appendix 2a storm management plan - alberta · stormwater management plan for hr milner power...

Proposed HR Milner Expansion Project Environmental Impact Assessment Report

Appendix 2A: Storm Management Plan

Maxim Power Corp. Page 2A-1 January 2009

Appendix 2A Storm Management Plan

Distribution of this document or any portion hereof is forbidden and requires approval from the client and Westhoff Engineering Resources, Inc. W:\Projects\2007\WER107-72 - Milner Power Station Water Management\Reporting\R-20080926-01-WER107-72-Stormwater Management Plan-jg-v6.doc

STORMWATER MANAGEMENT PLAN for

HR MILNER POWER STATION EXPANSION

Municipal District of Greenview No. 16

Prepared for:

Maxim Power Corporation

Prepared by:

Westhoff Engineering Resources, Inc. Land & Water Resources Management Consultants Suite 601 1040 – 7th Avenue S.W. Calgary, Alberta T2P 3G9 Phone: (403) 264-9366 Fax: (403) 264-8796 Email: [email protected]

September 2008

Maxim Power Corporation Page ii Water Management Plan for HR Milner Expansion September 2008 WER107-72

© Westhoff Engineering Resources, Inc.

W:\Projects\2007\WER107-72 - Milner Power Station Water Management\Reporting\R-20080926-01-WER107-72-Stormwater Management Plan-jg-v6.doc

Wednesday, October 15, 2008 - 7:56 AM

TABLE OF CONTENTS

Page Number 1.0 INTRODUCTION...............................................................................................................1

1.1 General ............................................................................................................................. 1 1.2 Report Structure and Approach ........................................................................................ 1

2.0 HYDROLOGIC ANALYSIS ...............................................................................................3 2.1 Regional Mean Annual Runoff Analysis............................................................................ 3 2.2 Regional Frequency Analysis for Extreme Discharges ..................................................... 4 2.3 Design Storms................................................................................................................... 5

3.0 STORMWATER MANAGEMENT PLAN ...........................................................................7 3.1 Proposed Pond Operation................................................................................................. 7 3.2 Internal Drainage to the Pond - Roadside Ditches and Other Drainage Swales............... 9

4.0 ANALYSIS AND RESULTS – STORMWATER MANAGEMENT PLAN .........................10 4.1 Drainage Areas ............................................................................................................... 10 4.2 SWMHYMO Analysis ...................................................................................................... 10

4.2.1. Total Runoff from Plant ....................................................................................... 10 4.2.2. QUALHYMO analysis for Sediment Removal ..................................................... 12

5.0 CONCLUSIONS..............................................................................................................14 6.0 REFERENCES................................................................................................................15

Maxim Power Corporation Page iii Water Management Plan for HR Milner Expansion September 2008 WER107-72




LIST OF FIGURES Page Number

Figure 1 Location Plan.........................................................................................................2 Figure 2 Regional Analysis – Median Annual Runoff ..........................................................4 Figure 3 Pre-development Release Rate (L/s/ha) ...............................................................5 Figure 4 Design Storms.......................................................................................................6 Figure 5 Concept for Pond Operation..................................................................................8 Figure 7 Suspended Solids Removal at Proposed Sedimentation Pond...........................12

LIST OF TABLES LIST OF TABLES

Page Number Table 1 Characteristics of Ponds .......................................................................................9 Table 2 SWMHYMO Results for Runoff Draining into Proposed Pond ............................11 Table 3 Pond Conditions for Simulated Storm Events .....................................................11

LIST OF APPENDICES LIST OF APPENDICES

Appendix A Hydrologic Studies Appendix B SWMHYMO input and output files Appendix C QUALHYMO input and output files

LIST OF DRAWINGS

Drawing SW01 Catchment Areas and Drainage Plan Drawing SW02 Details and Sections

Maxim Power Corporation Page 1 Stormwater Management Plan HR Milner Expansion September 2008 WER107-72




1.0 INTRODUCTION

1.1 General

Westhoff Engineering Resources, Inc. (Westhoff) has been requested by Maxim Power Corporation to prepare a Stormwater Management Plan (WMP) for the proposed HR Milner Power Plant Expansion in the Municipal District of Greenview No.16 approximately 20 km north of the Town of Grande Cache, Alberta. See Figure 1 – Location Map.

