initial Stored Volume... 0.941 9.411 Final Stored Volume... 5.147 51.474 Continuity Error (%)... 0.013 ****************************************** Composite Curve Number Computations Report ****************************************** ---------------------- Subbasin {Ditch}.A0 ---------------------- Area Soil Soil/Surface Description (ha) Group CN ---------------- > 75% grass cover, Good-Golfcourse 24.35 B 61.00 Pasture, grassland, or range, Fair 14.61 C 79.00 Pasture, grassland, or range, Fair 9.74 C/D 82.00 Composite Area & Weighted CN 48.69 70.60 Subbasin {Ditch}.A1-1 Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods, Good 73.37 B/C 63.00 Pasture, grassland, or range, Good 8.15 B 61.00 Woods, Good 81.53 B 55.00 Composite Area & Weighted CN 163.05 58.90 -- Subbasin {Ditch}.A1-10a -- Area Soil Soil/Surface Description (ha) Group CN ---------------- Paved parking & roofs 1.01 C 98.00

Composite Area & Weighted CN 1.01 98.00 Subbasin {Ditch}.A1-2 Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods,Good 18.53 B/C 63.00 Woods, Good 55.59 B 55.00 Composite Area & Weighted CN 74.12 57.00 Subbasin {Ditch}.A1-3 Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods, Good 24.13 B 55.00 Composite Area & Weighted CN 24.13 55.00 Subbasin {Ditch}.A1-4 Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods, Good 18.60 B 55.00 2 acre lots, 12% impervious 2.07 B 65.00 Composite Area & Weighted CN 20.66 56.00 Subbasin {Ditch}.A1-5 Area Soil Soil/Surface Description (ha) Group CN ---------------- Pasture, grassland, or range, Good 10.03 C 74.00 Woods, Good 20.07 B 55.00 2 acre lots, 12% impervious 20.07 B 65.00 Composite Area & Weighted CN 50.16 62.80

Subbasin {Ditch}.A1-6 Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods, Good 5.77 B 55.00 2 acre lots, 12% impervious 1.92 B 65.00 2 acre lots, 12% impervious 2.88 C 77.00 Pasture, grassland, or range, Good 8.65 C 74.00 Composite Area & Weighted CN 19.23 67.85 Subbasin {Ditch}.A1-7 Area Soil Soil/Surface Description (ha) Group CN ---------------- Pasture, grassland, or range, Good 2.99 C 74.00 Composite Area & Weighted CN 2.99 74.00 - Subbasin {Ditch}.A1-7a - Area Soil Soil/Surface Description (ha) Group CN ---------------- Paved parking & roofs 3.02 C 98.00 Composite Area & Weighted CN 3.02 98.00 Subbasin {Ditch}.A1-8 Area Soil Soil/Surface Description (ha) Group CN ---------------- 2 acre lots, 12% impervious 5.16 B 65.00 Woods, Good 8.61 B 55.00 2 acre lots, 12% impervious 12.05 C 77.00 Pasture, grassland, or range, Good 8.61 C 74.00 Composite Area & Weighted CN 34.43 68.95 - Subbasin {Ditch}.A1-8a

- Area Soil Soil/Surface Description (ha) Group CN ---------------- Paved parking & roofs 1.71 C 98.00 Composite Area & Weighted CN 1.71 98.00 Subbasin {Ditch}.A1-9 Area Soil Soil/Surface Description (ha) Group CN ---------------- Pasture, grassland, or range, Good 3.71 C 74.00 Woods, Good 5.57 B 55.00 Pasture, grassland, or range, Good 27.84 B 61.00 Composite Area & Weighted CN 37.12 61.40 - Subbasin {Ditch}.A1-9a - Area Soil Soil/Surface Description (ha) Group CN ---------------- Paved parking & roofs 1.08 C 98.00 Composite Area & Weighted CN 1.08 98.00 Subbasin {Ditch}.A5-2 Area Soil Soil/Surface Description (ha) Group CN ---------------- Pasture, grassland, or range, Good 7.00 C 74.00 Composite Area & Weighted CN 7.00 74.00 Subbasin {Ditch}.B1-1 Area Soil Soil/Surface Description (ha) Group CN ---------------- Pasture, grassland, or range, Good 2.85 B 61.00 Woods, Good 15.20 B 55.00

Pasture, grassland, or range, Good 0.95 C 74.00 Composite Area & Weighted CN 19.00 56.85 - Subbasin {Ditch}.B1-1a - Area Soil Soil/Surface Description (ha) Group CN ---------------- Paved parking & roofs 0.63 C 98.00 Composite Area & Weighted CN 0.63 98.00 Subbasin {Ditch}.B1-2 Area Soil Soil/Surface Description (ha) Group CN ---------------- Pasture, grassland, or range, Good 12.87 B 61.00 Woods, Good 2.27 B 55.00 Composite Area & Weighted CN 15.14 60.10 - Subbasin {Ditch}.B1-2b - Area Soil Soil/Surface Description (ha) Group CN ---------------- Paved parking & roofs 1.11 C 98.00 Composite Area & Weighted CN 1.11 98.00 Subbasin {Ditch}.B1-3 Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods, Good 3.65 B 55.00 2 acre lots, 12% impervious 1.83 B 65.00 Pasture, grassland, or range, Good 12.78 B 61.00 Composite Area & Weighted CN 18.25 60.20 - Subbasin {Ditch}.B1-3a

- Area Soil Soil/Surface Description (ha) Group CN ---------------- Paved parking & roofs 0.30 C 98.00 Composite Area & Weighted CN 0.30 98.00 Subbasin {Ditch}.B1-4 Area Soil Soil/Surface Description (ha) Group CN ---------------- 1/4 acre lots, 38% impervious 3.85 B 75.00 Composite Area & Weighted CN 3.85 75.00 ---------------------- Subbasin {Ditch}.B2 ---------------------- Area Soil Soil/Surface Description (ha) Group CN ---------------- Pasture, grassland, or range, Good 5.40 C 74.00 Composite Area & Weighted CN 5.40 74.00 Subbasin {Ditch}.C1-1 Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods, Good-moderatelywelldrained 53.84 B/C 63.00 Pasture, grassland, or range, Good 13.46 B/C 66.00 1 acre lots, 20% impervious 20.19 B 68.00 Woods, Good 33.65 B 55.00 Pasture, grassland, or range, Good 13.46 B 61.00 Paved parking & roofs 1.20 B 98.00 Composite Area & Weighted CN 135.79 62.17 ---------------------- Subbasin {Ditch}.Ca ---------------------- Area Soil Soil/Surface Description (ha) Group CN

---------------- Paved parking & roofs 0.39 C 98.00 Composite Area & Weighted CN 0.39 98.00 ----------------- Subbasin A1-10 ----------------- Area Soil Soil/Surface Description (ha) Group CN ---------------- Woods, Good 5.61 B 55.00 Pasture, grassland, or range, Good 2.59 B 61.00 Pasture, grassland, or range, Good 0.43 C 74.00 Composite Area & Weighted CN 8.63 57.75 ------------------ Subbasin Sub-01 ------------------ Area Soil Soil/Surface Description (ha) Group CN ---------------- - 7.00-72.00 Composite Area & Weighted CN 7.00 72.00 *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** Sheet Flow Equation ------------------- Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ----------

V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation --------------------- V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness ---------------------- Subbasin {Ditch}.A0 ---------------------- Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 1430.00 0.00 0.00

Slope (%): 4.20 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.44 0.00 0.00 Computed Flow Time (minutes): 54.17 0.00 0.00 Total TOC (minutes): 54.17 Subbasin {Ditch}.A1-1 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 1138.00 0.00 0.00 Slope (%): 13.20 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (m/sec): 0.45 0.00 0.00 Computed Flow Time (minutes): 42.15 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.00 0.00 0.05 Flow Length (m): 0.00 0.00 2095.00 Channel Slope (%): 0.00 0.00 7.80 Cross Section Area (m²): 0.00 0.00 0.20 Wetted Perimeter (m): 0.00 0.00 2.20 Velocity (m/sec): 0.00 0.00 12.19 Computed Flow Time (minutes): 0.00 0.00 30.83 Total TOC (minutes): 72.98

-- Subbasin {Ditch}.A1-10a -- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 20.00 0.00 0.00 Slope (%): 2.00 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 1.02 0.00 0.00 Computed Flow Time (minutes): 1.07 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 390.43 0.00 0.00 Channel Slope (%): 0.20 0.00 0.00 Cross Section Area (m²): 0.55 0.00 0.00 Wetted Perimeter (m): 0.57 0.00 0.00 Velocity (m/sec): 9.43 0.00 0.00 Computed Flow Time (minutes): 7.43 0.00 0.00 Total TOC (minutes): 8.50 Subbasin {Ditch}.A1-2 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 1092.00 534.00 0.00 Slope (%): 18.80 15.00 0.00 Surface Type: Woodland Grass pasture Unpaved

Velocity (m/sec): 0.66 0.83 0.00 Computed Flow Time (minutes): 27.58 10.72 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.00 0.00 0.05 Flow Length (m): 0.00 0.00 1000.00 Channel Slope (%): 0.00 0.00 6.20 Cross Section Area (m²): 0.00 0.00 0.10 Wetted Perimeter (m): 0.00 0.00 1.20 Velocity (m/sec): 0.00 0.00 10.25 Computed Flow Time (minutes): 0.00 0.00 17.49 Total TOC (minutes): 55.79 Subbasin {Ditch}.A1-3 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 350.00 0.00 0.00 Slope (%): 30.00 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (m/sec): 0.83 0.00 0.00 Computed Flow Time (minutes): 7.03 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 457.00 0.00 0.00 Channel Slope (%): 13.10 0.00 0.00 Cross Section Area (m²): 0.05 0.00 0.00 Wetted Perimeter (m): 0.70 0.00 0.00 Velocity (m/sec): 13.45 0.00 0.00

Computed Flow Time (minutes): 6.10 0.00 0.00 Total TOC (minutes): 13.12 Subbasin {Ditch}.A1-4 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 145.00 370.00 0.00 Slope (%): 24.10 18.90 0.00 Surface Type: Woodland Grass pasture Unpaved Velocity (m/sec): 0.75 0.93 0.00 Computed Flow Time (minutes): 3.22 6.63 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 593.00 0.00 0.00 Channel Slope (%): 11.80 0.00 0.00 Cross Section Area (m²): 0.05 0.00 0.00 Wetted Perimeter (m): 0.70 0.00 0.00 Velocity (m/sec): 12.77 0.00 0.00 Computed Flow Time (minutes): 8.33 0.00 0.00 Total TOC (minutes): 18.19

Subbasin {Ditch}.A1-5 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 392.00 0.00 0.00 Slope (%): 25.50 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (m/sec): 0.77 0.00 0.00 Computed Flow Time (minutes): 8.48 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 1241.00 0.00 0.00 Channel Slope (%): 7.30 0.00 0.00 Cross Section Area (m²): 0.03 0.00 0.00 Wetted Perimeter (m): 0.50 0.00 0.00 Velocity (m/sec): 8.94 0.00 0.00 Computed Flow Time (minutes): 24.91 0.00 0.00 Total TOC (minutes): 33.39 Subbasin {Ditch}.A1-6 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 523.00 0.00 0.00 Channel Slope (%): 1.50 0.00 0.00 Cross Section Area (m²): 0.20 0.00 0.00 Wetted Perimeter (m): 2.20 0.00 0.00

