designbrief sample

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Strathcona County

Wild Splendor Eco Resort in the Beaver Hills Design Brief

Al Oeming Investments Ltd.

Wild Splendor Development Inc.

July 2012 File # 508-07

Design Brief Wild Splendor Eco Resort

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Table of Contents 1 Introduction ....................................................................................................................... 1 2 Current Land Use and Site Characteristics .................................................................... 1 3 Transportation/Access ..................................................................................................... 1

3.1 Traffic Impact Analysis ............................................................................................ 1

3.2 Road Network ......................................................................................................... 1

3.3 Pedestrian linkages ................................................................................................. 2 4 Sanitary Sewer System .................................................................................................... 2 5 Storm Drainage System ................................................................................................... 3

5.1 Drainage Concept ................................................................................................... 3

5.2 Surface Drainage .................................................................................................... 3

5.3 Stormwater Management ........................................................................................ 4

5.4 Stormwater Modelling ............................................................................................. 4 6 Water Distribution System ............................................................................................... 6 7 Gas Servicing .................................................................................................................... 7 8 Power & Telecommunications ......................................................................................... 7 9 Conclusions ...................................................................................................................... 7

List of Figures Figure 1: Site Location Plan Figure 2: Study Area Boundary Figure 3: Existing Topography Figure 4: Existing Zoning Figure 5: Proposed Development Concept Figure 6A: Proposed Road Network Figure 6B: Proposed Trails Figure 7: Proposed Watermain Network Figure 8: Proposed Sanitary Network Figure 9: Stormwater Management Concept Figure 10: Development Phasing

Appendices Appendix A: Sanitary Sewer Design Appendix B: Stormwater Modeling Results Appendix C: Water Supply Calculations


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1 Introduction The purpose of this design brief is to present the servicing concept for the proposed Eco Resort in the Beaver Hills on the lands formerly occupied by the Alberta Game Farm and its successor, Polar Park. The site location is shown in Figure 1.

This design brief is provided in support of the Development Concept developed by Urban Revision Consulting Inc.

2 Current Land Use and Site Characteristics The boundary of the Study Area is shown on Figure 2.

Figure 3 shows the existing topography of the site. The land is gently undulating and is defined mainly by Lost Lake on the western side, at a geodetic surface elevation about 750.5 m. A shallow valley drains eastward from the lake, terminating at a low area adjacent to Secondary Road 824 at an approximate elevation of 743 m. The resort areas to the southeast and northeast of Lost Lake are generally in the range between 753 and 755 m.

Figure 4 shows current zoning in and around the study area. The proposed resort components within the southwest portion of the study area are currently designated C6 Recreation Commercial.

Figure 5 shows proposed site usage, broken down into the different resort components in the southwest portion of the study area.

Figure 10 shows the intended staging of the different components of development.

3 Transportation/Access

3.1 Traffic Impact Analysis

A Traffic Impact Analysis (TIA) has been prepared under separate cover. The TIA deals with traffic projections and recommended roadway and intersection upgrades to accommodate the proposed development.

3.2 Road Network

The proposed internal roadway network is shown on Figure 6A.

A collector road will intersect Range Road 223 just north of the intersection at Highway 14. This collector road will loop through the resort development and proceed east past the equestrian facility, to an intersection with Secondary Road 824. This collector will be developed as a divided rural section, with 6m of pavement in each direction separated by a landscaped median.


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Local and minor roads will loop from the collector road to service each of the proposed resort components. These roads will be built to an 8.0m undivided rural standard.

3.3 Pedestrian linkages

Proposed trails and walkways are shown on Figure 6B.

Trails will be provided for both pedestrian and equestrian linkages between the various components of the development.

4 Sanitary Sewer System Figure 8 illustrates the sanitary servicing concept.

The proposed development will be developed with a network of 300mm diameter or smaller gravity sewers. The sewer network will convey wastewater from both the resort components and the equestrian facility to a private sanitary sewer treatment system, to be located off the collector road to the northeast of the resort development. The sanitary sewer design is outlined in Table 4-1 in Appendix A.

The development concept includes a commercial site adjacent to Range Road 223. A sanitary dump facility can be incorporated at this location, which would connect to the private sanitary sewer system via a lift station and low pressure forcemain, or gravity line.

The treatment system will provide primary and secondary treatment of the wastewater in accordance with Alberta Environment standards, and the treated effluent will be sufficiently clarified that it can be discharged to a small holding pond or lagoon for re-use. It is intended that this water will be pumped north to be used for irrigation of the fairways and greens; this strategy has been used elsewhere, notably at the Wolf Creek Golf Resort using a Seair wastewater treatment system. An Alberta Environment permit will be necessary before construction and operation of this system can commence.

The infrastructure required for spray irrigation will include one or more storage ponds for treated wastewater; a pump station; distribution piping; and irrigation equipment.

Alberta Environment Guidelines for Municipal Wastewater Irrigation allow for effluent irrigation from May 1 to September 30, and it is not permitted during periods of rain, excessive wind, or below freezing temperatures. During the remaining seven months of the year, the treated effluent must be stored. The storage requirement is to include a 25% carryover for wet year provisions.

Preliminary design parameters for the sewage treatment system are shown in Table 4-2. The design parameters are calculated for the ultimate system at full build out. The system would be designed as a modular system, to be constructed in stages and expanded as development proceeds.


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Design Parameter Value

Flowrate Contributing Population 3500

Units 1000 Flow per unit, L/day 2045 Total Flow, m3/day 2045 Treatment standards Effluent treatment level Secondary 5-day Carbonaceous Biological Oxygen Demand, mg/L 25 Total suspended solids, mg/L 30 Irrigation system Seven month storage volume, m3 433,540 Irrigation pond w/25% carryover, m3 541,925 Pond area at 4m depth, hectares 13.5

Table 4-2: Sanitary Design Parameters

5 Storm Drainage System

5.1 Drainage Concept

Figure 9 illustrates the storm drainage concept.