The proposed project consists of the construction and operation of a single-unit, nominal, 500 MW power plant. The HR Milner Expansion Project (Milner Unit 2) will be located adjacent to existing 150 MW HR Milner Generating Station (Milner Unit 1). The Project will use pulverized coal as its fuel source.

Project components include the plant itself (boiler, turbine, office, water treatment plant), cooling tower, office building, parking lots, roads, layout areas and other minor buildings.

This report describes the site drainage evaluation and management of runoff on-site.

We note that the proposed works are not affecting fish-bearing creeks and that the following regional drainage characteristics have been taken into consideration:

• The site drains into an existing wetland prior to release into the Smoky River.

1.2 Report Structure and Approach

The report describes the approach to the evaluation and development of the Stormwater Management Plan, including:

• A hydrologic analysis to quantify precipitation at the project site

• Stormwater Management Plan

• Conclusions and recommendations.





Figure 1 Location Plan

STUDY AREA





2.0 HYDROLOGIC ANALYSIS

A hydrologic analysis as part of the EPEA application and other supporting studies is required to comply with regulatory requirements.

The following sections present the description of the hydrologic studies, their purpose and the main conclusion.

2.1 Regional Mean Annual Runoff Analysis

The mean annual runoff is defined as the total volume of water passing one point of the drainage course during one year (cubic meters of water) divided by the effective drainage area at that point (square kilometers). This parameter is usually expressed in millimeters. The median annual runoff implicitly accounts for various physiographic and climatic variables such as annual precipitation, basin slope, length of drainage, evapotranspiration, etc., which are typically used in regional analyses. Regional analysis on this parameter, i.e., mean annual runoff provides basic information on how the basins with recorded flow data respond to annual precipitation.

The median annual runoff was calculated for 35 hydrometric stations and isopleths lines were drawn using the centroid of each basin. Figure 2 shows the results. From the graph it is found that the median annual runoff for the study area is about 240 mm. This value is 44% of the normal annual precipitation for the area (540 mm) as reported by Environment Canada.





Figure 2 Regional Analysis – Median Annual Runoff

2.2 Regional Frequency Analysis for Extreme Discharges The main goal of this analysis is to determine the release rates of catchment areas within the region where the study area is located.

The regional frequency analysis conducted as part of the Water Management Analysis for the nearby located #14 Mine for Milner Power Inc. was used to define the pre-development release rate for the study area for the 1:100 year storm event. The result of the analysis is illustrated in Figure 3 which shows the relationship between the unit area release rate versus the size of the catchment area. For small catchment areas, such as the one the study area is part of, the release rate is estimated to be 7.5 L/s/ha. It is noted that for small catchment areas the dispersion of the unit area release rate was found high with values between 4.5 and 10.9 L/s/ha.





Figure 3 Pre-development Release Rate (L/s/ha)

25.4, 10.9

29.8, 5.6

101.0, 7.1

174.0, 1.3

152.0, 3.8

181.0, 2.1

19.7, 4.5

18.6, 6.6

31.6, 5.3 94.0, 5.4

0

2

4

6

8

10

12

0 20 40 60 80 100 120 140 160 180 200

Area (km2)

Uni

t Are

a R

eles

e R

ate

(L/s

/ha)

2.3 Design Storms

To comply with the Environmental Protection and Enhancement Act (EPEA), environmental control operations need to be provided at the plant site as well as a runoff drainage plan. For the HR Milner expansion two stormwater ponds are proposed to be used for control of quantity and quality of the runoff from the plant, while internal swales and road ditches are proposed to drain the site towards the pond.

The 24 hour, 1:10 yr1 and the 24 hour, 1:100 yr storms were selected to size the on-site drainage system.2

No information on IDF (Intensity-Duration-Frequency) curves is available for the Grande Cache area. Therefore, information by Environment Canada from close-by stations was reviewed, including data from: Jasper (3053520), Fort St John Airport (1183000), Edson Airport (3062244) and Grande Prairie Airport (3072920).

1 EPEA - requirements for industrial runoff 2 To safeguard operation of the swales and road ditches and to meet pre-development release rates.