Velocity (m/sec): 5.35 0.00 0.00 Computed Flow Time (minutes): 17.55 0.00 0.00 Total TOC (minutes): 17.55 Subbasin {Ditch}.A1-7 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 300.00 0.00 0.00 Slope (%): 3.30 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.39 0.00 0.00 Computed Flow Time (minutes): 12.82 0.00 0.00 Total TOC (minutes): 12.82 - Subbasin {Ditch}.A1-7a - Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 28.00 0.00 0.00 Slope (%): 2.00 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 1.09 0.00 0.00

Computed Flow Time (minutes): 1.40 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 1249.92 0.00 0.00 Channel Slope (%): 0.20 0.00 0.00 Cross Section Area (m²): 0.28 0.00 0.00 Wetted Perimeter (m): 3.00 0.00 0.00 Velocity (m/sec): 1.99 0.00 0.00 Computed Flow Time (minutes): 112.89 0.00 0.00 Total TOC (minutes): 114.29 Subbasin {Ditch}.A1-8 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 879.00 0.00 0.00 Slope (%): 11.40 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.72 0.00 0.00 Computed Flow Time (minutes): 20.35 0.00 0.00 Total TOC (minutes): 20.35 - Subbasin {Ditch}.A1-8a

- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 25.00 0.00 0.00 Slope (%): 2.00 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 1.07 0.00 0.00 Computed Flow Time (minutes): 1.28 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 576.70 0.00 0.00 Channel Slope (%): 0.20 0.00 0.00 Cross Section Area (m²): 0.50 0.00 0.00 Wetted Perimeter (m): 5.20 0.00 0.00 Velocity (m/sec): 2.03 0.00 0.00 Computed Flow Time (minutes): 51.06 0.00 0.00 Total TOC (minutes): 52.34 Subbasin {Ditch}.A1-9 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 1073.00 0.00 0.00 Slope (%): 17.70 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.90 0.00 0.00 Computed Flow Time (minutes): 19.87 0.00 0.00

Total TOC (minutes): 19.87 - Subbasin {Ditch}.A1-9a - Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 20.00 0.00 0.00 Slope (%): 2.00 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 1.02 0.00 0.00 Computed Flow Time (minutes): 1.07 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 383.31 0.00 0.00 Channel Slope (%): 0.20 0.00 0.00 Cross Section Area (m²): 0.41 0.00 0.00 Wetted Perimeter (m): 4.30 0.00 0.00 Velocity (m/sec): 2.01 0.00 0.00 Computed Flow Time (minutes): 34.13 0.00 0.00 Total TOC (minutes): 35.20 Subbasin {Ditch}.A5-2

Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 1598.54 0.00 0.00 Slope (%): 1.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.21 0.00 0.00 Computed Flow Time (minutes): 126.87 0.00 0.00 Total TOC (minutes): 126.87 Subbasin {Ditch}.B1-1 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 872.00 0.00 0.00 Slope (%): 21.70 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (m/sec): 0.71 0.00 0.00 Computed Flow Time (minutes): 20.47 0.00 0.00 Total TOC (minutes): 20.47 - Subbasin {Ditch}.B1-1a - Sheet Flow Computations

----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 215.82 0.00 0.00 Slope (%): 0.20 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 0.65 0.00 0.00 Computed Flow Time (minutes): 18.03 0.00 0.00 Total TOC (minutes): 18.03 Subbasin {Ditch}.B1-2 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 594.00 0.00 0.00 Slope (%): 18.50 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (m/sec): 0.66 0.00 0.00 Computed Flow Time (minutes): 15.00 0.00 0.00 Total TOC (minutes): 15.00 - Subbasin {Ditch}.B1-2b - Sheet Flow Computations -----------------------

Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 380.57 0.00 0.00 Slope (%): 4.00 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 2.43 0.00 0.00 Computed Flow Time (minutes): 8.57 0.00 0.00 Total TOC (minutes): 8.57 Subbasin {Ditch}.B1-3 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 495.00 0.00 0.00 Slope (%): 18.00 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.91 0.00 0.00 Computed Flow Time (minutes): 9.07 0.00 0.00 Total TOC (minutes): 9.07 - Subbasin {Ditch}.B1-3a - Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C

Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 125.29 0.00 0.00 Slope (%): 3.80 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 1.91 0.00 0.00 Computed Flow Time (minutes): 3.59 0.00 0.00 Total TOC (minutes): 3.59 Subbasin {Ditch}.B1-4 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 268.00 0.00 0.00 Slope (%): 14.90 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.82 0.00 0.00 Computed Flow Time (minutes): 5.45 0.00 0.00 Total TOC (minutes): 5.45 ---------------------- Subbasin {Ditch}.B2 ---------------------- Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 494.32 0.00 0.00

Slope (%): 0.50 0.00 0.00 Surface Type: Grass pasture Unpaved Unpaved Velocity (m/sec): 0.15 0.00 0.00 Computed Flow Time (minutes): 54.92 0.00 0.00 Total TOC (minutes): 54.92 Subbasin {Ditch}.C1-1 Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 920.00 0.00 0.00 Slope (%): 17.30 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (m/sec): 0.63 0.00 0.00 Computed Flow Time (minutes): 24.34 0.00 0.00 Channel Flow Computations - Subarea A Subarea B Subarea C Manning's Roughness: 0.05 0.00 0.00 Flow Length (m): 2390.00 0.00 0.00 Channel Slope (%): 7.10 0.00 0.00 Cross Section Area (m²): 0.20 0.00 0.00 Wetted Perimeter (m): 2.20 0.00 0.00 Velocity (m/sec): 11.63 0.00 0.00 Computed Flow Time (minutes): 36.87 0.00 0.00 Total TOC (minutes): 61.21

---------------------- Subbasin {Ditch}.Ca ---------------------- Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (m): 129.21 0.00 0.00 Slope (%): 1.50 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 1.32 0.00 0.00 Computed Flow Time (minutes): 5.34 0.00 0.00 Total TOC (minutes): 5.34 ----------------- Subbasin A1-10 ----------------- Shallow Concentrated Flow Computations -------------- Subarea A Subarea B Subarea C Flow Length (m): 680.00 0.00 0.00 Slope (%): 15.00 0.00 0.00 Surface Type: Woodland Unpaved Unpaved Velocity (m/sec): 0.59 0.00 0.00 Computed Flow Time (minutes): 19.21 0.00 0.00 Total TOC (minutes): 19.21

------------------ Subbasin Sub-01 ------------------ Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (m): 1243.58 0.00 0.00 Slope (%): 0.20 0.00 0.00 2 yr, 24 hr Rainfall (mm): 87.13 87.13 87.13 Velocity (m/sec): 0.07 0.00 0.00 Computed Flow Time (minutes): 1012.38 0.00 0.00 Total TOC (minutes): 1012.38 *********************** Subbasin Runoff Summary *********************** -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss -- {Ditch}.A0 158.22 77.37 1.71 70.600 0 00:54:10 {Ditch}.A1-1 158.22 50.24 2.52 58.900 0 01:12:58 {Ditch}.A1-10a 158.22 152.17 0.11 98.000 0 00:08:30 {Ditch}.A1-2 158.22 46.15 1.08 57.000 0 00:55:47 {Ditch}.A1-3 158.22 41.94 0.43 55.000 0 00:13:07 {Ditch}.A1-4 158.22 44.02 0.38 56.000 0 00:18:11 {Ditch}.A1-5 158.22 58.93 1.36 62.800 0 00:33:23 {Ditch}.A1-6 158.22 70.71 0.80 67.850 0 00:17:33 {Ditch}.A1-7 158.22 85.80 0.17 74.000 0 00:12:49 {Ditch}.A1-7a 158.22 152.17 0.17 98.000 0 01:54:17 {Ditch}.A1-8 158.22 73.36 1.47 68.950 0 00:20:21 {Ditch}.A1-8a 158.22 152.17 0.13 98.000 0 00:52:20 {Ditch}.A1-9 158.22 55.78 1.04 61.400 0 00:19:52

{Ditch}.A1-9a 158.22 152.17 0.09 98.000 0 00:35:12 {Ditch}.A5-2 158.22 85.80 0.20 74.000 0 02:06:52 {Ditch}.B1-1 158.22 45.82 0.37 56.850 0 00:20:28 {Ditch}.B1-1a 158.22 152.17 0.06 98.000 0 00:18:01 {Ditch}.B1-2 158.22 52.88 0.40 60.100 0 00:15:00 {Ditch}.B1-2b 158.22 152.17 0.12 98.000 0 00:08:34 {Ditch}.B1-3 158.22 53.09 0.52 60.200 0 00:09:04 {Ditch}.B1-3a 158.22 152.17 0.03 98.000 0 00:05:00 {Ditch}.B1-4 158.22 88.34 0.23 75.000 0 00:05:27 {Ditch}.B2 158.22 85.80 0.22 74.000 0 00:54:55 {Ditch}.C1-1 158.22 57.51 2.85 62.170 0 01:01:12 {Ditch}.Ca 158.22 152.17 0.04 98.000 0 00:05:20 A1-10 158.22 47.75 0.18 57.750 0 00:19:12 Sub-01 158.22 80.82 0.07 72.000 0 16:52:22 -- ****************** Node Depth Summary ****************** ----------------- Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss ----------------- 1 0.39 0.62 25.11 0 08:40 0 0 0:00:00 2 0.47 0.90 23.56 0 08:43 0 0 0:00:00 3 0.74 1.45 23.29 0 08:43 4.75 59 0:00:00 4 0.23 0.41 19.56 0 08:44 0 0 0:00:00 5 0.01 0.01 18.08 0 08:43 0 0 0:00:00 6 0.30 1.10 17.51 0 08:47 0 0 0:00:00 7 0.19 0.47 16.58 0 08:00 0 0 0:00:00 8 0.07 0.13 13.83 0 08:05 0 0 0:00:00 9 0.31 0.60 6.90 0 08:12 0 0 0:00:00 10 0.10 0.19 6.32 0 08:12 0 0 0:00:00 11 0.37 0.91 8.91 0 08:04 0 0 0:00:00 12 0.19 0.54 7.34 0 08:05 0 0 0:00:00 13 0.33 0.68 7.34 0 08:05 0 0 0:00:00 14 0.11 0.23 6.41 0 08:05 0 0 0:00:00 15 0.27 0.49 5.00 0 08:07 0 0 0:00:00 16 0.26 0.60 7.02 0 08:10 0 0 0:00:00 17 0.24 0.46 6.29 0 08:10 0 0 0:00:00