The development is intended to retain the existing natural features to the largest extent possible. Drainage patterns will be maintained and disruption to the site’s hydrologic regime will be minimized. To that end, the storm drainage concept focuses on surface drainage rather than piped systems. Low impact development (LID) features will be incorporated to reduce runoff and promote groundwater recharge; such measures will include bio-swales, filter strips, and permeable surfacing. Water quality improvement will also be undertaken with the use of wetland storage and restricted runoff.

5.2 Surface Drainage

The majority of the resort areas within the development will drain to the shallow valley which runs east from Lost Lake to a low area west of SR 824. This low area will be incorporated as a wetland with a restricted outlet. Minimal site grading will take place on the resort components to drain away from the residences as front-to-back drainage. Culverts and grass swales will be used to allow surface runoff to make its way to the main overland drainage path.

The area denoted as Stage 4A, located between the collector road and Lost Lake, does not drain naturally to the main overland drainage path. This area will instead runoff towards a low area adjacent to the lake. This low area will be used to create a sediment forebay with a restricted discharge into the lake. LID measures such as bio swales and filter strips


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will be placed along the west edge of the development to intercept surface runoff and promote infiltration into the subsurface soils.

The Stage 4B area southeast of the collector road naturally drains northeast into an extensive trapped low area which does not have a clearly defined overland drainage route. A culvert beneath the collector road will be used to provide a drainage path into the low area adjacent to the lake, so that the runoff can be intercepted and diverted into the proposed sediment forebay.

5.3 Stormwater Management

As described above, it is proposed to use a natural low-lying area west of SR 824 and incorporate it as a wetland. Based on the existing topography, this area provides a large, shallow depression which is well suited to serve as wetland storage. A culvert beneath SR 824 will be equipped with an orifice which is sized to restrict the wetland discharge to pre-development flow rates. The wetland will incorporate deep pools for sediment removal; the normal water level of these pools will be regulated by the outlet elevation. The maximum storage depth will be in the range of 600 – 1000 mm above normal water level.

West of the collector road, additional natural low-lying areas will be equipped with piped outlets and orifice control to provide sediment removal and restrict storm discharge to pre-development flow rates, while providing detention storage. Filter strips and bioswales along the edge of the lake will intercept surface runoff into the lake and promote subsurface infiltration and groundwater recharge.

5.4 Stormwater Modelling

Modeling was done using PC-SWMM.NET to determine predevelopment and postdevelopment runoff, and to calculate the required onsite storage volumes at the specified release rate. Detailed input and output files from the model are included in Appendix B of this report, as well as a model schematic showing the subcatchment areas.

Basic input parameters are shown in Table 5-1.

SWMM Parameter Value

Manning’s n Impervious surface 0.011 Pervious surface 0.15 Detention storage (non pond areas) Impervious surface 1.6 mm Pervious surface 3.2 mm Ground infiltration (Horton equation used) Initial rate 75 mm/hr Final rate 7.5 mm/hr Decay rate 4.14/hr

Table 5-1: Input Parameters


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Predevelopment discharge rates and runoff volumes were computed using the Huff 1:100 year 24-hour design storm, with a % Imperviousness of zero. As a comparison, peak discharge rates were also calculated using the Rational Method, with IDF curve coefficients taken from the City of Edmonton 1:100 year event, and an estimated runoff factor “C” of 0.125. Peak flows computed by the model are about 12% higher than the Rational Method calculations. Sub-catchment data and predevelopment runoff are shown in Table 5-2.

Catchment ID

Area (ha)

Rational Method 1:100 yr

discharge (c.m./s)

Predevelopment 1:100 yr Huff

Discharge Rate (c.m./s)

Runoff Volume 24 hr 1:100 yr Huff

(c.m.)

EV-G1 4.47 0.10 0.14 2343 EV-G2 5.93 0.14 0.15 3025

A1 7.93 0.21 0.25 4192 A2 7.39 0.19 0.23 3892 A3 12.32 0.20 0.21 5082 B1 3.04 0.10 0.11 1640 B2 4.70 0.14 0.15 2496 B3 1.88 0.07 0.06 1004

Unit-C 7.99 0.19 0.26 4135 Unit 1 5.40 0.18 0.17 2864 Unit 2 1.42 0.05 0.05 759

Equestrian Centre 2.27 0.08 0.07 1203

Total 6.47 1.66 1.85 32,635

Table 5-2: Predevelopment Runoff

Post-development runoff was computed using the Huff 1:100 year 24-hour design storm. A comparison of pre- and post-development runoff volumes produces an estimate of storage requirements to maintain pre-development runoff rates to receiving water bodies. The post-development computations are summarised in Table 5-3.


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Catchment ID

% Impervious

Postdevelopment Discharge

Rate (c.m./s)

Runoff Volume

24 hr 1:100 yr (c.m.)

Increase in Runoff

Volume (c.m.)

EV-G1 30 0.16 3189 846 EV-G2 40 0.24 4663 1638

A1 20 0.27 5157 965 A2 10 0.23 4329 437 A3 0 0.21 5082 0 B1 45 0.14 2621 981 B2 40 0.17 3855 1359 B3 10 0.07 1101 97

Unit-C 20 0.26 5403 1268 Unit 1 20 0.18 3651 787 Unit 2 55 0.06 1322 563

Equestrian Centre 60 0.09 2189

986

Total 2.08 42,562 9,927

Table 5-3: Post-development Runoff

The subcatchments discharge at five separate points, numbered S-1 through S-5. Storage requirements were calculated at each discharge point, and are summarised in Table 5-4.

Discharge Point Contributing Areas Discharges to

Required Storage

(m3) 1:100yr 24hr

S-1 EV-G1 & G2, E-Centre, A1 East Wetland 4500 S-2 A2, A3, B2, Unit-C Lost Lake 3100 S-3 B1 & B3 Lost Lake 1100 S-4 Unit 1 Lost Lake 800 S-5 Unit 2 Slough 600

Total 10,100

Table 5-4: Storage Requirements

The model results indicate that during the 1:100 year event, 10,100 c.m. of storage volume is required to limit the overall release rate to predevelopment runoff rates. Storage ponds and wetland areas are to be sized to accommodate these volumes.