The Grande Prairie Airport station presents the highest values of precipitation amount for the 24 hour design storms, i.e. 69.8 mm for the 1:10 year and 106.8 mm for the 1:100 year event. The proposed temporal distribution is the AES 70 percentile3 for the 12-hour storms. The use of a 12-hour distribution using the precipitation depth of a 24-hour storm gives an additional safety factor.

Figure 4 shows the selected design storms.

Figure 4 Design Storms

3 Hogg, et.al. from Hydrology of Floods in Canada

24 HR; 1:10 YEAR STORM

0.0

2.0

4.0

6.0

8.0

10.0

12.0

1 2 3 4 5 6 7 8 9 10 11 12

Time (hours)

Inte

nsity

(mm

/hr)

24 HR; 1:100 YEAR STORM

0

2

4

6

8

10

12

14

16

1 2 3 4 5 6 7 8 9 10 11 12

Time (hours)

Inte

nsity

(mm

/hr)





3.0 STORMWATER MANAGEMENT PLAN

The envisioned drainage plan for the plant aims to meet two fundamental objectives:

1. Minimize impacts on the adjacent environment with respect to water quantity and water quality;

2. Comply with the regulatory requirements for industrial runoff management.

The drainage strategy for the Plant Site consists of:

1. Construction of internal drainage swales and road ditches to convey stormwater runoff towards the proposed stormwater management pond.

2. Construction of two stormwater management wet ponds to reduce peak discharges during extreme events and to settle suspended particles.

3. Construction of control structures for operation of the stormwater management ponds. These structures are designed to fully contain the runoff from storms equal or smaller than the 24 hr, 1:10 year storm (no release into the wetland prior water quality testing). In addition, the structures will control the release during 24 hr, 1:100 year storm to a maximum of 7.5 L/s/ha (predevelopment release rate).

4. Runoff from external undisturbed area will be directed to the existing wetland.

The proposed level of design for the internal drainage swales and ditches is the 1:100 year event.

Drawing SW01 shows the layout of the proposed components of the drainage system at the plant site.

3.1 Proposed Pond Operation

Figure 5 shows a concept for the proposed ponds operation.





Figure 5 Concept for Ponds Operation

The normal water level at the ponds will be 914.0 m for Pond 1 and 921.0 m for Pond 2. The proposed control structures are designed to have two orifices at different elevations, one to be normally closed with a sluice gate and one to control the release into the wetland4 at predevelopment release rates.

As shown in Figure 5, the storage capacity of the ponds between the two orifices is designed to be equal to the expected runoff volume for a 24hr, 1:10 year storm. As mentioned above the normal water level at the ponds will be 914.0 m and 921.0 m and the sluice gate will be closed for normal conditions. Under these conditions any storm smaller than the 24hr, 1:10 year will be fully contained in the ponds with no release into the wetland. To restore the ponds to normal conditions (Normal Water Level) the water quality in the ponds need to be tested and water quality needs to comply with surface water quality guidelines; after which the sluice gate will be opened to restore the ponds to normal water level conditions.

For very small storms no runoff is expected; however, if the depth of water in the ponds is low after a storm event, the gate may not be opened to harvest and re-use runoff. That is, as a good water management operation, captured runoff stored in the pond may be used for dust control.

4 The current site drainage is via an existing wetland to the east of the plant site. This same routing is proposed for the expansion.

V1 = runoff from 1:10 year

storm

Invert Elevation of orifice designed to control release at predevelopment

release rates during 1:100 year storm

Sluice gate to be opened to restore

the pond to normal conditions

once water complies with water quality

guidelines for the protection of freshwater aquatic life.

Maximum Water Level during the 1:100 year storm

POND CONTROL

STRUCTURE

Runoff from Plant for Post-

Expansion

Dead Volume –Sediment Trap





Table 1 shows the main characteristics of the ponds.

Table 1 Characteristics of Ponds

Parameter Pond 1 Pond 2

Drainage Area 23.62 ha 2.66 ha

Bottom Elevation 913.0 m 920.0 m

Normal Water Level 914.0 m 921.0 m

Invert of Orifice 1 with Sluice Gate 914.0 m 921.00 m

Invert Elevation of Orifice 2 915.80 m 922.40 m

Spill Elevation 916.50 m 923.00 m

Volume below NWL 2,830 m3 260 m3

Volume between orifices 9,746 m3 800 m3

Total Active Volume Capacity 15,380 m3 1,340 m3

Total Capacity to Spill Elevation 18,210 m3 1,600 m3

3.2 Internal Drainage to the Pond - Roadside Ditches and Other Drainage Swales

The strategy includes the use of roadside ditches as the main conveyance system to drain the site and convey stormwater to the proposed pond.