18 0.22 0.40 6.38 0 08:09 0 0 0:00:00 19 0.08 0.15 5.15 0 08:15 0 0 0:00:00 20 0.74 0.82 3.22 0 08:12 0 0 0:00:00 21 0.19 0.36 4.90 0 08:10 0 0 0:00:00 22 0.90 1.14 4.64 0 15:43 0 0 0:00:00 30a 1.08 1.47 5.32 0 09:45 0 0 0:00:00 32 0.42 0.62 12.89 0 08:51 0 0 0:00:00 33 0.24 0.35 20.33 0 08:31 0 0 0:00:00 34 0.10 0.18 40.18 0 08:11 0 0 0:00:00 35 0.62 0.84 4.64 0 15:37 0 0 0:00:00 6a 0.89 1.85 17.50 0 08:47 0 0 0:00:00 Jun-57 1.35 1.65 4.64 0 15:37 0 0 0:00:00 Jun-60 0.66 0.80 3.20 0 00:00 0 0 0:00:00 Jun-61 0.46 0.64 4.55 0 15:43 0 0 0:00:00 Sta.111+00 1.70 2.00 4.64 0 15:43 0 0 0:00:00 Sta.114+40 2.69 2.98 4.64 0 15:41 0 0 0:00:00 Sta.114+40North 2.38 2.68 4.68 0 15:19 0 0 0:00:00 Sta.117+90 1.01 1.22 4.71 0 15:19 0 0 0:00:00 Sta.118+00 2.84 3.14 4.64 0 15:40 0 0 0:00:00 Sta.118+05 1.28 1.50 5.00 0 09:48 0.21 29 0:00:00 Sta.118+40 1.29 1.52 5.01 0 09:47 109.44 905 0:00:00 Sta.118+80 2.64 2.94 4.64 0 15:40 0 0 0:00:00 Sta.124+00 1.35 1.65 4.64 0 15:37 0 0 0:00:00 Sta.124+00North 1.41 1.74 5.19 0 09:47 134.22 939 0:00:00 Sta.124+05 1.23 1.54 4.64 0 15:37 0 0 0:00:00 Sta.124+05North 1.48 1.87 5.32 0 09:45 152.09 944 0:00:00 Sta.127+80 1.84 3.06 7.27 0 11:27 1177.04 866 0:00:00 Sta.128+20 2.31 2.73 4.64 0 15:40 533.22 866 0:00:00 Sta.132+40 0.31 0.47 4.64 0 15:36 0 0 0:00:00 Sta.132+40North 1.76 3.07 7.27 0 11:32 406.67 869 0:00:00 FarmUnderpassOutfall 0.27 0.40 3.23 0 15:43 0 0 0:00:00 OutfallSTA107 0.25 0.47 2.95 0 08:07 0 0 0:00:00 Out-Sta101 0.00 0.00 15.24 0 00:00 0 0 0:00:00 PumpStationOutfall 1.00 1.00 3.00 0 00:00 0 0 0:00:00 ***************** Node Flow Summary ***************** ------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence

cms cms days hh:mm cms days hh:mm ------------ 1 JUNCTION 2.848 2.848 0 08:40 0.00 2 JUNCTION 0.000 2.847 0 08:40 0.00 3 JUNCTION 0.041 2.643 0 08:41 0.07 0 08:23 4 JUNCTION 0.000 2.640 0 08:43 0.00 5 JUNCTION 0.000 0.207 0 08:43 0.00 6 JUNCTION 0.000 2.847 0 08:44 0.00 7 JUNCTION 0.262 0.262 0 08:00 0.00 8 JUNCTION 0.218 0.394 0 08:05 0.00 9 JUNCTION 0.000 0.391 0 08:05 0.00 10 JUNCTION 0.000 0.355 0 08:12 0.00 11 JUNCTION 0.623 0.623 0 08:04 0.00 12 JUNCTION 0.000 0.623 0 08:05 0.00 13 JUNCTION 0.000 0.622 0 08:05 0.00 14 JUNCTION 0.000 0.621 0 08:05 0.00 15 JUNCTION 0.000 1.411 0 08:06 0.00 16 JUNCTION 0.464 0.464 0 08:10 0.00 17 JUNCTION 0.000 0.464 0 08:10 0.00 18 JUNCTION 0.366 0.366 0 08:15 0.00 19 JUNCTION 0.000 0.367 0 08:09 0.00 20 JUNCTION 0.000 2.709 0 09:07 0.00 21 JUNCTION 0.271 0.271 0 08:05 0.00 22 JUNCTION 0.000 0.268 0 08:10 0.00 30a JUNCTION 0.000 2.661 0 10:07 0.00 32 JUNCTION 2.522 4.047 0 08:50 0.00 33 JUNCTION 1.325 1.585 0 08:30 0.00 34 JUNCTION 0.379 0.379 0 08:10 0.00 35 JUNCTION 0.000 2.647 0 10:07 0.00 6a JUNCTION 0.000 2.834 0 08:47 0.00 Jun-57 JUNCTION 0.000 0.067 0 09:20 0.00 Jun-60 JUNCTION 0.000 2.958 0 08:11 0.00 Jun-61 JUNCTION 0.000 2.326 0 15:43 0.00 Sta.111+00 JUNCTION 0.000 3.223 0 10:23 0.00 Sta.114+40 JUNCTION 0.000 3.874 0 10:22 0.00 Sta.114+40North JUNCTION 1.127 3.672 0 09:24 0.00 Sta.117+90 JUNCTION 0.000 3.214 0 09:47 0.00 Sta.118+00 JUNCTION 0.200 1.732 0 08:12 0.00 Sta.118+05 JUNCTION 0.000 3.214 0 09:45 0.01 0 09:29 Sta.118+40 JUNCTION 1.583 3.254 0 09:11 0.47 0 08:24 Sta.118+80 JUNCTION 0.000 1.862 0 10:19 0.00 Sta.124+00 JUNCTION 0.000 2.608 0 10:07 0.00 Sta.124+00North JUNCTION 0.000 2.682 0 08:50 0.58 0 08:21 Sta.124+05 JUNCTION 0.000 6.696 0 10:03 0.00

Sta.124+05North JUNCTION 0.263 4.073 0 08:55 0.59 0 08:26 Sta.127+80 JUNCTION 3.548 7.020 0 08:36 3.32 0 08:22 Sta.128+20 JUNCTION 0.074 6.981 0 10:12 6.95 0 10:12 Sta.132+40 JUNCTION 0.000 0.161 0 10:15 0.00 Sta.132+40North JUNCTION 0.000 1.097 0 08:17 0.87 0 08:22 FarmUnderpassOutfall OUTFALL 0.000 2.475 0 15:43 0.00 OutfallSTA107 OUTFALL 0.000 1.408 0 08:07 0.00 Out-Sta101 OUTFALL 0.000 2.834 0 08:47 0.00 PumpStationOutfall OUTFALL 0.000 3.297 0 08:12 0.00 *********************** Outfall Loading Summary *********************** ----------------------- Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms ----------------------- FarmUnderpassOutfall 82.07 1.764 2.475 OutfallSTA107 99.78 0.438 1.408 Out-Sta101 99.74 1.219 2.834 PumpStationOutfall 99.57 2.410 3.297 ----------------------- System 95.29 5.831 6.769 ***************** Link Flow Summary ***************** -------- Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes ----- --- Chester Creek Tributary CHANNEL 0 08:11 0.98 1.00 0.376 11.519 0.03 0.26 0 Calculated Chester Creek US of Highway CHANNEL 0 08:51 1.08 1.00 4.039 9.968 0.41 0.81 0 Calculated

Chester Street Culvert CONDUIT 0 09:47 2.17 1.00 3.214 1.209 2.66 0.88 0 > CAPACITY Cross culvert @ Sta101+35 CONDUIT 0 08:43 1.90 1.00 0.207 3.583 0.06 0.51 0 Calculated Cross Culvert @ Sta104+40 CONDUIT 0 08:00 1.61 1.00 0.261 1.007 0.26 0.57 0 Calculated Cross culvert @Sta101+95 CONDUIT 0 08:43 3.27 1.00 2.640 6.359 0.42 0.67 0 Calculated Cross culvert @Sta107+40 CONDUIT 0 08:05 1.92 1.00 0.621 1.838 0.34 0.51 0 Calculated Cross culvert @Sta108+16 CONDUIT 0 08:10 1.40 1.00 0.464 1.331 0.35 0.70 0 Calculated Cross culvert @Sta110+49.5 CONDUIT 0 08:09 2.25 1.00 0.367 6.352 0.06 0.30 0 Calculated Cross culvert @Sta111+17 CONDUIT 0 08:08 0.91 1.00 0.332 3.826 0.09 0.97 0 Calculated Cross culvert @Sta114+20 CONDUIT 0 09:18 0.94 1.00 3.516 18.690 0.19 1.00 783 SURCHARGED Culvert across Mclean Street CONDUIT 0 08:47 3.19 1.00 2.834 3.020 0.94 0.88 0 Calculated Culvert from Sta 106+60 to Sta107+30 CONDUIT 0 08:05 2.24 1.00 0.623 0.692 0.90 0.95 0 Calculated Ex. Underpass_Bridge Sta 124 CHANNEL 0 08:50 1.26 1.00 2.682 1.207 2.22 1.00 939 FLOODED Farm underpass to south ditch CHANNEL 0 10:10 0.93 1.00 3.208 154.822 0.02 0.48 0 Calculated FarmCrossingUnderPass@Sta124+05 CONDUIT 0 10:07 2.65 1.00 2.647 1.389 1.91 0.69 0 > CAPACITY L200 to Sta 107 CHANNEL 0 08:12 0.74 1.00 0.355 9.930 0.04 0.34 0 Calculated L300 line to Sta 124 (south) CHANNEL 0 10:19 0.15 1.00 1.862 42.046 0.04 0.76 0 Calculated Link-66 CHANNEL 0 08:12 0.65 1.00 3.297 32.832 0.10 0.36 0 Calculated Link-68 CONDUIT 0 15:43 2.12 1.00 2.475 73.047 0.03 0.18 0 Calculated Link-69 CHANNEL 0 08:17 0.21 1.00 1.097 0.433 2.53 1.00 865 FLOODED Link-70 CHANNEL 0 10:12 0.43 1.00 6.903 23.154 0.30 1.00 411 FLOODED Link-71 CHANNEL 0 10:15 0.07 1.00 0.161 5.540 0.03 0.73 0 Calculated Overflow to farm underpass CHANNEL 0 10:07 0.59 1.00 2.661 16.663 0.16 1.00 810 FLOODED

Pr. culvert @ L200 CONDUIT 0 08:12 1.80 1.00 0.355 0.503 0.71 0.66 0 Calculated Pr.culvert @L300 CONDUIT 0 08:13 0.48 1.00 1.480 4.124 0.36 1.00 887 SURCHARGED Pump Station to Fraser River CHANNEL 0 08:11 0.75 1.00 2.958 34.588 0.09 0.28 0 Calculated Pump Station to Sta 114+30(south) CHANNEL 0 10:23 0.45 1.00 3.223 57.273 0.06 0.83 0 Calculated Railway_underpass CONDUIT 0 15:43 0.69 1.00 2.326 125.332 0.02 0.38 0 Calculated Sta 101+30 to Mclean Street CHANNEL 0 08:47 0.54 1.00 2.834 29.989 0.09 0.87 0 Calculated Sta 101+35 to Sta 101+30 DIRECT 0 08:43 0.207 Sta 107 to Sta 107 outfall CHANNEL 0 08:07 1.51 1.00 1.408 6.927 0.20 0.48 0 Calculated Sta 107+30 to Sta107+40 CHANNEL 0 08:05 0.31 1.00 0.622 10.020 0.06 0.61 0 Calculated Sta 10740to Sta 107 CHANNEL 0 08:05 0.78 1.00 0.621 10.407 0.06 0.36 0 Calculated Sta 108+20 to Sta 107 CHANNEL 0 08:10 0.81 1.00 0.463 2.662 0.17 0.47 0 Calculated Sta 110+49 to DS pump station CHANNEL 0 08:15 0.70 1.00 0.366 10.804 0.03 0.48 0 Calculated Sta 111+10 to Tributaries CHANNEL 0 08:10 0.46 1.00 0.268 2.065 0.13 0.60 0 Calculated Sta 114 to L300 line (south) CHANNEL 0 08:12 0.20 1.00 1.648 15.168 0.11 0.85 0 Calculated Sta 114+20 to Chester Street CHANNEL 0 09:49 0.49 1.00 3.214 39.533 0.08 0.65 0 Calculated Sta 119 to Chester Street CHANNEL 0 09:45 0.18 1.00 3.214 5.572 0.58 1.00 886 FLOODED Sta 119 to Sta 124 CHANNEL 0 09:47 0.33 1.00 2.658 1.146 2.32 1.00 905 FLOODED Sta 124 (South) CHANNEL 0 10:07 0.82 1.00 2.608 21.315 0.12 0.64 0 Calculated Sta 124 (south) Overflow pond CHANNEL 0 10:13 0.02 1.00 0.070 2.545 0.03 0.55 0 Calculated Sta 124+20 to Sta127+80 CHANNEL 0 08:41 0.59 1.00 3.835 3.835 1.00 1.00 954 FLOODED Sta100+90toSta101+35 CHANNEL 0 08:40 1.69 1.00 2.847 4.979 0.57 0.88 0 Calculated Sta101+35toSta101+95 CHANNEL 0 08:41 0.98 1.00 2.628 5.000 0.53 0.95 0 Calculated Sta101+95 to Sta101+30 CHANNEL 0 08:44 1.49 1.00 2.640 25.000 0.11 0.50 0