6 Water Distribution System Figure 7 illustrates the water servicing concept.

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SITE LOCATION PLAN

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EXISTING TOPOGRAPHY

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Zoning Legend

1A Agri-Business C3 Highway Commercial

C6 Recreation Commercial AD Agriculture-Future Development

DC Direct Control PG Golf Course

RA Rural Residential/Agriculture RC Country Residential

PC Conservation

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EXISTING ZONING

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Strathcona County

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PROPOSED DEVELOPMENT CONCEPT

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PROPOSED ROAD NETWORK

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PROPOSED WATERMAIN

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PROPOSED WATERMAIN NETWORK

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PROPOSED SANITARY SEWER

(San 200mm unless otherwise noted)

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PROPOSED SANITARY NETWORK

Figure 8

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PROPOSED GREYWATER SYSTEM

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STORMWATER MANAGEMENT CONCEPT

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DEVELOPMENT PHASING

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Appendix A Sanitary Sewer Design

TABLE 4-1 SANITARY SEWER DESIGN SHEET Per Capita Flow = 300 L/c/dPeaking Factor = 2.6(P/1000)(-.10) (minimum 1.5)

PROJECT: Wild Splendor Eco Resort Non-Residential Flow 0.20 L/s/haJOB # : 508-07-01 Non-Residential PF 10(QAVG)(-.45) (min. 2.5, max. 25)DATE: 27/6/12 Inflow/Infiltration Allowance = 0.28 L/s/haDESIGN BY: P. H. Sag MH Inflow = 0.40 L/s/MHCHECKED BY: P. H. Manning's "n" = 0.013

Added Total Added Pop. Lot Population AveragePeaking Peak Non-Res QAVG Peak Non-Res Inflow/ Added Total Sag MH Design Pipe Pipe Pipe Req'd Des/ Full Partial U/S D/S U/S U/SFrom To Area Area Units Den. Pop. Added Total Flow Factor Flow Area Flow Added Total Factor Peak Infilt. Sag Sag Inflow Flow Length Size Slope Cap. Cap. Cap Vel. Vel. Inv Inv Grnd Depth

Location of Line MH MH (ha) (ha) (p/unit) (L/s) (L/s) (ha) (L/s/ha) (L/s) (L/s) (L/s) (L/s) MH MH (L/s) (L/s) (m) (mm) (%) (L/s) (L/s) Ratio (m/s) (m/s) Elev Elev Elev (m)

Commercial COMM 35 6.00 6.00 0 0 0 0.00 6.0 0.2 1.2 1.20 9.2 11.1 1.7 0 0.0 12.8 250.0 200 0.40 14.8 20.7 0.62 0.66 0.69 754.92 753.92 757.30 2.38

Stage 4B 35 34 1.00 7.00 4 3.5 14 14 14 0.05 3.98 0.2 1.20 9.2 11.1 2.0 0 0.0 13.3 50.0 200 0.40 15.4 20.7 0.64 0.66 0.70 753.89 753.69 756.10 2.21Stage 4B 34 33 1.00 8.00 3 3.5 11 11 25 0.09 3.76 0.3 1.20 9.2 11.1 2.2 0 0.0 13.6 50.0 200 0.40 15.8 20.7 0.65 0.66 0.70 753.66 753.46 756.80 3.14Stage 4B 33 32 1.00 9.00 2 3.5 7 7 32 0.11 3.67 0.4 1.20 9.2 11.1 2.5 0 0.0 14.0 50.0 200 0.40 16.2 20.7 0.67 0.66 0.71 753.43 753.23 757.20 3.77Stage 4B 32 31 1.00 10.00 6 3.5 21 21 53 0.18 3.49 0.6 1.20 9.2 11.1 2.8 0 0.0 14.5 120.0 200 0.40 16.8 20.7 0.70 0.66 0.71 753.20 752.72 757.00 3.80Stage 4B 31 30 1.00 11.00 5 3.5 18 18 71 0.25 3.39 0.8 1.20 9.2 11.1 3.1 0 0.0 15.0 85.0 200 0.40 17.4 20.7 0.72 0.66 0.72 752.69 752.35 756.40 3.71Stage 4B 30 29 1.00 12.00 5 3.5 18 18 89 0.31 3.31 1.0 1.20 9.2 11.1 3.4 0 0.0 15.5 65.0 200 0.40 18.0 20.7 0.75 0.66 0.72 752.32 752.06 756.00 3.68Stage 4B 29 28 1.00 13.00 3 3.5 11 11 100 0.35 3.27 1.1 1.20 9.2 11.1 3.6 0 0.0 15.8 50.0 200 0.40 18.3 20.7 0.76 0.66 0.73 752.03 751.83 755.60 3.57Collector road 28 27 1.00 14.00 0 100 0.35 3.27 1.1 1.20 9.2 11.1 3.9 0 0.0 16.1 62.0 200 0.40 18.7 20.7 0.78 0.66 0.73 751.77 751.52 755.40 3.63Collector road 27 26 0.00 14.00 0 100 0.35 3.27 1.1 1.20 9.2 11.1 3.9 0 0.0 16.1 100.0 200 0.40 18.7 20.7 0.78 0.66 0.73 751.49 751.09 754.20 2.71Collector road 26 24 0.00 14.00 0 100 0.35 3.27 1.1 1.20 9.2 11.1 3.9 0 0.0 16.1 68.0 200 0.40 18.7 20.7 0.78 0.66 0.73 751.06 750.79 754.80 3.74