Where required and along steep sloping sections, check dams are to be installed to control flow velocities and to mitigate the potential of erosion.

The proposed typical swales and roadside ditches have a triangular cross section with 3:1 side slopes and total depth of 0.5 m. Drawing SW01 shows the direction of flow as conveyed by roadside ditches and swales.

Note that the drainage from the coal stockpile is via a dedicated separate ditch system and enters an independent pond (Pond 2). Releases following water quality compliance testing are via the proposed control structure for this pond.





4.0 ANALYSIS AND RESULTS – STORMWATER MANAGEMENT PLAN

4.1 Drainage Areas

The subcatchment areas within the plant were delineated based on proposed contours of the site. Drawing SW01 shows the subcatchment boundaries and their associated size. The existing wastewater process ponds are not draining into the stormwater ponds. The runoff from the coal storage area is proposed to be drained into a separate pond (Pond 2) as shown on Drawing SW01.

4.2 SWMHYMO Analysis

The SWMHYMO model was used to simulate the rainfall-runoff process for the plant for post-expansion conditions.

Specifically, the SWMHYMO model is capable of:

• single event modelling to simulate rural, urban and urban/rural watershed conditions for specific design storm events;

• producing hydrographs, flow volumes, and flow rates at any significant point;

• routing through channels, pipes and reservoirs;

• determining flows for future land use conditions; and

• accepting input in the form of hydrographs.

The SWMHYMO model uses the same techniques as its predecessors INTERHYMO (Wisner et al., 1989), HYMO (Williams and Hann, USDA, 1973) and OTTHYMO (Wisner and P'ng, University of Ottawa, 1983). SWMHYMO is based on many years of development and hundreds of practical applications.

Two storm events were simulated separately, i.e. 24hr, 1:10 year storm and 24 hr 1:100 year storm. Section 2.3 of this report describes the procedures used to obtain the aforementioned design storms.

4.2.1. Total Runoff from Plant

Runoff volumes and runoff hydrographs were obtained for each subcatchment area and then added up. The results are presented separately for the total area draining into the proposed pond. Table 2 summarizes the results.





Table 2 SWMHYMO Results for Runoff Draining into Stormwater Ponds

Storm Event Pond Total Area (ha)

Peak Discharge

(m3/s)

Runoff Volume

(mm)

Runoff Volume

(m3) 24 hr, 1:10 year

storm 1 23.6 0.443 40.1 9,465

24 hr, 1:100 year storm 1 23.6 0.764 69.7 16,470

24 hr, 1:10 year storm 2 2.66 0.040 27.6 735

24 hr, 1:100 year storm 2 2.66 0.075 53.9 1,435

Table 3 shows the results of routing the runoff hydrograph through the proposed ponds.

Table 3 Pond Conditions for Simulated Storm Events

Storm Event Pond Water Elevation (m)

Active Storage (m3)

24 hr, 1:10 year storm 1 915.76 9,465

24 hr, 1:100 year storm 1 916.37 14,280

24 hr, 1:10 year storm 2 922.31 735

24 hr, 1:100 year storm 2 922.81 1,180

Note that the water elevation for the 24 h, 1:10 year storm is related to full containment; the water elevation for the 24 h, 1:100 year storm is corresponding to releases via the second orifice at pre-development rates.





4.2.2. QUALHYMO analysis for Sediment Removal

The QUALHYMO model was run to estimate the removal of suspended sediment at the ponds. Continuous simulation during a time span of 23 years (existing historical precipitation record at station Grande Cache RS) was used to estimate the overall sediment removal rates of Total Suspended Solids. The QUALHYMO is a model that simulates water quality and quantity including the generation and routing of pollutants such as Total Suspended Solids.

The performance of the ponds for retention of various particle sizes and associated settling velocities was tested. Figure 6 shows the removal efficiency as a function of the settling velocity. Settling velocities and associated particle sizes are according to the Stoke’s Law.