Calculated Sta104+40 to L200 CHANNEL 0 08:05 0.32 1.00 0.391 13.722 0.03 0.36 0 Calculated Start of Chester Creek CHANNEL 0 08:31 1.55 1.00 1.583 12.449 0.13 0.48 0 Calculated Pump-02 PUMP 0 09:07 2.500 1.00 949 ******************************** Highest Flow Instability Indexes ******************************** Link Cross culvert @Sta110+49.5 (70) Link Sta 110+49 to DS pump station (70) Link Cross Culvert @ Sta104+40 (61) Link Link-68 (39) Link Railway_underpass (37) WARNING 107 : Initial water surface elevation defined for Junction Jun-61 is below junction invert elevation. Assumed initial water surface elevation equal to invert elevation. WARNING 116 : Conduit inlet invert elevation defined for Conduit Farm underpass to south ditch is below upstream node invert elevation. Assumed conduit inlet invert elevation equal to upstream node invert elevation. WARNING 117 : Conduit outlet invert elevation defined for Conduit Pump Station to Sta 114+30(south) is below downstream node invert elevation. Assumed conduit outlet invert elevation equal to downstream node invert elevation. WARNING 004 : Minimum elevation drop used for Conduit Sta 101+35 to Sta 101+30. WARNING 004 : Minimum elevation drop used for Conduit Sta 124 (south) Overflow pond. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 3. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 4. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 5. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 8. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 9. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 10. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 15. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 19.

WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 20. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 21. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 32. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 33. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node 35. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Jun-61. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.111+00. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.114+40. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.117+90. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.118+05. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.118+40. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.124+00. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.124+00North. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.124+05. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.124+05North. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.127+80. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.132+40. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node Sta.132+40North. Analysis began on: Fri Nov 10 10:17:57 2017 Analysis ended on: Fri Nov 10 10:18:07 2017 Total elapsed time: 00:00:10

APPENDIX D MODEL RESULTS

SCENARIO 1 Element Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Peak Time of Max Travel Design Max Flow / Max Total Max Reported ID Invert Invert Drop Slope Shape Diameter Width Roughness Losses Losses Losses Flow Flow Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Elevation Elevation or Height Flow Velocity Capacity Ratio Total Depth Surcharged Depth Occurrence Ratio (m) (m) (m) (m) (%) (mm) (mm) (cms) (cms) (days hh:mm) (m/sec) (min) (cms) (min) (m) Chester Street Culvert 20.00 3.50 3.49 0.01 0.0500 CIRCULAR 1500.000 1500.00 0.0170 0.5000 1.0000 0.0000 0.00 3.166 0 09:20 2.16 0.15 1.21 2.62 1.00 0.00 1.50 > CAPACITY Cross Culvert @ Sta104+40 31.00 16.11 15.00 1.11 3.5800 CIRCULAR 600.000 600.00 0.0150 0.2000 1.0000 0.0000 0.00 0.261 0 08:00 1.61 0.32 1.01 0.26 0.57 0.00 0.34 Calculated Cross culvert @Sta107+40 35.00 6.66 6.18 0.48 1.3700 CIRCULAR 900.000 900.00 0.0150 0.5000 1.0000 0.0000 0.00 0.621 0 08:05 1.92 0.30 1.84 0.34 0.51 0.00 0.46 Calculated Cross culvert @Sta108+16 31.00 6.42 5.83 0.59 1.9000 CIRCULAR 750.000 750.00 0.0150 0.2000 1.0000 0.0000 0.00 0.464 0 08:10 1.40 0.37 1.33 0.35 0.70 0.00 0.53 Calculated Cross culvert @Sta110+49.5 5.98 5.98 5.00 0.98 16.3900 CIRCULAR 900.000 900.00 0.0150 0.5000 1.0000 0.0000 0.00 0.367 0 08:09 2.25 0.04 6.35 0.06 0.30 0.00 0.27 Calculated Cross culvert @Sta111+17 39.00 3.50 3.00 0.50 1.2800 CIRCULAR 1200.000 1200.00 0.0150 0.5000 1.0000 0.0000 0.00 0.332 0 08:08 0.88 0.74 3.83 0.09 1.00 795.00 1.20 SURCHARGED Cross culvert @Sta114+20 43.00 2.00 1.70 0.30 0.7000 CIRCULAR 2440.000 2440.00 0.0150 0.7000 1.0000 0.0000 0.00 3.381 0 09:00 0.82 0.87 18.69 0.18 1.00 851.00 2.44 SURCHARGED Culvert from Sta 106+60 to Sta107+30 71.00 8.00 6.80 1.20 1.6900 CIRCULAR 600.000 600.00 0.0150 0.5000 1.0000 0.0000 0.00 0.623 0 08:05 2.24 0.53 0.69 0.90 0.95 0.00 0.57 Calculated FarmCrossingUnderPass@Sta124+05 38.00 3.85 3.80 0.05 0.1300 CIRCULAR 1500.000 1500.00 0.0240 0.5000 1.0000 0.0000 0.00 2.694 0 09:26 2.65 0.24 1.39 1.94 0.82 0.00 1.23 > CAPACITY Pr. culvert @ L200 19.00 6.30 6.13 0.17 0.8900 CIRCULAR 600.000 600.00 0.0150 0.5000 1.0000 0.0000 0.00 0.355 0 08:12 1.80 0.18 0.50 0.71 0.66 0.00 0.40 Calculated Pr.culvert @L300 80.00 1.70 1.50 0.20 0.2500 CIRCULAR 2000.000 2000.00 0.0240 0.5000 1.0000 0.0000 0.00 1.884 0 08:52 0.60 2.22 4.12 0.46 1.00 908.00 2.00 SURCHARGED Railway_underpass 20.31 3.10 3.91-0.81-3.9900 Horizontal Ellipse 2850.000 4700.00 0.0150 0.5000 0.5000 0.0000 0.00 3.794 0 16:54 0.86 0.39 125.33 0.03 0.46 0.00 1.32 Calculated

Element Length Inlet Outlet Total Average Channel Channel Channel Left Channel Right Entrance Exit/Bend Additional Lengthening Peak Time of Max Travel Design Max Flow / Max Total Max Reported ID Invert Invert Drop Slope Type Height Width Overbank Manning's Overbank Losses Losses Losses Factor Flow Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Elevation Elevation Manning's Roughness Manning's Flow Velocity Capacity Ratio Total Depth Surcharged Depth Roughness Roughness Occurrence Ratio (m) (m) (m) (m) (%) (m) (m) (cms) (days hh:mm) (m/sec) (min) (cms) (min) (m) Chester Creek Tributary 243.78 40.00 19.98 20.02 8.2100 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.376 0 08:11 0.98 4.15 11.52 0.03 0.26 0.00 0.26 Calculated Chester Creek US of Highway 475.21 12.27 4.21 8.06 1.7000 Trapezoidal 1.000 7.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 4.039 0 08:51 1.08 7.33 9.97 0.41 0.81 0.00 0.81 Calculated Ex. Underpass_Bridge Sta 124 5.00 3.45 3.46-0.01-0.2000 Rectangular 1.250 1.70 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 2.682 0 08:50 1.26 0.07 1.21 2.22 1.00 939.00 1.25 FLOODED Farm underpass to south ditch 6.67 3.60 3.10 0.50 7.5000 Trapezoidal 2.500 9.70 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 3.131 0 09:22 0.89 0.12 154.82 0.02 0.57 0.00 1.43 Calculated L200 to Sta 107 26.50 6.13 4.51 1.62 6.1000 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.355 0 08:12 0.74 0.60 9.93 0.04 0.34 0.00 0.34 Calculated L300 line to Sta 124 (south) 520.00 2.99 1.70 1.29 0.2500 Trapezoidal 3.000 14.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 1.658 0 08:50 0.18 48.15 42.05 0.04 0.82 0.00 2.45 Calculated Link-66 50.52 2.40 2.00 0.40 0.7900 Rectangular 2.500 6.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 1.911 0 00:00 0.39 2.16 32.83 0.06 0.36 0.00 0.81 Calculated Link-69 460.00 4.20 4.21-0.01 0.0000 Trapezoidal 1.000 8.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 1.097 0 08:17 0.21 36.51 0.43 2.53 1.00 938.00 1.00 FLOODED Link-70 415.00 3.10 1.91 1.19 0.2900 Trapezoidal 1.500 16.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 6.935 0 09:31 0.43 16.09 23.15 0.30 1.00 814.00 1.50 FLOODED Link-71 420.00 1.91 4.17-2.26-0.5400 Trapezoidal 1.000 5.70 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.233 0 09:42 0.10 70.00 5.54 0.04 0.86 0.00 0.86 Calculated Overflow to farm underpass 6.56 3.45 3.85-0.40-6.1400 Trapezoidal 1.000 6.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 2.696 0 09:25 0.60 0.18 16.66 0.16 1.00 934.00 1.00 FLOODED Pump Station to Fraser River 22.19 2.60 2.40 0.20 0.8800 Rectangular 2.500 6.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 1.502 0 08:12 0.46 0.80 34.59 0.04 0.28 0.00 0.53 Calculated Pump Station to Sta 114+30(south) 340.00 1.66 2.60-0.94-0.2800 Trapezoidal 3.000 16.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 3.024 0 00:01 0.45 12.59 57.27 0.05 0.88 0.00 2.65 Calculated Sta 101+30 to Mclean Street 24.79 16.41 15.65 0.76 3.0700 Trapezoidal 1.500 9.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 2.834 0 08:47 0.54 0.77 29.99 0.09 0.87 0.00 1.30 Calculated Sta 107 to Sta 107 outfall 69.00 4.52 2.47 2.05 2.9700 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 1.408 0 08:07 1.51 0.76 6.93 0.20 0.48 0.00 0.48 Calculated Sta 107+30 to Sta107+40 5.00 6.80 6.66 0.14 2.8000 Trapezoidal 1.000 6.10 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.622 0 08:05 0.31 0.27 10.02 0.06 0.61 0.00 0.61 Calculated Sta 10740to Sta 107 37.00 6.18 4.51 1.67 4.5100 Trapezoidal 1.000 5.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.621 0 08:05 0.78 0.79 10.41 0.06 0.36 0.00 0.36 Calculated Sta 108+20 to Sta 107 114.00 5.83 4.51 1.32 1.1600 Trapezoidal 1.000 3.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.463 0 08:10 0.81 2.35 2.66 0.17 0.47 0.00 0.47 Calculated Sta 110+49 to DS pump station 15.00 5.00 2.40 2.60 17.3300 Trapezoidal 1.000 3.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.366 0 08:15 0.70 0.36 10.80 0.03 0.42 0.00 0.40 Calculated Sta 111+10 to Tributaries 270.00 4.54 3.50 1.04 0.3900 Trapezoidal 1.000 4.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.268 0 08:10 0.46 9.78 2.07 0.13 0.70 0.00 0.70 Calculated Sta 114 to L300 line (south) 380.00 1.50 1.66-0.16-0.0400 Trapezoidal 3.600 12.08 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 1.896 0 08:54 0.20 31.67 15.17 0.12 0.93 0.00 3.36 Calculated Sta 114+20 to Chester Street 370.00 3.49 2.00 1.49 0.4000 Trapezoidal 3.000 12.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 3.161 0 09:22 0.44 14.02 39.53 0.08 0.74 0.00 2.23 Calculated Sta 119 to Chester Street 40.32 3.49 3.50-0.01-0.0200 Trapezoidal 1.200 18.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 3.169 0 09:18 0.18 3.73 5.57 0.57 1.00 934.00 1.20 FLOODED Sta 119 to Sta 124 560.00 3.46 3.49-0.03-0.0100 Trapezoidal 1.200 8.60 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 2.559 0 09:15 0.31 30.11 1.15 2.23 1.00 935.00 1.20 FLOODED Sta 124 (South) 5.00 3.10 2.99 0.11 2.2000 Rectangular 2.500 3.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 2.231 0 09:25 0.95 0.09 21.32 0.10 0.74 0.00 1.84 Calculated Sta 124 (south) Overflow pond 16.00 2.99 2.99 0.00 0.0000 Trapezoidal 3.000 9.90 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.094 0 09:32 0.02 13.33 2.55 0.04 0.63 0.00 1.90 Calculated Sta 124+20 to Sta127+80 375.00 4.21 3.45 0.76 0.2000 Trapezoidal 0.600 11.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 3.835 0 08:41 0.59 10.59 3.83 1.00 1.00 954.00 0.60 FLOODED Sta100+90toSta101+35 45.00 24.50 22.65 1.84 4.1000 Trapezoidal 0.800 4.20 0.0000 0.0500 0.0000 0.0000 0.0000 0.0000 1.00 2.847 0 08:40 1.69 0.44 4.98 0.57 0.88 0.00 0.71 Calculated Sta101+35toSta101+95 52.61 22.65 21.84 0.81 1.5500 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.0000 0.0000 0.0000 1.00 2.628 0 08:41 0.98 0.89 5.00 0.53 0.95 0.00 0.95 Calculated Sta101+95 to Sta101+30 72.60 19.15 16.41 2.73 3.7700 Trapezoidal 1.500 6.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 2.640 0 08:44 1.49 0.81 25.00 0.11 0.50 0.00 0.75 Calculated Sta104+40 to L200 210.00 13.70 6.30 7.40 3.5200 Trapezoidal 1.000 6.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 0.391 0 08:05 0.32 10.94 13.72 0.03 0.36 0.00 0.36 Calculated Start of Chester Creek 119.59 19.98 12.27 7.71 6.4500 Trapezoidal 1.000 5.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 1.00 1.583 0 08:31 1.55 1.29 12.45 0.13 0.48 0.00 0.48 Calculated