Stage 4A 25 24 4.70 4.70 153 3.5 537 537 537 1.86 2.77 5.2 0.00 1.3 0 0.0 6.5 120.0 200 0.40 7.6 20.7 0.31 0.66 0.58 751.26 750.78 755.50 4.24Stage 1A 24 23 1.23 19.93 12 3.5 42 42 679 2.36 2.70 6.4 1.20 9.2 11.1 5.6 0 0.0 23.1 100.0 250 0.28 26.8 31.4 0.73 0.64 0.70 750.73 750.45 755.10 4.37Stage 1A 23 22 1.23 21.16 16 3.5 56 56 735 2.55 2.68 6.8 1.20 9.2 11.1 5.9 0 0.0 23.8 110.0 250 0.28 27.6 31.4 0.76 0.64 0.70 750.42 750.11 754.90 4.48Stage 1A 22 21 1.23 22.40 7 3.5 25 25 760 2.64 2.67 7.0 1.20 9.2 11.1 6.3 0 0.0 24.4 45.0 250 0.28 28.3 31.4 0.78 0.64 0.71 750.08 749.95 754.20 4.12Stage 1A 21 20 1.23 23.63 5 3.5 18 18 778 2.70 2.67 7.2 1.20 9.2 11.1 6.6 0 0.0 24.9 40.0 250 0.28 28.9 31.4 0.79 0.64 0.71 749.92 749.81 754.10 4.18Stage 1A 20 19 1.23 24.86 8 3.5 28 28 806 2.80 2.66 7.4 1.20 9.2 11.1 7.0 0 0.0 25.5 45.0 250 0.28 29.6 31.4 0.81 0.64 0.71 749.78 749.65 754.40 4.62Stage 1A 19 18 1.23 26.09 3 3.5 11 11 817 2.84 2.65 7.5 1.20 9.2 11.1 7.3 0 0.0 25.9 30.0 250 0.28 30.1 31.4 0.82 0.64 0.71 749.59 749.51 754.50 4.91Stage 1A 18 17 0.88 26.97 15 3.5 53 53 870 3.02 2.64 8.0 1.20 9.2 11.1 7.6 0 0.0 26.7 115.0 250 0.30 31.0 32.4 0.82 0.66 0.74 749.48 749.13 754.70 5.22Stage 1A 17 16 0.88 27.85 6 3.5 21 21 891 3.09 2.63 8.1 1.20 9.2 11.1 7.8 0 0.0 27.0 45.0 250 0.30 31.3 32.4 0.83 0.66 0.74 749.10 748.96 754.10 5.00Stage 1A 16 4 0.88 28.73 8 3.5 28 28 919 3.19 2.62 8.4 1.20 9.2 11.1 8.0 0 0.0 27.5 58.0 250 0.32 31.9 33.9 0.81 0.69 0.76 748.93 748.74 753.20 4.27

Stage 4A 15 14 1.01 1.01 153 3.5 537 537 537 1.86 2.77 5.2 0.00 0.3 0 0.0 5.5 120.0 200 0.40 6.4 20.7 0.27 0.66 0.56 750.71 750.23 753.00 2.29Collector Road 14 11 0.00 1.01 0 537 1.86 2.77 5.2 0.00 0.3 0 0.0 5.5 100.0 200 0.40 6.4 20.7 0.27 0.66 0.56 750.17 749.77 755.10 4.93Stage 4A 13 12 1.01 1.01 142 3.5 497 497 497 1.73 2.79 4.8 0.00 0.3 0 0.0 5.1 90.0 200 0.40 5.9 20.7 0.25 0.66 0.55 750.36 750.00 755.00 4.64gStage 4A 12 11 1.01 2.03 0 497 1.73 2.79 4.8 0.00 0.6 0 0.0 5.4 50.0 200 0.40 6.3 20.7 0.26 0.66 0.56 749.97 749.77 755.00 5.03Collector Road 11 10 0.00 3.04 0 1034 3.59 2.59 9.3 0.00 0.9 0 0.0 10.2 120.0 200 0.40 11.9 20.7 0.49 0.66 0.66 749.74 749.26 754.60 4.86Stage 1A 10 9 0.88 3.92 8 3.5 28 28 1062 3.69 2.58 9.5 0.00 1.1 0 0.0 10.6 80.0 200 0.40 12.3 20.7 0.51 0.66 0.66 749.20 748.88 752.60 3.40Stage 1A 9 6 0.88 4.80 9 3.5 32 32 1094 3.80 2.58 9.8 0.00 1.3 0 0.0 11.1 58.0 200 0.40 12.9 20.7 0.54 0.66 0.67 748.85 748.62 752.50 3.65Stage 1A 8 7 0.88 0.88 8 3.5 28 28 28 0.10 3.72 0.4 0.00 0.2 0 0.0 0.6 50.0 200 2.00 0.7 46.5 0.01 1.48 0.51 751.82 750.82 755.00 3.18Stage 1A 7 6 0.88 1.76 13 3.5 46 46 74 0.26 3.37 0.9 0.00 0.5 0 0.0 1.4 10.0 200 1.00 1.6 32.7 0.04 1.04 0.52 750.75 750.65 754.50 3.75Stage 1A 6 5 0.88 7.45 7 3.5 25 25 1193 4.14 2.55 10.6 0.00 2.1 0 0.0 12.7 60.0 200 0.40 14.8 20.7 0.61 0.66 0.69 748.59 748.35 752.90 4.31Stage 1A 5 4 0.88 8.33 5 3.5 18 18 1211 4.20 2.55 10.7 0.00 2.3 0 0.0 13.0 35.0 200 0.40 15.1 20.7 0.63 0.66 0.70 748.32 748.18 752.60 4.28Stage 2B 4 3 0.00 37.06 0 2130 7.40 2.41 17.8 1.20 9.2 11.1 10.4 0 0.0 39.3 120.0 300 0.24 45.6 47.4 0.83 0.67 0.75 748.08 747.79 752.70 4.62Stage 2B 3 2 0.00 37.06 0 2130 7.40 2.41 17.8 1.20 9.2 11.1 10.4 0 0.0 39.3 120.0 300 0.24 45.6 47.4 0.83 0.67 0.75 746.76 746.47 749.00 2.24Stage 2B 2 1 0.00 37.06 0 2130 7.40 2.41 17.8 1.20 9.2 11.1 10.4 0 0.0 39.3 120.0 300 0.24 45.6 47.4 0.83 0.67 0.75 746.44 746.15 749.40 2.96