Figure 6 Suspended Solids Removal at Proposed Ponds

30%

40%

50%

60%

70%

80%

90%

100%

0.0000001 0.000001 0.00001 0.0001 0.001

Settling Velocity (m/s)

Perc

enta

ge o

f Rem

oval

(Bas

e Pe

riod

1972

-199

4)

Pond 1

Pond 2

1 Size (microns) ->

2 5 10 15 20 30 0.5

Results show that the removal efficiency of particles greater than 5 microns is higher than 96 % for Pond 1 and higher than 86% for Pond 2. For particles smaller than 0.5 micron the efficiency starts to be low for both ponds. The actual size distribution of suspended particles in the stormwater entering the ponds needs to be tested once the plant expansion starts the operation.





If particles smaller than 2 microns represent an important portion of the suspended solids additional treatment other than physical settlement needs to be implemented before releasing any water. The type of treatment will depend on the water quality of the stormwater and any release needs to comply with the Alberta Environment requirements. This may be the case for Pond 2. During detailed design stage the use of flocculants will be analyzed; as an alternative, enhance evaporation systems will be explored.

The current target is an 85% reduction of annual sediment loadings for particles of 75 micron in size or larger. As noted, the ponds are sufficiently sized as the 85% reduction is achieved for even smaller particles (1.5 microns for Pond 1 and 4 microns for Pond 2).





5.0 CONCLUSIONS

The proposed stormwater management system meets the regulatory requirements.

The drainage system comprising localized swales, roadside ditches, culverts and ponds can be implemented to meet stormwater quantity and quality objectives:

The entire volume generated by a 10 year, 24 hour storm event is contained within the proposed ponds. The outlet system comprising a gated manhole allows for controlled releases and water quality sampling and analysis prior to releasing captured runoff into natural drainage courses if required.

Excavation and minor berming is required to construct the ponds with the required storage capacity. The net excavation is estimated to be 14,000 m3 for Pond 1 and less than 1,000 m3 for Pond 2.

Runoff captured in the ponds can be used for some types of water uses at the plant, such as dust control.

The water quality modeling of the ponds suggests that the removal of the majority of particles greater than 1 micron for Pond 1 and 2 microns for Pond 2 can be achieved with the proposed ponds.

The proposed stormwater management system is designed to collect and manage the drainage from areas within the plant (for post-expansion conditions) including the coal storage area. The runoff from the latter area will be directed to a separate pond (Pond 2). The high expected concentrations of very fine suspended solids expected from this area will be treated in this pond.

Runoff from external areas is to be intercepted and diverted to the wetland.

It must be recognized that during the final design, adjustments to alignment of ditches may be necessary; however, the location of ponds is likely not changing.





6.0 REFERENCES

Alberta Environmental Protection. (1999). Standards and Guidelines for Municipal Waterworks, Wastewater and Storm Drainage System. Edmonton, Alberta, 2006.

Alberta Environment. (2001). Manual Policies and Procedures Manual. Edmonton, Alberta, April 2001.

Alberta Transportation. (2004). Design Guidelines for Bridge Size Culverts. Edmonton, Alberta, November 2004.

Hydrology of Floods in Canada. A Guide to Planning and Design. W.E. Watt, et.al., 1989

J.F. Sabourin & Associates Inc. J.F. Sabourin & Associates Inc. (1998). SWMHYMO: Storm Water Management Hydrologic Model, User’s Manual. Ottawa, Ontario, 1998.

Williams, J.R. and R.W. Hann. 1973. HYMO-Problem oriented computer language for hydrologic modeling.USDA.

Wisner, P., Sabourin, J.F., and Alperin, L. “INTERHYMO/OTTHYMO 89: An International

Hydrologic Model for Stormwater Management and Flood Control,” Paul Wisner and Associates Inc., July 1989

Wisner, P., and P'ng, J. C., OTTHYMO, A Model for Master Drainage Plans, IMPSWM Urban

Drainage Modeling Procedures, 2nd Edition, Department of Civil Engineering, University of Ottawa, Ottawa, Ontario, 1983.