SN Element X Coordinate Y Coordinate Description Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (m) (m) (cms) (cms) (m) (m) 1 FarmUnderpassOutfall 45763.31 45951.37 2.83 NORMAL NO 3.79 0.00 0.49 3.32 2 OutfallSTA107 44315.21 46790.94 2.47 NORMAL NO 1.41 0.00 0.47 2.95 3 Out-Sta101 43982.73 46982.74 15.24 NORMAL NO 2.83 0.00 0.00 15.24 4 PumpStationOutfall 44562.24 46635.50 2.00 FIXED NO 3.00 1.91 0.00 1.00 3.00

SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum Peak Peak Maximum Maximum Maximum Minimum Average Average Time of Time of Total Total ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Inflow Lateral HGL HGL Surcharge Freeboard HGL HGL Maximum Peak Flooded Time Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Attained Attained Attained Occurrence Occurrence (m) (m) (m) (m) (m) (m) (m) (m²) (mm) (cms) (cms) (m) (m) (m) (m) (m) (m) (days hh:mm) (days hh:mm) (ha-mm) (minutes) 1 64 24.50 25.39 0.90 24.50 0.00 25.69 0.30 50.00 95.00 2.85 2.85 25.11 0.61 0.00 0.28 24.89 0.39 0 08:40 0 00:00 0.00 0.00 2 64 22.65 23.81 1.15 22.65 0.00 24.11 0.30 50.00 151.00 2.85 0.00 23.56 0.91 0.00 0.25 23.12 0.47 0 08:43 0 00:00 0.00 0.00 3 64 21.84 22.71 0.87 21.84 0.00 23.07 0.36 50.00 0.00 2.64 0.04 23.29 1.45 0.25 0.00 22.58 0.74 0 08:43 0 08:23 4.75 59.00 4 64 19.15 20.26 1.11 19.15 0.00 21.00 0.74 50.00 0.00 2.64 0.00 19.56 0.41 0.00 1.09 19.38 0.23 0 08:44 0 00:00 0.00 0.00 5 64 18.07 18.39 0.32 18.07 0.00 18.79 0.40 50.00 0.00 0.21 0.00 18.08 0.01 0.00 0.89 18.08 0.01 0 08:43 0 00:00 0.00 0.00 6 64 16.41 18.00 1.59 16.41 0.00 18.37 0.37 50.00 89.00 2.85 0.00 17.51 1.10 0.00 0.49 16.71 0.30 0 08:47 0 00:00 0.00 0.00 7 64 16.11 17.28 1.17 16.11 0.00 17.47 0.20 50.00 565.00 0.26 0.26 16.58 0.47 0.00 0.69 16.30 0.19 0 08:00 0 00:00 0.00 0.00 8 64 13.70 15.20 1.50 13.70 0.00 15.70 0.50 50.00 0.00 0.39 0.22 13.83 0.13 0.00 1.77 13.77 0.07 0 08:05 0 00:00 0.00 0.00 9 64 6.30 7.00 0.70 6.30 0.00 7.63 0.63 50.00 0.00 0.39 0.00 6.90 0.60 0.00 0.40 6.61 0.31 0 08:12 0 00:00 0.00 0.00 10 64 6.13 7.10 0.97 6.13 0.00 7.88 0.78 50.00 0.00 0.35 0.00 6.32 0.19 0.00 0.81 6.23 0.10 0 08:12 0 00:00 0.00 0.00 11 64 8.00 10.76 2.76 8.00 0.00 10.76 0.00 50.00 2155.00 0.62 0.62 8.91 0.91 0.00 1.84 8.36 0.36 0 08:04 0 00:00 0.00 0.00 12 64 6.80 10.03 3.23 6.80 0.00 10.03 0.00 50.00 2231.00 0.62 0.00 7.34 0.54 0.00 2.69 6.99 0.19 0 08:05 0 00:00 0.00 0.00 13 64 6.66 7.86 1.20 6.66 0.00 9.92 2.06 50.00 200.00 0.62 0.00 7.34 0.68 0.00 0.52 6.99 0.33 0 08:05 0 00:00 0.00 0.00 14 64 6.18 7.18 1.00 6.18 0.00 7.38 0.20 50.00 0.00 0.62 0.00 6.41 0.23 0.00 0.77 6.29 0.11 0 08:05 0 00:00 0.00 0.00 15 64 4.51 4.90 0.39 4.51 0.00 4.99 0.09 50.00 0.00 1.41 0.00 5.00 0.49 0.00 0.52 4.78 0.27 0 08:07 0 00:00 0.00 0.00 16 64 6.42 8.80 2.38 6.42 0.00 9.20 0.40 50.00 1630.00 0.46 0.46 7.02 0.60 0.00 1.78 6.68 0.26 0 08:10 0 00:00 0.00 0.00 17 64 5.83 7.09 1.26 5.83 0.00 7.39 0.30 50.00 258.00 0.46 0.00 6.29 0.46 0.00 0.80 6.07 0.24 0 08:10 0 00:00 0.00 0.00 18 64 5.98 7.50 1.52 5.98 0.00 7.60 0.10 50.00 620.00 0.37 0.37 6.38 0.40 0.00 1.12 6.20 0.22 0 08:09 0 00:00 0.00 0.00 19 64 5.00 5.90 0.90 5.00 0.00 6.08 0.18 50.00 0.00 0.37 0.00 5.15 0.15 0.00 0.85 5.08 0.08 0 08:15 0 00:00 0.00 0.00 20 64 2.40 4.00 1.60 3.20 0.80 5.00 1.00 50.00 0.00 1.30 0.00 3.20 0.80 0.00 1.90 3.03 0.63 0 00:00 0 00:00 0.00 0.00 21 64 4.54 4.61 0.07 4.54 0.00 4.61 0.00 50.00 0.00 0.27 0.27 4.95 0.41 0.00 0.59 4.85 0.31 0 16:36 0 00:00 0.00 0.00 22 64 3.50 5.20 1.70 3.50 0.00 6.14 0.94 50.00 500.00 0.27 0.00 4.94 1.44 0.00 0.26 4.67 1.17 0 16:43 0 00:00 0.00 0.00 23 30a 3.85 7.31 3.46 3.85 0.00 7.45 0.14 50.00 1963.00 2.70 0.00 5.28 1.43 0.00 2.04 5.02 1.17 0 09:14 0 00:00 0.00 0.00 24 64 12.27 13.00 0.73 12.27 0.00 13.50 0.50 50.00 0.00 4.05 2.52 12.89 0.62 0.00 0.38 12.68 0.41 0 08:51 0 00:00 0.00 0.00 25 64 19.98 20.70 0.72 19.98 0.00 21.00 0.30 50.00 0.00 1.58 1.32 20.33 0.35 0.00 0.65 20.22 0.24 0 08:31 0 00:00 0.00 0.00 26 64 40.00 41.20 1.20 40.00 0.00 41.50 0.30 50.00 200.00 0.38 0.38 40.18 0.18 0.00 1.02 40.10 0.10 0 08:11 0 00:00 0.00 0.00 27 64 3.80 4.20 0.40 3.80 0.00 4.32 0.12 50.00 0.00 2.69 0.00 4.89 1.09 0.00 1.41 4.65 0.85 0 16:54 0 00:00 0.00 0.00 28 6a 15.65 21.65 6.00 15.65 0.00 21.65 0.00 50.00 4500.00 2.83 0.00 17.50 1.85 0.00 4.15 16.54 0.89 0 08:47 0 00:00 0.00 0.00 29 64 2.99 6.00 3.01 3.20 0.21 6.00 0.00 50.00 10.00 0.07 0.00 4.89 1.90 0.00 1.11 4.58 1.59 0 16:54 0 00:00 0.00 0.00 30 64 2.40 8.63 6.23 3.20 0.80 8.63 0.00 50.00 3730.00 1.50 0.00 3.20 0.80 0.00 5.43 3.01 0.61 0 00:00 0 00:00 0.00 0.00 31 64 3.91 6.50 2.59 3.20-0.71 7.10 0.60 50.00 0.00 3.79 0.00 4.77 0.86 0.00 1.99 4.57 0.66 0 16:54 0 00:00 0.00 0.00 32 Sta.111+00 2.64 4.40 1.76 2.64 0.00 4.40 0.00 50.00 0.00 3.02 0.00 4.94 2.30 0.00 0.70 4.62 1.98 0 16:43 0 00:00 0.00 0.00 33 Sta.114+40 1.66 5.20 3.54 3.20 1.54 6.00 0.80 50.00 0.00 3.38 0.00 4.94 3.28 0.00 0.32 4.62 2.96 0 16:43 0 00:00 0.00 0.00 34 Sta.114+40North 2.00 5.30 3.30 3.20 1.20 5.50 0.20 50.00 300.00 3.67 1.13 4.97 2.97 0.00 0.33 4.65 2.65 0 16:36 0 00:00 0.00 0.00 35 Sta.117+90 3.49 4.80 1.31 3.49 0.00 5.06 0.26 50.00 0.00 3.17 0.00 4.98 1.49 0.00 1.51 4.73 1.24 0 16:36 0 00:00 0.00 0.00 36 Sta.118+00 1.50 5.20 3.70 3.20 1.70 6.00 0.80 50.00 100.00 2.07 0.20 4.94 3.44 0.00 0.26 4.62 3.12 0 16:42 0 00:00 0.00 0.00 37 Sta.118+05 3.50 4.85 1.35 3.50 0.00 5.46 0.61 50.00 0.00 3.17 0.00 5.11 1.61 0.11 0.00 4.91 1.41 0 16:22 0 11:14 4.77 518.00 38 Sta.118+40 3.49 4.41 0.92 3.49 0.00 4.50 0.09 50.00 0.00 3.25 1.58 5.12 1.63 0.43 0.00 4.91 1.42 0 16:21 0 08:24 147.65 935.00 39 Sta.118+80 1.70 5.20 3.50 3.20 1.50 5.55 0.35 50.00 500.00 1.88 0.00 4.89 3.19 0.00 0.31 4.59 2.89 0 16:54 0 00:00 0.00 0.00 40 Sta.124+00 2.99 4.20 1.21 3.20 0.21 4.29 0.09 50.00 0.00 2.54 0.00 4.89 1.90 0.00 1.10 4.58 1.59 0 16:54 0 00:00 0.00 0.00 41 Sta.124+00North 3.46 4.21 0.76 3.46 0.00 4.80 0.59 50.00 0.00 2.68 0.00 5.19 1.73 0.48 0.00 4.98 1.52 0 16:25 0 08:21 157.42 939.00 42 Sta.124+05 3.10 4.20 1.10 3.20 0.10 4.21 0.01 50.00 0.00 6.62 0.00 4.88 1.78 0.00 1.07 4.57 1.47 0 16:54 0 00:00 0.00 0.00 43 Sta.124+05North 3.45 4.20 0.75 3.48 0.03 4.40 0.20 50.00 0.00 4.07 0.26 5.28 1.83 0.59 0.00 5.03 1.58 0 09:15 0 08:26 168.61 944.00 44 Sta.127+80 4.21 4.73 0.52 4.21 0.00 5.09 0.36 50.00 0.00 7.02 3.55 7.27 3.06 2.06 0.00 6.08 1.87 0 11:27 0 08:22 1177.04 939.00 45 Sta.128+20 1.91 4.20 2.29 1.91 0.00 4.32 0.12 50.00 790.00 7.02 0.07 4.88 2.97 0.68 0.00 4.46 2.55 0 17:00 0 09:31 512.30 892.00 46 Sta.132+40 4.17 5.00 0.83 4.17 0.00 6.00 1.00 50.00 0.00 0.23 0.00 4.88 0.71 0.00 0.29 4.69 0.52 0 16:59 0 00:00 0.00 0.00 47 Sta.132+40North 4.20 5.00 0.80 4.20 0.00 6.00 1.00 50.00 0.00 1.10 0.00 7.27 3.07 2.07 0.00 6.00 1.80 0 11:32 0 08:22 406.67 938.00