Stage 2A 46 45 1.48 1.48 39 3.5 136 136 136 0.47 3.17 1.5 0.00 0.4 0 0.0 1.9 95.0 200 0.40 2.2 20.7 0.09 0.66 0.41 749.37 748.99 751.50 2.13Stage 2A 45 44 1.48 2.97 50 3.5 175 175 311 1.08 2.92 3.2 0.00 0.8 0 0.0 4.0 120.0 200 0.40 4.7 20.7 0.19 0.66 0.51 748.96 748.48 751.50 2.54Stage 2A 44 43 1.48 4.45 53 3.5 185 185 496 1.72 2.79 4.8 0.00 1.2 0 0.0 6.0 120.0 200 0.40 7.0 20.7 0.29 0.66 0.57 748.45 747.97 750.50 2.05Stage 2A 43 42 1.48 5.93 58 3.5 204 204 700 2.43 2.69 6.5 0.00 1.7 0 0.0 8.2 120.0 200 0.40 9.5 20.7 0.40 0.66 0.62 747.94 747.46 751.00 3.06Stage 2A 42 41 0.00 5.93 0 700 2.43 2.69 6.5 0.00 1.7 0 0.0 8.2 120.0 200 0.40 9.5 20.7 0.40 0.66 0.62 747.40 746.92 750.50 3.10Stage 3 41 38 1.12 7.05 87 3.5 305 305 1005 3.49 2.60 9.1 0.00 2.0 0 0.0 11.1 70.0 200 0.40 12.9 20.7 0.54 0.66 0.67 746.86 746.58 749.70 2.84Stage 3 40 39 1.12 1.12 52 3.5 182 182 182 0.63 3.08 1.9 0.00 0.3 0 0.0 2.2 80.0 200 0.40 2.6 20.7 0.11 0.66 0.43 747.20 746.88 749.30 2.10Stage 3 39 38 1 12 2 24 52 3 5 182 182 364 1 26 2 88 3 6 0 00 0 6 0 0 0 4 2 60 0 200 0 40 4 9 20 7 0 20 0 66 0 52 746 82 746 58 749 00 2 18Stage 3 39 38 1.12 2.24 52 3.5 182 182 364 1.26 2.88 3.6 0.00 0.6 0 0.0 4.2 60.0 200 0.40 4.9 20.7 0.20 0.66 0.52 746.82 746.58 749.00 2.18Stage 3 38 37 1.12 10.40 0 1369 4.75 2.52 12.0 0.00 2.9 0 0.0 14.9 70.0 200 0.40 17.3 20.7 0.72 0.66 0.72 746.52 746.24 749.00 2.48Stage 2B 37 36 0.00 10.40 0 1369 4.75 2.52 12.0 0.00 2.9 0 0.0 14.9 120.0 200 0.40 17.3 20.7 0.72 0.66 0.72 746.21 745.73 749.00 2.79Stage 2B 36 1 0.00 10.40 0 1369 4.75 2.52 12.0 0.00 2.9 0 0.0 14.9 120.0 200 0.40 17.3 20.7 0.72 0.66 0.72 745.70 745.22 749.10 3.40To treatment plant 1 TP 0.00 47.46 0 3499 12.15 2.29 27.8 1.20 9.2 11.1 13.3 0 0.0 52.2 29.0 300 0.40 60.6 61.5 0.85 0.87 0.97 745.12 745.00 751.90 6.78


9

Appendix B Stormwater Modeling Results

EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022) --------------------------------------------------------------

Wild Splendor ASP Pre-development Stormwater Management Analysis 1:100 Year 24-Hour Event

********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. *********************************************************

**************** Analysis Options **************** Flow Units ............... CMS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ MAY-11-2012 00:00:00 Ending Date .............. MAY-16-2012 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 00:15:00

************* Element Count ************* Number of rain gages ...... 5 Number of subcatchments ... 12 Number of nodes ........... 3 Number of links ........... 0 Number of pollutants ...... 0 Number of land uses ....... 0

**************** Raingage Summary **************** Data Recording Name Data Source Type Interval ------------------------------------------------------------- 1in100_Huff Huff-100 INTENSITY 15 min. Chicago-100 Chicago-100 INTENSITY 5 min. 1978 1978 INTENSITY 5 min.

1937 1937 INTENSITY 15 min. 1988 1988 INTENSITY 5 min.

******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ------------------------------------------------------------------------------------------------------- EV-G1 4.46 258.00 0.00 1.5400 1in100_Huff Flow-to-Natural_Wetland-RR222 EV-G2 5.96 298.00 0.00 0.6700 1in100_Huff Flow-to-Natural_Wetland-RR222 B2 4.70 213.00 0.00 4.4400 1in100_Huff Outfall-to-Lost_Lake B3 1.87 168.00 0.00 2.0000 1in100_Huff Outfall-to-Lost_Lake B1 3.04 265.00 0.00 3.5700 1in100_Huff Outfall-to-Lost_Lake UNIT-1 5.42 284.00 0.00 2.6300 1in100_Huff Outfall-to-Lost_Lake UNIT-2 1.42 145.00 0.00 1.6000 1in100_Huff Slough-TWP_RD-514A Unit-C 7.99 345.00 0.00 1.5900 1in100_Huff Outfall-to-Lost_Lake A3 12.31 429.00 0.00 0.6700 1in100_Huff Outfall-to-Lost_Lake A2 7.39 332.00 0.00 3.0000 1in100_Huff Outfall-to-Lost_Lake A1 7.93 344.00 0.00 3.7500 1in100_Huff Flow-to-Natural_Wetland-RR222 E-Centre 2.27 184.00 0.00 1.3700 1in100_Huff Flow-to-Natural_Wetland-RR222

************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------ Slough-TWP_RD-514A OUTFALL 750.00 0.00 0.0 Outfall-to-Lost_LakeOUTFALL 750.00 0.00 0.0 Flow-to-Natural_Wetland-RR222OUTFALL 749.00 0.00 0.0

************************** Volume Depth Runoff Quantity Continuity hectare-m mm ************************** --------- ------- Total Precipitation ...... 8.202 126.630 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 4.939 76.254 Surface Runoff ........... 3.263 50.383 Final Surface Storage .... 0.000 0.000 Continuity Error (%) ..... -0.006

************************** Volume Volume Flow Routing Continuity hectare-m 10^6 ltr ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 3.263 32.632 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000

External Inflow .......... 0.000 0.000 External Outflow ......... 3.263 32.632 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000