APPENDIX A EXAMPLES OF HYDROLOGIC CALCULATIONS FOR TWO

HYDROMETRIC STATIONS

Station Cod07AC008 LITTLE BERLAND RIVER AT HIGHWAY No. 40 Area Gross 94.00 km2

Effective 94.00 km2

ID PARAM Year I-MAX SYM HH:MM CODE MM-DD MAX SYM MM-DD MIN SYM MM-DD07AC008 1 1986 14.8 8:14 MST 07--18 14 07--1807AC008 1 1987 16.5 4:40 MST 08--2 14.5 08--207AC008 1 1988 1.57 11:19 MST 06--11 1.44 06--1107AC008 1 1989 14 5:29 MST 08--17 13.4 08--1707AC008 1 1990 23.7 22:50 MST 07--6 17.4 07--707AC008 1 1991 17.1 0:05 MST 07--7 14.9 07--707AC008 1 1992 3.22 2:36 MST 06--2 3.05 06--207AC008 1 1993 2.45 05--2607AC008 1 1994 7.09 10:00 MST 06--7 6.43 06--807AC008 1 1995 12.5 7:07 MST 06--21 10.9 06--2107AC008 1 1996 10 10:52 MST 05--31 9.18 05--3107AC008 1 1997 39.9 21:54 MST 06--23 32.9 07--1207AC008 1 1998 16.6 23:59 MST 06--30 14.1 07--107AC008 1 1999 30.9 14:05 MST 07--3 25.8 07--307AC008 1 2000 7.8 16:12 MST 07--23 7.33 06--1107AC008 1 2001 8.44 23:00 MST 07--18 7.56 07--2507AC008 1 2002 4.92 5:00 MST 06--18 4.67 06--1807AC008 1 2003 7.09 05--2607AC008 1 2004 19.9 5:00 MST 06--6 15.5 06--607AC008 1 2005 15.8 14:55 MST 06--18 13 06--3007AC008 1 2006 5.31 22:30 MST 09--26 5.17 09--27

Number of available periods 21Number of Maximum Daily Data 21Number of Maximum Instantaneous Data 19% of instantaneous missing data 10%

Number of Coincident Instant. - Daily 15Coefficient of determination Inst-Daily 0.99Factor 1.18

January February March April May June July August September October November December Total0 0 0 0 1 9 6 2 1 0 0 0 19

FREQUENCY OF INSTANTANEOUS EVENTS FOR MONTH OF THE YEAR

Maximum Instantaneous Maximum Daily Minimum Daily

RAW DATA SCRUTINY

EXTREM REPORT

Peak flows serie

0

5

10

15

20

25

30

35

40

45

1985 1990 1995 2000 2005 2010

Year

Flow

Pea

k (m

3/s)

WER 107-18W:\Projects\2007\WER107-18 - Milner #14 Mine - Drainage\Calculations\FreqAnalysis\07AC008-LITTLE BERLAND RIVER AT HIGHWAY No-40-2005-Freq_Anal_base.xls RawData

Westhoff Engineering Resouces, Inc.06/06/2007 3:01 PM

Station Cod07AC008 LITTLE BERLAND RIVER AT HIGHWAY No. 40Pairs of time-coincident Q inst Area Gross 94.00 km2 COLUMS TO BE EXPORTED

and Qdaily Effective 94.00 km2 TO HYFRAN AND FITTINGSPREASHEET Moving Average

Q max inst Q max daily Q inst/ Q daily Year Flow Year 3 years 5 years(m3/s) (m3/s) 1986 14.800 1986 10.957 14.114

1987 16.500 1987 10.690 14.5741.57 1.44 1.090 1988 1.570 1988 13.090 11.9183.22 3.05 1.056 1989 14.000 1989 18.267 12.1834.92 4.67 1.054 1990 23.700 1990 14.673 10.8015.31 5.17 1.027 1991 17.100 1991 7.738 8.5617.09 6.43 1.103 1992 3.220 1992 4.402 7.14110 9.18 1.089 1993 2.895 1993 7.495 14.477

12.5 10.9 1.147 1994 7.090 1994 9.863 17.21814 13.4 1.045 1995 12.500 1995 20.800 21.980