SN Element Description Area Drainage Weighted Rain Gage Total Total Peak Time ID Node ID Curve ID Precipitation Runoff Runoff of Number Concentration (ha) (mm) (mm) (cms) (days hh:mm:ss) 1 {Ditch}.A0 48.69 Sta.127+80 70.60 Rain Gage-01 158.22 77.37 1.71 0 00:54:10 2 {Ditch}.A1-1 UpperChesterCreekCatchment 163.05 64 58.90 Rain Gage-01 158.22 50.24 2.52 0 01:12:58 3 {Ditch}.A1-10a 1.02 64 98.00 Rain Gage-01 158.22 152.17 0.11 0 00:08:30 4 {Ditch}.A1-2 UpperChesterCreekCatchment 74.12 64 57.00 Rain Gage-01 158.22 46.15 1.08 0 00:55:47 5 {Ditch}.A1-3 24.13 64 55.00 Rain Gage-01 158.22 41.94 0.43 0 00:13:07 6 {Ditch}.A1-4 20.66 64 56.00 Rain Gage-01 158.22 44.02 0.38 0 00:18:11 7 {Ditch}.A1-5 50.16 Sta.127+80 62.80 Rain Gage-01 158.22 58.93 1.36 0 00:33:23 8 {Ditch}.A1-6 19.23 Sta.127+80 67.85 Rain Gage-01 158.22 70.71 0.80 0 00:17:33 9 {Ditch}.A1-7 2.99 Sta.124+05North 74.00 Rain Gage-01 158.22 85.80 0.17 0 00:12:49 10 {Ditch}.A1-7a 3.02 Sta.124+05North 98.00 Rain Gage-01 158.22 152.17 0.17 0 01:54:17 11 {Ditch}.A1-8 34.43 Sta.118+40 68.95 Rain Gage-01 158.22 73.36 1.47 0 00:20:21 12 {Ditch}.A1-8a 1.71 Sta.118+40 98.00 Rain Gage-01 158.22 152.17 0.13 0 00:52:20 13 {Ditch}.A1-9 37.12 Sta.114+40North 61.40 Rain Gage-01 158.22 55.78 1.04 0 00:19:52 14 {Ditch}.A1-9a 1.08 Sta.114+40North 98.00 Rain Gage-01 158.22 152.17 0.10 0 00:35:12 15 {Ditch}.A5-2 7.00 Sta.118+00 74.00 Rain Gage-01 158.22 85.80 0.20 0 02:06:52 16 {Ditch}.B1-1 19.00 64 56.85 Rain Gage-01 158.22 45.82 0.37 0 00:20:28 17 {Ditch}.B1-1a 0.63 64 98.00 Rain Gage-01 158.22 152.17 0.06 0 00:18:01 18 {Ditch}.B1-2 15.14 64 60.10 Rain Gage-01 158.22 52.88 0.41 0 00:15:00 19 {Ditch}.B1-2b 1.11 64 98.00 Rain Gage-01 158.22 152.17 0.12 0 00:08:34 20 {Ditch}.B1-3 18.25 64 60.20 Rain Gage-01 158.22 53.09 0.52 0 00:09:04 21 {Ditch}.B1-3a 0.30 64 98.00 Rain Gage-01 158.22 152.17 0.03 0 00:05:00 22 {Ditch}.B1-4 3.85 64 75.00 Rain Gage-01 158.22 88.34 0.23 0 00:05:27 23 {Ditch}.B2 5.40 64 74.00 Rain Gage-01 158.22 85.80 0.22 0 00:54:55 24 {Ditch}.C1-1 135.79 64 62.17 Rain Gage-01 158.22 57.51 2.85 0 01:01:12 25 {Ditch}.Ca 0.39 64 98.00 Rain Gage-01 158.22 152.17 0.04 0 00:05:20 26 A1-10 8.63 64 57.75 Rain Gage-01 158.22 47.75 0.18 0 00:19:12 27 Sub-01 7.00 Sta.128+20 72.00 Rain Gage-01 158.22 80.82 0.07 0 16:52:22

SCENARIO 2 Element Length Inlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap Lengthening Peak Design Max Total Max Reported ID Invert Invert Drop Slope Shape Diameter Width Roughness Losses Losses Losses Flow Gate Factor Flow Flow Flow Depth / Time Flow Condition Elevation Elevation or Height Capacity Total Depth Surcharged Depth Ratio (m) (m) (m) (m) (%) (mm) (mm) (cms) (cms) (cms) (min) (m) Chester Street Culvert 20.00 3.50 3.49 0.01 0.0500 CIRCULAR 1500.000 1500.00 0.0170 0.5000 1.0000 0.0000 0.00 NO 1.00 3.214 1.21 0.78 0.00 1.17 > CAPACITY Cross Culvert @ Sta104+40 31.00 16.11 15.00 1.11 3.5800 CIRCULAR 600.000 600.00 0.0150 0.2000 1.0000 0.0000 0.00 NO 1.00 0.261 1.01 0.57 0.00 0.34 Calculated Cross culvert @Sta107+40 35.00 6.66 6.18 0.48 1.3700 CIRCULAR 900.000 900.00 0.0150 0.5000 1.0000 0.0000 0.00 NO 1.00 0.621 1.84 0.51 0.00 0.46 Calculated Cross culvert @Sta108+16 31.00 6.42 5.83 0.59 1.9000 CIRCULAR 750.000 750.00 0.0150 0.2000 1.0000 0.0000 0.00 NO 1.00 0.464 1.33 0.70 0.00 0.53 Calculated Cross culvert @Sta110+49.5 5.98 5.98 5.00 0.98 16.3900 CIRCULAR 900.000 900.00 0.0150 0.5000 1.0000 0.0000 0.00 NO 1.00 0.367 6.35 0.30 0.00 0.27 Calculated Cross culvert @Sta111+17 39.00 3.50 3.00 0.50 1.2800 CIRCULAR 1200.000 1200.00 0.0150 0.5000 1.0000 0.0000 0.00 NO 1.00 0.333 3.83 0.70 0.00 0.84 Calculated Cross culvert @Sta114+20 43.00 2.00 1.70 0.30 0.7000 CIRCULAR 2440.000 2440.00 0.0150 0.7000 1.0000 0.0000 0.00 NO 1.00 3.625 18.69 0.94 0.00 2.29 Calculated Culvert from Sta 106+60 to Sta107+30 71.00 8.00 6.80 1.20 1.6900 CIRCULAR 600.000 600.00 0.0150 0.5000 1.0000 0.0000 0.00 NO 1.00 0.623 0.69 0.95 0.00 0.57 Calculated FarmCrossingUnderPass@Sta124+05 38.00 3.85 3.80 0.05 0.1300 CIRCULAR 1500.000 1500.00 0.0240 0.5000 1.0000 0.0000 0.00 NO 1.00 2.509 1.39 0.56 0.00 0.82 > CAPACITY Pr. culvert @ L200 19.00 6.30 6.13 0.17 0.8900 CIRCULAR 600.000 600.00 0.0150 0.5000 1.0000 0.0000 0.00 NO 1.00 0.355 0.50 0.66 0.00 0.40 Calculated Pr.culvert @L300 80.00 1.70 1.50 0.20 0.2500 CIRCULAR 2000.000 2000.00 0.0240 0.5000 1.0000 0.0000 0.00 NO 1.00 1.439 4.12 1.00 864.00 2.00 SURCHARGED