*************************** Subcatchment Runoff Summary ***************************

-------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment mm mm mm mm mm 10^6 ltr CMS -------------------------------------------------------------------------------------------------------- EV-G1 126.63 0.00 0.00 74.16 52.47 2.34 0.14 0.414 EV-G2 126.63 0.00 0.00 75.86 50.77 3.02 0.15 0.401 B2 126.63 0.00 0.00 73.56 53.08 2.50 0.15 0.419 B3 126.63 0.00 0.00 73.10 53.54 1.00 0.06 0.423 B1 126.63 0.00 0.00 72.76 53.88 1.64 0.11 0.426 UNIT-1 126.63 0.00 0.00 73.79 52.85 2.86 0.17 0.417 UNIT-2 126.63 0.00 0.00 73.07 53.58 0.76 0.05 0.423 Unit-C 126.63 0.00 0.00 74.90 51.73 4.13 0.23 0.409 A3 126.63 0.00 0.00 85.34 41.29 5.08 0.21 0.326 A2 126.63 0.00 0.00 73.98 52.66 3.89 0.23 0.416 A1 126.63 0.00 0.00 73.81 52.83 4.19 0.25 0.417 E-Centre 126.63 0.00 0.00 73.57 53.07 1.20 0.07 0.419

Analysis begun on: Thu May 24 16:14:00 2012 Analysis ended on: Thu May 24 16:14:00 2012 Total elapsed time: < 1 sec


Wild Splendor Post-development Stormwater Management Analysis 1:100 Year 24-Hour Event


**************** Analysis Options **************** Flow Units ............... CMS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ MAY-11-2012 00:00:00 Ending Date .............. MAY-16-2012 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 00:15:00


**************** Raingage Summary

**************** Data Recording Name Data Source Type Interval ------------------------------------------------------------- 1in100_Huff Huff-100 INTENSITY 15 min. Chicago-100 Chicago-100 INTENSITY 5 min. 1978 1978 INTENSITY 5 min. 1937 1937 INTENSITY 15 min. 1988 1988 INTENSITY 5 min.

******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ------------------------------------------------------------------------------------------------------- EV-G1 4.46 258.00 30.00 1.0000 1in100_Huff Flow-to-Natural_Wetland-RR222 EV-G2 5.96 298.00 40.00 2.0000 1in100_Huff Flow-to-Natural_Wetland-RR222 B2 4.70 213.00 40.00 2.0000 1in100_Huff Outfall-to-Lost_Lake B3 1.87 168.00 10.00 2.0000 1in100_Huff Outfall-to-Lost_Lake B1 3.04 265.00 45.00 2.0000 1in100_Huff Outfall-to-Lost_Lake UNIT-1 5.42 284.00 20.00 2.0000 1in100_Huff Outfall-to-Lost_Lake UNIT-2 1.42 145.00 55.00 2.0000 1in100_Huff Slough-TWP_RD-514A Unit-C 7.99 345.00 25.00 1.0000 1in100_Huff Outfall-to-Lost_Lake A3 12.31 429.00 0.00 0.6700 1in100_Huff Outfall-to-Lost_Lake A2 7.39 332.00 10.00 2.0000 1in100_Huff Outfall-to-Lost_Lake A1 7.93 344.00 20.00 2.0000 1in100_Huff Flow-to-Natural_Wetland-RR222 E-Centre 2.27 184.00 60.00 0.5000 1in100_Huff Flow-to-Natural_Wetland-RR222

************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------ Slough-TWP_RD-514A OUTFALL 750.00 0.00 0.0 Outfall-to-Lost_LakeOUTFALL 750.00 0.00 0.0 Flow-to-Natural_Wetland-RR222OUTFALL 749.00 0.00 0.0

************************** Volume Depth Runoff Quantity Continuity hectare-m mm ************************** --------- ------- Total Precipitation ...... 8.202 126.630

Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 3.924 60.591 Surface Runoff ........... 4.256 65.709 Final Surface Storage .... 0.022 0.341 Continuity Error (%) ..... -0.009

************************** Volume Volume Flow Routing Continuity hectare-m 10^6 ltr ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 4.256 42.559 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 4.256 42.559 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000


-------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment mm mm mm mm mm 10^6 ltr CMS -------------------------------------------------------------------------------------------------------- EV-G1 126.63 0.00 0.00 54.75 71.44 3.19 0.16 0.564 EV-G2 126.63 0.00 0.00 47.79 78.26 4.66 0.24 0.618 B2 126.63 0.00 0.00 44.06 81.98 3.85 0.17 0.647 B3 126.63 0.00 0.00 67.79 58.71 1.10 0.07 0.464 B1 126.63 0.00 0.00 39.87 86.10 2.62 0.13 0.680 UNIT-1 126.63 0.00 0.00 58.96 67.38 3.65 0.18 0.532 UNIT-2 126.63 0.00 0.00 32.49 93.33 1.32 0.06 0.737 Unit-C 126.63 0.00 0.00 58.67 67.60 5.40 0.26 0.534 A3 126.63 0.00 0.00 85.34 41.29 5.08 0.21 0.326 A2 126.63 0.00 0.00 67.93 58.56 4.33 0.23 0.462 A1 126.63 0.00 0.00 61.35 64.99 5.16 0.27 0.513 E-Centre 126.63 0.00 0.00 29.19 96.55 2.19 0.09 0.762

Analysis begun on: Fri May 25 08:40:31 2012 Analysis ended on: Fri May 25 08:40:31 2012 Total elapsed time: < 1 sec


Wild Splendor Post-development Stormwater Management Analysis 1:100 Year 4-Hour Event


**************** Analysis Options **************** Flow Units ............... CMS Process Models: Rainfall/Runoff ........ YES Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Starting Date ............ MAY-11-2012 00:00:00 Ending Date .............. MAY-16-2012 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 00:15:00 Routing Time Step ........ 5.00 sec


**************** Raingage Summary **************** Data Recording Name Data Source Type Interval ------------------------------------------------------------- 1in100_Huff Huff-100 INTENSITY 15 min. Chicago-100 Chicago-100 INTENSITY 5 min. 1978 1978 INTENSITY 5 min. 1937 1937 INTENSITY 15 min. 1988 1988 INTENSITY 5 min.

******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ------------------------------------------------------------------------------------------------------- EV-G1 4.46 258.00 30.00 1.0000 1in100_Huff S-1 EV-G2 5.96 298.00 40.00 2.0000 1in100_Huff S-1 B2 4.70 213.00 40.00 2.0000 1in100_Huff S-2 B3 1.87 168.00 10.00 2.0000 1in100_Huff S-3 B1 3.04 265.00 45.00 2.0000 1in100_Huff S-3 UNIT-1 5.42 284.00 20.00 2.0000 1in100_Huff S-4 UNIT-2 1.42 145.00 55.00 2.0000 1in100_Huff S-5 Unit-C 7.99 345.00 25.00 1.0000 1in100_Huff S-2 A3 12.31 429.00 0.00 0.6700 1in100_Huff S-2 A2 7.39 332.00 10.00 2.0000 1in100_Huff S-2 A1 7.93 344.00 20.00 2.0000 1in100_Huff S-1 E-Centre 2.27 184.00 60.00 0.5000 1in100_Huff S-1

************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------ Slough-TWP_RD-514A OUTFALL 750.00 0.14 0.0 Outfall-to-Lost_LakeOUTFALL 751.00 0.63 0.0 Flow-to-Natural_Wetland-RR222OUTFALL 749.00 0.49 0.0 Lost-Lake OUTFALL 750.00 0.60 0.0 O-1 OUTFALL 751.00 0.28 0.0 S-1 STORAGE 750.00 1.00 0.0 S-2 STORAGE 752.00 1.00 0.0

S-3 STORAGE 751.00 1.00 0.0 S-4 STORAGE 752.00 1.00 0.0 S-5 STORAGE 751.00 1.00 0.0

************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness ------------------------------------------------------------------------------------------ C-1 S-1 Flow-to-Natural_Wetland-RR222CONDUIT 85.0 1.1760 0.0130 C-2 S-2 Outfall-to-Lost_LakeCONDUIT 89.2 1.1218 0.0130 C-3 S-3 Lost-Lake CONDUIT 101.0 0.9901 0.0130 C-4 S-4 O-1 CONDUIT 63.5 1.5757 0.0130 C-5 S-5 Slough-TWP_RD-514ACONDUIT 63.9 1.5661 0.0130

********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- C-1 CIRCULAR 0.49 0.19 0.12 0.49 1 0.38 C-2 CIRCULAR 0.63 0.31 0.16 0.63 1 0.75 C-3 CIRCULAR 0.60 0.28 0.15 0.60 1 0.61 C-4 CIRCULAR 0.28 0.06 0.07 0.28 1 0.10 C-5 CIRCULAR 0.14 0.02 0.04 0.14 1 0.02

************************** Volume Depth Runoff Quantity Continuity hectare-m mm ************************** --------- ------- Total Precipitation ...... 8.202 126.630 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 3.924 60.591 Surface Runoff ........... 4.256 65.709 Final Surface Storage .... 0.022 0.341 Continuity Error (%) ..... -0.009

************************** Volume Volume Flow Routing Continuity hectare-m 10^6 ltr ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000

Wet Weather Inflow ....... 4.256 42.559 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 4.247 42.474 Internal Outflow ......... 0.000 0.000 Storage Losses ........... 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.008 0.084 Continuity Error (%) ..... 0.001

*************************** Time-Step Critical Elements *************************** None

******************************** Highest Flow Instability Indexes ******************************** All links are stable.

************************* Routing Time Step Summary ************************* Minimum Time Step : 5.00 sec Average Time Step : 5.00 sec Maximum Time Step : 5.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00


-------------------------------------------------------------------------------------------------------- Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment mm mm mm mm mm 10^6 ltr CMS -------------------------------------------------------------------------------------------------------- EV-G1 126.63 0.00 0.00 54.75 71.44 3.19 0.16 0.564 EV-G2 126.63 0.00 0.00 47.79 78.26 4.66 0.24 0.618 B2 126.63 0.00 0.00 44.06 81.98 3.85 0.17 0.647

B3 126.63 0.00 0.00 67.79 58.71 1.10 0.07 0.464 B1 126.63 0.00 0.00 39.87 86.10 2.62 0.13 0.680 UNIT-1 126.63 0.00 0.00 58.96 67.38 3.65 0.18 0.532 UNIT-2 126.63 0.00 0.00 32.49 93.33 1.32 0.06 0.737 Unit-C 126.63 0.00 0.00 58.67 67.60 5.40 0.26 0.534 A3 126.63 0.00 0.00 85.34 41.29 5.08 0.21 0.326 A2 126.63 0.00 0.00 67.93 58.56 4.33 0.23 0.462 A1 126.63 0.00 0.00 61.35 64.99 5.16 0.27 0.513 E-Centre 126.63 0.00 0.00 29.19 96.55 2.19 0.09 0.762

****************** Node Depth Summary ******************

--------------------------------------------------------------------- Average Maximum Maximum Time of Max Depth Depth HGL Occurrence Node Type Meters Meters Meters days hr:min --------------------------------------------------------------------- Slough-TWP_RD-514A OUTFALL 0.02 0.13 750.13 0 08:27 Outfall-to-Lost_Lake OUTFALL 0.05 0.50 751.50 0 06:43 Flow-to-Natural_Wetland-RR222 OUTFALL 0.05 0.44 749.44 0 07:23 Lost-Lake OUTFALL 0.02 0.20 750.20 0 06:03 O-1 OUTFALL 0.03 0.26 751.26 0 07:08 S-1 STORAGE 0.06 0.68 750.68 0 07:23 S-2 STORAGE 0.05 0.50 752.50 0 06:42 S-3 STORAGE 0.03 0.20 751.20 0 06:03 S-4 STORAGE 0.04 0.52 752.52 0 07:07 S-5 STORAGE 0.07 0.60 751.60 0 08:27

******************* Node Inflow Summary *******************

------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Lateral Total Time of Max Inflow Inflow Inflow Inflow Occurrence Volume Volume Node Type CMS CMS days hr:min 10^6 ltr 10^6 ltr ------------------------------------------------------------------------------------- Slough-TWP_RD-514A OUTFALL 0.000 0.020 0 08:27 0.000 1.320 Outfall-to-Lost_Lake OUTFALL 0.000 0.719 0 06:43 0.000 18.641 Flow-to-Natural_Wetland-RR222 OUTFALL 0.000 0.435 0 07:23 0.000 15.169 Lost-Lake OUTFALL 0.000 0.144 0 06:03 0.000 3.695