Element Length Inlet Outlet Total Average Channel Channel Channel Left Channel Right Entrance Exit/Bend Additional Initial Flap Lengthening Peak Time of Max Travel Design Max Flow / Max Total Max Reported ID Invert Invert Drop Slope Type Height Width Overbank Manning's Overbank Losses Losses Losses Flow Gate Factor Flow Peak Flow Time Flow Design Flow Flow Depth / Time Flow Condition Elevation Elevation Manning's Roughness Manning's Flow Velocity Capacity Ratio Total Depth Surcharged Depth Roughness Roughness Occurrence Ratio (m) (m) (m) (m) (%) (m) (m) (cms) (cms) (days hh:mm) (m/sec) (min) (cms) (min) (m) Chester Creek Tributary 243.78 40.00 19.98 20.02 8.2100 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.376 0 08:11 0.98 4.15 11.52 0.03 0.26 0.00 0.26 Calculated Chester Creek US of Highway 475.21 12.27 4.21 8.06 1.7000 Trapezoidal 1.000 7.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 4.039 0 08:51 1.08 7.33 9.97 0.41 0.81 0.00 0.81 Calculated Ex. Underpass_Bridge Sta 124 5.00 3.45 3.46-0.01-0.2000 Rectangular 1.250 1.70 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 2.682 0 08:50 1.26 0.07 1.21 2.22 1.00 821.00 1.25 FLOODED Farm underpass to south ditch 6.67 3.60 3.10 0.50 7.5000 Trapezoidal 2.500 9.70 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 3.421 0 11:19 0.99 0.11 154.82 0.02 0.32 0.00 0.78 Calculated Floodgate 16.00 2.64 2.40 0.24 1.5000 Rectangular 1.000 2.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 4.278 0 12:10 2.23 0.12 3.09 1.39 0.96 0.00 0.96 > CAPACITY L200 to Sta 107 26.50 6.13 4.51 1.62 6.1000 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.355 0 08:12 0.74 0.60 9.93 0.04 0.34 0.00 0.34 Calculated L300 line to Sta 124 (south) 520.00 2.99 1.70 1.29 0.2500 Trapezoidal 3.000 14.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 1.966 0 12:10 0.14 61.90 42.05 0.05 0.61 0.00 1.84 Calculated Link-66 50.52 2.40 2.00 0.40 0.7900 Rectangular 2.500 6.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 4.418 0 12:06 0.83 1.01 32.83 0.13 0.36 0.00 0.88 Calculated Link-69 460.00 4.20 4.21-0.01 0.0000 Trapezoidal 1.000 8.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 1.097 0 08:17 0.21 36.51 0.43 2.53 1.00 765.00 1.00 FLOODED Link-70 415.00 3.10 1.91 1.19 0.2900 Trapezoidal 1.500 16.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 6.904 0 12:40 0.43 16.09 23.15 0.30 0.88 0.00 1.32 Calculated Link-71 420.00 1.91 4.17-2.26-0.5400 Trapezoidal 1.000 5.70 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.107 0 11:42 0.05 140.00 5.54 0.02 0.55 0.00 0.54 Calculated Overflow to farm underpass 6.56 3.45 3.85-0.40-6.1400 Trapezoidal 1.000 6.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 2.578 0 11:08 0.57 0.19 16.66 0.15 1.00 620.00 1.00 FLOODED Pump Station to Fraser River 22.19 2.60 2.40 0.20 0.8800 Rectangular 2.500 6.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 4.418 0 12:05 0.99 0.37 34.59 0.13 0.30 0.00 0.74 Calculated Pump Station to Sta 114+30(south) 340.00 1.66 2.60-0.94-0.2800 Trapezoidal 3.000 16.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 4.264 0 12:04 0.22 25.76 57.27 0.07 0.65 0.00 1.96 Calculated Sta 101+30 to Mclean Street 24.79 16.41 15.65 0.76 3.0700 Trapezoidal 1.500 9.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 2.834 0 08:47 0.54 0.77 29.99 0.09 0.87 0.00 1.30 Calculated Sta 107 to Sta 107 outfall 69.00 4.52 2.47 2.05 2.9700 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 1.408 0 08:07 1.51 0.76 6.93 0.20 0.48 0.00 0.48 Calculated Sta 107+30 to Sta107+40 5.00 6.80 6.66 0.14 2.8000 Trapezoidal 1.000 6.10 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.622 0 08:05 0.31 0.27 10.02 0.06 0.61 0.00 0.61 Calculated Sta 10740to Sta 107 37.00 6.18 4.51 1.67 4.5100 Trapezoidal 1.000 5.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.621 0 08:05 0.78 0.79 10.41 0.06 0.36 0.00 0.36 Calculated Sta 108+20 to Sta 107 114.00 5.83 4.51 1.32 1.1600 Trapezoidal 1.000 3.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.463 0 08:10 0.81 2.35 2.66 0.17 0.47 0.00 0.47 Calculated Sta 110+49 to DS pump station 15.00 5.00 2.40 2.60 17.3300 Trapezoidal 1.000 3.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.366 0 08:15 0.63 0.40 10.80 0.03 0.50 0.00 0.50 Calculated Sta 111+10 to Tributaries 270.00 4.54 3.50 1.04 0.3900 Trapezoidal 1.000 4.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.268 0 08:10 0.46 9.78 2.07 0.13 0.39 0.00 0.39 Calculated Sta 114 to L300 line (south) 380.00 1.50 1.66-0.16-0.0400 Trapezoidal 3.600 12.08 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 1.553 0 12:23 0.12 52.78 15.17 0.10 0.71 0.00 2.54 Calculated Sta 114+20 to Chester Street 370.00 3.49 2.00 1.49 0.4000 Trapezoidal 3.000 12.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 3.214 0 09:54 0.51 12.09 39.53 0.08 0.49 0.00 1.46 Calculated Sta 119 to Chester Street 40.32 3.49 3.50-0.01-0.0200 Trapezoidal 1.200 18.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 3.214 0 09:49 0.18 3.73 5.57 0.58 1.00 624.00 1.20 FLOODED Sta 119 to Sta 124 560.00 3.46 3.49-0.03-0.0100 Trapezoidal 1.200 8.60 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 2.670 0 10:27 0.33 28.28 1.15 2.33 1.00 639.00 1.20 FLOODED Sta 124 (South) 5.00 3.10 2.99 0.11 2.2000 Rectangular 2.500 3.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 2.779 0 11:16 0.87 0.10 21.32 0.13 0.47 0.00 1.18 Calculated Sta 124 (south) Overflow pond 16.00 2.99 2.99 0.00 0.0000 Trapezoidal 3.000 9.90 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.086 0 15:15 0.02 13.33 2.55 0.03 0.41 0.00 1.22 Calculated Sta 124+20 to Sta127+80 375.00 4.21 3.45 0.76 0.2000 Trapezoidal 0.600 11.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 3.835 0 08:41 0.59 10.59 3.83 1.00 1.00 954.00 0.60 FLOODED Sta100+90toSta101+35 45.00 24.50 22.65 1.84 4.1000 Trapezoidal 0.800 4.20 0.0000 0.0500 0.0000 0.0000 0.0000 0.0000 0.00 NO 1.00 2.847 0 08:40 1.69 0.44 4.98 0.57 0.88 0.00 0.71 Calculated Sta101+35toSta101+95 52.61 22.65 21.84 0.81 1.5500 Trapezoidal 1.000 5.00 0.0000 0.0500 0.0000 0.0000 0.0000 0.0000 0.00 NO 1.00 2.628 0 08:41 0.98 0.89 5.00 0.53 0.95 0.00 0.95 Calculated Sta101+95 to Sta101+30 72.60 19.15 16.41 2.73 3.7700 Trapezoidal 1.500 6.00 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 2.640 0 08:44 1.49 0.81 25.00 0.11 0.50 0.00 0.75 Calculated Sta104+40 to L200 210.00 13.70 6.30 7.40 3.5200 Trapezoidal 1.000 6.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 0.391 0 08:05 0.32 10.94 13.72 0.03 0.36 0.00 0.36 Calculated Start of Chester Creek 119.59 19.98 12.27 7.71 6.4500 Trapezoidal 1.000 5.50 0.0000 0.0500 0.0000 0.5000 0.5000 0.0000 0.00 NO 1.00 1.583 0 08:31 1.55 1.29 12.45 0.13 0.48 0.00 0.48 Calculated

SN Element Invert Boundary Flap Fixed Peak Peak Maximum Maximum ID Elevation Type Gate Water Inflow Lateral HGL Depth HGL Elevation Elevation Inflow Attained Attained (m) (m) (cms) (cms) (m) (m) 1 FarmUnderpassOutfall 2.83 NORMAL NO 0.56 0.00 0.18 3.01 2 OutfallSTA107 2.47 NORMAL NO 1.41 0.00 0.47 2.95 3 Out-Sta101 15.24 NORMAL NO 2.83 0.00 0.00 15.24 4 PumpStationOutfall 2.00 FIXED NO 3.00 4.42 0.00 1.00 3.00