O-1 OUTFALL 0.000 0.118 0 07:08 0.000 3.649 S-1 STORAGE 0.753 0.753 0 04:45 15.197 15.197 S-2 STORAGE 0.814 0.814 0 05:30 18.667 18.667 S-3 STORAGE 0.194 0.194 0 04:30 3.722 3.722 S-4 STORAGE 0.183 0.183 0 05:00 3.651 3.651 S-5 STORAGE 0.063 0.063 0 04:00 1.322 1.322

********************** Node Surcharge Summary **********************

Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Meters Meters --------------------------------------------------------------------- S-1 STORAGE 5.34 0.192 0.320 S-4 STORAGE 5.50 0.243 0.475 S-5 STORAGE 16.48 0.458 0.402

********************* Node Flooding Summary *********************

No nodes were flooded.

********************** Storage Volume Summary **********************

-------------------------------------------------------------------------------------------- Average Avg E&I Maximum Max Time of Max Maximum Volume Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 m3 Full Loss 1000 m3 Full days hr:min CMS -------------------------------------------------------------------------------------------- S-1 0.364 5 0 4.552 61 0 07:23 0.435 S-2 0.281 4 0 3.108 41 0 06:42 0.719 S-3 0.142 2 0 1.090 15 0 06:03 0.144 S-4 0.049 3 0 0.800 44 0 07:07 0.118 S-5 0.066 7 0 0.598 60 0 08:27 0.020

*********************** Outfall Loading Summary ***********************

----------------------------------------------------------- Flow Avg. Max. Total Freq. Flow Flow Volume Outfall Node Pcnt. CMS CMS 10^6 ltr ----------------------------------------------------------- Slough-TWP_RD-514A 48.26 0.006 0.020 1.320 Outfall-to-Lost_Lake 98.93 0.044 0.719 18.641 Flow-to-Natural_Wetland-RR222 98.93 0.035 0.435 15.169 Lost-Lake 98.78 0.009 0.144 3.695 O-1 48.79 0.017 0.118 3.649 ----------------------------------------------------------- System 78.74 0.111 1.427 42.474

******************** Link Flow Summary ********************

----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CMS days hr:min m/sec Flow Depth ----------------------------------------------------------------------------- C-1 CONDUIT 0.435 0 07:23 2.37 1.13 0.95 C-2 CONDUIT 0.719 0 06:43 2.71 0.96 0.79 C-3 CONDUIT 0.144 0 06:03 1.77 0.24 0.33 C-4 CONDUIT 0.118 0 07:08 1.92 1.15 0.96 C-5 CONDUIT 0.020 0 08:27 1.30 1.24 0.95

*************************** Flow Classification Summary ***************************

----------------------------------------------------------------------------------------- Adjusted --- Fraction of Time in Flow Class ---- Avg. Avg. /Actual Up Down Sub Sup Up Down Froude Flow Conduit Length Dry Dry Dry Crit Crit Crit Crit Number Change ----------------------------------------------------------------------------------------- C-1 1.00 0.00 0.00 0.00 0.06 0.94 0.00 0.00 1.43 0.0000 C-2 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.45 0.0000 C-3 1.00 0.00 0.00 0.00 0.01 0.99 0.00 0.00 1.39 0.0000

C-4 1.00 0.00 0.00 0.00 0.05 0.95 0.00 0.00 1.44 0.0000 C-5 1.00 0.00 0.00 0.00 0.15 0.85 0.00 0.00 1.30 0.0000

************************* Conduit Surcharge Summary *************************

---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- C-1 0.01 0.01 0.01 6.57 0.01 C-4 0.01 0.01 0.01 6.18 0.01 C-5 0.01 0.01 0.01 17.31 0.01

Analysis begun on: Fri May 25 11:06:15 2012 Analysis ended on: Fri May 25 11:06:18 2012 Total elapsed time: 00:00:03


10

Appendix C Water Supply Calculations

Wild Splendor Water Storage Requirements Job #: 508‐0720‐Jun‐12

S = A + B + (the greater of C or D) 1

S = Total Required StorageA = Fire StorageB = Equalization Storage ( approx. 25% of projected MDD)C = Emergency Storage (min. 15% of ADD)D = Disinfection Contact Time (T10) storage to meet the CT requirements

A ‐ Fire StorageFire Flow Time Fire Storage

(L/s) hrs m3

Single Family Residential 2 100 2 720 Multifamily & Commercial 2 180 3 1,944 <‐‐ Governs

B ‐ Equalization Storage ( approx. 25% of projected MDD)

People/ha = 10 People/Unit 5 = 3.5

Stage Use Units Population1A Motor Coach Park 120 4201B Golf Course2A Cabins 200 7002B Equestrian3 Suites 192 6724A Urban Village 460 16104B Artist Loop 28 98Total Total 1000 3500

MDD 4 = 750 L/person/dayPopulation = 3500 persons

Equalization Storage = 656 m3

C ‐ Emergency Storage (min. 15% of ADD)

Population = 3500 PersonsADD 4 = 375 L/person/day

Emergency Storage = 197 m3

D ‐ Disinfection Contact Time (T10) storage to meet the CT requirements

D = 0

Population by Units 3

‐ Water from this reservoir is to be supplied will be treated prior to entering the reservoir, therefore Disinfection is not required.

SummaryA = 1,944 B = 656C = 197 <‐‐ GovernsD = 0

S = 2,797.13 m3

References1 ‐

2 ‐ EPCOR Design and Construction Standards ‐ January 20083 ‐ Wild Splendor TIA ‐ May 2012 ‐ Scheffer Andrew Ltd.

4 ‐ Section D ‐ Strathcona County ‐ Engineering Servicing Standards (Water)

5 ‐ Section C ‐ Strathcona County ‐ Engineering Servicing Standards (Sanitary)

Standards and Guidelines for Municipal Waterworks, Wasterwater and Storm Drainage Systems ‐ January 2006 ‐ Alberta Environment

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