SN Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum Peak Peak Maximum Maximum Maximum Minimum Average Average Time of Time of Total Total Elevation (Max) (Max) Water Water Elevation Depth Area Pipe Cover Inflow Lateral HGL HGL Surcharge Freeboard HGL HGL Maximum Peak Flooded Time Elevation Offset Elevation Depth Inflow Elevation Depth Depth Attained Elevation Depth HGL Flooding Volume Flooded Attained Attained Attained Attained Attained Occurrence Occurrence (m) (m) (m) (m) (m) (m) (m) (m²) (mm) (cms) (cms) (m) (m) (m) (m) (m) (m) (days hh:mm) (days hh:mm) (ha-mm) (minutes) 1 24.50 25.39 0.90 24.50 0.00 25.69 0.30 50.00 95.00 2.85 2.85 25.11 0.61 0.00 0.28 24.89 0.39 0 08:40 0 00:00 0.00 0.00 2 22.65 23.81 1.15 22.65 0.00 24.11 0.30 50.00 151.00 2.85 0.00 23.56 0.91 0.00 0.25 23.12 0.47 0 08:43 0 00:00 0.00 0.00 3 21.84 22.71 0.87 21.84 0.00 23.07 0.36 50.00 0.00 2.64 0.04 23.29 1.45 0.25 0.00 22.57 0.73 0 08:43 0 08:23 4.75 59.00 4 19.15 20.26 1.11 19.15 0.00 21.00 0.74 50.00 0.00 2.64 0.00 19.56 0.41 0.00 1.09 19.38 0.23 0 08:44 0 00:00 0.00 0.00 5 18.07 18.39 0.32 18.07 0.00 18.79 0.40 50.00 0.00 0.21 0.00 18.08 0.01 0.00 0.89 18.08 0.01 0 08:43 0 00:00 0.00 0.00 6 16.41 18.00 1.59 16.41 0.00 18.37 0.37 50.00 89.00 2.85 0.00 17.51 1.10 0.00 0.49 16.71 0.30 0 08:47 0 00:00 0.00 0.00 7 16.11 17.28 1.17 16.11 0.00 17.47 0.20 50.00 565.00 0.26 0.26 16.58 0.47 0.00 0.69 16.29 0.18 0 08:00 0 00:00 0.00 0.00 8 13.70 15.20 1.50 13.70 0.00 15.70 0.50 50.00 0.00 0.39 0.22 13.83 0.13 0.00 1.77 13.76 0.06 0 08:05 0 00:00 0.00 0.00 9 6.30 7.00 0.70 6.30 0.00 7.63 0.63 50.00 0.00 0.39 0.00 6.90 0.60 0.00 0.40 6.61 0.31 0 08:12 0 00:00 0.00 0.00 10 6.13 7.10 0.97 6.13 0.00 7.88 0.78 50.00 0.00 0.35 0.00 6.32 0.19 0.00 0.81 6.23 0.10 0 08:12 0 00:00 0.00 0.00 11 8.00 10.76 2.76 8.00 0.00 10.76 0.00 50.00 2155.00 0.62 0.62 8.91 0.91 0.00 1.84 8.36 0.36 0 08:05 0 00:00 0.00 0.00 12 6.80 10.03 3.23 6.80 0.00 10.03 0.00 50.00 2231.00 0.62 0.00 7.34 0.54 0.00 2.69 6.99 0.19 0 08:05 0 00:00 0.00 0.00 13 6.66 7.86 1.20 6.66 0.00 9.92 2.06 50.00 200.00 0.62 0.00 7.34 0.68 0.00 0.52 6.98 0.32 0 08:05 0 00:00 0.00 0.00 14 6.18 7.18 1.00 6.18 0.00 7.38 0.20 50.00 0.00 0.62 0.00 6.41 0.23 0.00 0.77 6.29 0.11 0 08:05 0 00:00 0.00 0.00 15 4.51 4.90 0.39 4.51 0.00 4.99 0.09 50.00 0.00 1.41 0.00 5.00 0.49 0.00 0.52 4.78 0.27 0 08:07 0 00:00 0.00 0.00 16 6.42 8.80 2.38 6.42 0.00 9.20 0.40 50.00 1630.00 0.46 0.46 7.02 0.60 0.00 1.78 6.68 0.26 0 08:10 0 00:00 0.00 0.00 17 5.83 7.09 1.26 5.83 0.00 7.39 0.30 50.00 258.00 0.46 0.00 6.29 0.46 0.00 0.80 6.07 0.24 0 08:10 0 00:00 0.00 0.00 18 5.98 7.50 1.52 5.98 0.00 7.60 0.10 50.00 620.00 0.37 0.37 6.38 0.40 0.00 1.12 6.20 0.22 0 08:09 0 00:00 0.00 0.00 19 5.00 5.90 0.90 5.00 0.00 6.08 0.18 50.00 0.00 0.37 0.00 5.15 0.15 0.00 0.85 5.08 0.08 0 08:15 0 00:00 0.00 0.00 20 2.40 4.00 1.60 3.20 0.80 5.00 1.00 50.00 0.00 4.42 0.00 3.32 0.92 0.00 1.78 3.24 0.84 0 12:05 0 00:00 0.00 0.00 21 4.54 4.61 0.07 4.54 0.00 4.61 0.00 50.00 0.00 0.27 0.27 4.90 0.36 0.00 0.64 4.72 0.18 0 08:10 0 00:00 0.00 0.00 22 3.50 5.20 1.70 3.50 0.00 6.14 0.94 50.00 500.00 0.27 0.00 4.09 0.59 0.00 1.11 3.93 0.43 0 12:11 0 00:00 0.00 0.00 23 3.85 7.31 3.46 3.85 0.00 7.45 0.14 50.00 1963.00 2.58 0.00 5.31 1.46 0.00 2.00 4.83 0.98 0 09:51 0 00:00 0.00 0.00 24 12.27 13.00 0.73 12.27 0.00 13.50 0.50 50.00 0.00 4.05 2.52 12.89 0.62 0.00 0.38 12.68 0.41 0 08:51 0 00:00 0.00 0.00 25 19.98 20.70 0.72 19.98 0.00 21.00 0.30 50.00 0.00 1.58 1.32 20.33 0.35 0.00 0.65 20.22 0.24 0 08:31 0 00:00 0.00 0.00 26 40.00 41.20 1.20 40.00 0.00 41.50 0.30 50.00 200.00 0.38 0.38 40.18 0.18 0.00 1.02 40.10 0.10 0 08:11 0 00:00 0.00 0.00 27 3.80 4.20 0.40 3.80 0.00 4.32 0.12 50.00 0.00 2.51 0.00 4.25 0.45 0.00 2.05 4.04 0.24 0 11:24 0 00:00 0.00 0.00 28 15.65 21.65 6.00 15.65 0.00 21.65 0.00 50.00 4500.00 2.83 0.00 17.50 1.85 0.00 4.15 16.53 0.88 0 08:47 0 00:00 0.00 0.00 29 2.99 6.00 3.01 3.20 0.21 6.00 0.00 50.00 10.00 0.07 0.00 4.21 1.22 0.00 1.79 3.90 0.91 0 12:14 0 00:00 0.00 0.00 30 2.40 8.63 6.23 3.20 0.80 8.63 0.00 50.00 3730.00 4.42 0.00 3.20 0.80 0.00 5.43 3.12 0.72 0 00:00 0 00:00 0.00 0.00 31 3.91 6.50 2.59 3.05-0.86 7.10 0.60 50.00 0.00 0.60 0.00 4.21 0.30 0.00 2.55 4.04 0.13 0 12:09 0 00:00 0.00 0.00 32 2.64 4.40 1.76 3.20 0.56 4.40 0.00 50.00 0.00 4.32 0.00 4.09 1.45 0.00 1.55 3.84 1.20 0 12:10 0 00:00 0.00 0.00 33 1.66 5.20 3.54 3.20 1.54 6.00 0.80 50.00 0.00 4.36 0.00 4.12 2.46 0.00 1.14 3.87 2.21 0 12:08 0 00:00 0.00 0.00 34 2.00 5.30 3.30 3.20 1.20 5.50 0.20 50.00 300.00 3.67 1.13 4.16 2.16 0.00 1.14 3.91 1.91 0 12:04 0 00:00 0.00 0.00 35 3.49 4.80 1.31 3.49 0.00 5.06 0.26 50.00 0.00 3.21 0.00 4.33 0.84 0.00 2.16 4.17 0.68 0 09:54 0 00:00 0.00 0.00 36 1.50 5.20 3.70 3.20 1.70 6.00 0.80 50.00 100.00 1.54 0.20 4.13 2.63 0.00 1.07 3.87 2.37 0 12:12 0 00:00 0.00 0.00 37 3.50 4.85 1.35 3.50 0.00 5.46 0.61 50.00 0.00 3.21 0.00 5.00 1.50 0.00 0.00 4.66 1.16 0 09:51 0 09:29 0.21 51.00 38 3.49 4.41 0.92 3.49 0.00 4.50 0.09 50.00 0.00 3.25 1.58 5.01 1.52 0.32 0.00 4.66 1.17 0 09:51 0 08:24 90.29 639.00 39 1.70 5.20 3.50 3.20 1.50 5.55 0.35 50.00 500.00 1.97 0.00 4.17 2.47 0.00 1.03 3.89 2.19 0 12:11 0 00:00 0.00 0.00 40 2.99 4.20 1.21 3.20 0.21 4.29 0.09 50.00 0.00 2.78 0.00 4.21 1.22 0.00 1.78 3.90 0.91 0 12:09 0 00:00 0.00 0.00 41 3.46 4.21 0.76 3.46 0.00 4.80 0.59 50.00 0.00 2.68 0.00 5.19 1.73 0.49 0.00 4.76 1.30 0 09:54 0 08:21 124.89 821.00 42 3.10 4.20 1.10 3.20 0.10 4.21 0.01 50.00 0.00 6.99 0.00 4.24 1.14 0.00 1.71 3.91 0.81 0 12:09 0 00:00 0.00 0.00 43 3.45 4.20 0.75 3.48 0.03 4.40 0.20 50.00 0.00 4.07 0.26 5.32 1.87 0.63 0.00 4.83 1.38 0 09:51 0 08:26 190.27 944.00 44 4.21 4.73 0.52 4.21 0.00 5.09 0.36 50.00 0.00 7.02 3.55 7.27 3.06 2.06 0.00 5.99 1.78 0 11:27 0 08:22 1176.90 766.00 45 1.91 4.20 2.29 1.91 0.00 4.32 0.12 50.00 790.00 7.01 0.07 4.29 2.38 0.09 0.00 3.74 1.83 0 12:11 0 12:40 5196.57 657.00 46 4.17 5.00 0.83 4.17 0.00 6.00 1.00 50.00 0.00 0.11 0.00 4.26 0.09 0.00 0.91 4.22 0.05 0 12:14 0 00:00 0.00 0.00 47 4.20 5.00 0.80 4.20 0.00 6.00 1.00 50.00 0.00 1.10 0.00 7.27 3.07 2.07 0.00 5.90 1.70 0 11:32 0 08:22 406.62 771.00

SN Element Description Area Drainage Weighted Rain Gage Total Total Peak Time ID Node ID Curve ID Precipitation Runoff Runoff of Number Concentration (ha) (mm) (mm) (cms) (days hh:mm:ss) 1 {Ditch}.A0 48.69 Sta.127+80 70.60 Rain Gage-01 158.22 77.37 1.71 0 00:54:10 2 {Ditch}.A1-1 UpperChesterCreekCatchment 163.05 64 58.90 Rain Gage-01 158.22 50.24 2.52 0 01:12:58 3 {Ditch}.A1-10a 1.02 64 98.00 Rain Gage-01 158.22 152.17 0.11 0 00:08:30 4 {Ditch}.A1-11 19.00 64 56.85 Rain Gage-01 158.22 45.82 0.37 0 00:20:28 5 {Ditch}.A1-2 UpperChesterCreekCatchment 74.12 64 57.00 Rain Gage-01 158.22 46.15 1.08 0 00:55:47 6 {Ditch}.A1-3 24.13 64 55.00 Rain Gage-01 158.22 41.94 0.43 0 00:13:07 7 {Ditch}.A1-4 20.66 64 56.00 Rain Gage-01 158.22 44.02 0.38 0 00:18:11 8 {Ditch}.A1-5 50.16 Sta.127+80 62.80 Rain Gage-01 158.22 58.93 1.36 0 00:33:23 9 {Ditch}.A1-6 19.23 Sta.127+80 67.85 Rain Gage-01 158.22 70.71 0.80 0 00:17:33 10 {Ditch}.A1-7 2.99 Sta.124+05North 74.00 Rain Gage-01 158.22 85.80 0.17 0 00:12:49 11 {Ditch}.A1-7a 3.02 Sta.124+05North 98.00 Rain Gage-01 158.22 152.17 0.17 0 01:54:17 12 {Ditch}.A1-8 34.43 Sta.118+40 68.95 Rain Gage-01 158.22 73.36 1.47 0 00:20:21 13 {Ditch}.A1-8a 1.71 Sta.118+40 98.00 Rain Gage-01 158.22 152.17 0.13 0 00:52:20 14 {Ditch}.A1-9 37.12 Sta.114+40North 61.40 Rain Gage-01 158.22 55.78 1.04 0 00:19:52 15 {Ditch}.A1-9a 1.08 Sta.114+40North 98.00 Rain Gage-01 158.22 152.17 0.10 0 00:35:12 16 {Ditch}.A5-2 7.00 Sta.118+00 74.00 Rain Gage-01 158.22 85.80 0.20 0 02:06:52 17 {Ditch}.B1-1 15.14 64 60.10 Rain Gage-01 158.22 52.88 0.41 0 00:15:00 18 {Ditch}.B1-1a 0.63 64 98.00 Rain Gage-01 158.22 152.17 0.06 0 00:18:01 19 {Ditch}.B1-2 18.25 64 60.20 Rain Gage-01 158.22 53.09 0.52 0 00:09:04 20 {Ditch}.B1-2b 1.11 64 98.00 Rain Gage-01 158.22 152.17 0.12 0 00:08:34 21 {Ditch}.B1-3 3.85 64 75.00 Rain Gage-01 158.22 88.34 0.23 0 00:05:27 22 {Ditch}.B1-3a 0.30 64 98.00 Rain Gage-01 158.22 152.17 0.03 0 00:05:00 23 {Ditch}.B2 5.40 64 74.00 Rain Gage-01 158.22 85.80 0.22 0 00:54:55 24 {Ditch}.C1-1 135.79 64 62.17 Rain Gage-01 158.22 57.51 2.85 0 01:01:12 25 {Ditch}.Ca 0.39 64 98.00 Rain Gage-01 158.22 152.17 0.04 0 00:05:20 26 A1-10 8.63 64 57.75 * 158.22 47.75 0.18 0 00:19:12 27 Sub-01 7.00 Sta.128+20 72.00 Rain Gage-01 158.22 80.82 0.07 0 16:52:22

APPENDIX E REVIEW OF Q200 DESIGN FLOWS

APPENDIX F AVERAGE TWO-YEAR DESIGN VELOCITIES

Table 1: Velocity summary table for culverts greater than 24.4 m in length