14.8 14 1.057 1996 10.000 1996 22.167 21.04016.5 14.5 1.138 1997 39.900 1997 29.133 20.72816.6 14.1 1.177 1998 16.600 1998 18.433 13.73217.1 14.9 1.148 1999 30.900 1999 15.713 12.08719.9 15.5 1.284 2000 7.800 2000 7.053 9.88723.7 17.4 1.362 2001 8.440 2001 7.246 11.48730.9 25.8 1.198 2002 4.920 2002 11.066 10.861

2003 8.377 2003 14.6922004 19.900 2004 13.670

Linear Regression (forced to 0,0) Average of Qinst/Qdaily ratio 1.132 2005 15.800 20052006 5.310 2006

m b1.182 0

0.024907 #N/Ar2 0.994 1.250235

Q max daily Q max inst Q max daily Q max inst

0 0 0 026.8 31.67 26.8 30.33

Method to complete missing Data 1: Linear Regression 2: Qins/Qdaily ratio 1

Methods for estimation of missing data

SYNTHESIS OF MISSING INSTANTANEOUS PEAK DATA

Maximum Flows - Instantaneous vs Daily

y = 1.1816xR2 = 0.9763

05

101520253035

0 5 10 15 20 25 30Maximum Daily Flow (m3/s)

Max

imum

Inst

anta

neou

sFl

ow (m

3/s)

Using average of Qinst/Qdaily ratio

COMPLETED SERIES

0.000

5.000

10.000

15.000

20.000

25.000

30.000

35.000

40.000

45.000

1985 1990 1995 2000 2005 2010Year

Peak

Flo

w (m

3/s)

time serie

Moving average over three years

Moving average over five years

0.000

5.000

10.000

15.000

20.000

25.000

30.000

35.000

40.000

45.000

1986

1987

1988

1989

1990

1991

1992

1993

1994

1995

1996

1997

1998

1999

2000

2001

2002

2003

2004

2005

2006

Year

Peak

Flo

w (m

3/s)

WER 107-18W:\Projects\2007\WER107-18 - Milner #14 Mine - Drainage\Calculations\FreqAnalysis\07AC008-LITTLE BERLAND RIVER AT HIGHWAY No-40-2005-Freq_Anal_base.xls Synth_Miss_Data

Westhoff Engineering Resouces, Inc.06/06/2007 3:01 PM

RUNOFF CALCULATION

LITTLE BERLAND RIVER AT HIGHWAY No. 40Area ----> 94.00 km2

Annual Annual

Year Runoff RunoffVolume Volume

(m3) (mm)1997 51,729,984 550.31991 45,465,365 483.72004 45,263,644 481.51989 44,216,038 470.42005 44,183,367 470.01999 42,661,287 453.81990 39,128,978 416.31986 34,453,526 366.52000 34,420,946 366.21995 34,333,852 365.31998 27,975,072 297.6 <----- MEDIAN1994 27,033,740 287.61996 26,521,730 282.12001 25,594,716 272.32003 24,077,041 256.11987 23,945,161 254.71993 23,309,347 248.02006 19,731,335 209.92002 19,411,776 206.51992 17,420,820 185.31988 10,136,678 107.8

HYPOTHESE TESTS

07AC008-LITTLE BERLAND RIVER AT HIGHWAY No. 40

Test for independen(Wald-Wolfowitz)

HypothesesH0 The observationare independentH1 Observatio are dependent (autocorrelaof order 1)

ResultsStatistics value |U| = 0.714p-value : p = 0.475

ConclusionWe accept H0 at a significancelevel of 5 %.


Stationarity test (Kendall)

HypothesesH0 No trend is apparent in the observationsH1 There is a trend in the observations

ResultsStatistics value |K| = 0.0302p-value : p = 0.976

ConclusionWe accept H0 at a significancelevel of 5 %.


Homogeneity test at annual scale (Wilcoxon)

HypothesesH0 The averages of the two samples are equalH1 The averages of the two samples are different

ResultsStatistics value |W| = 0.88p-value : p = 0.379

#14 Mine - MilnerFitting Test to Results of Frequency Analysis WER 107-18

SAMPLE PROBABILITIES AND RANKS FOR THE SEVEN HIGHEST FLOW EVENTS0 07AC008-LITTLE BERLAND RIVER AT HIGHWAY No. 40

Distribution ----> 1 2 3 4 5 6 7 8 9 10 11 12 13 141 0.340228 0.362906 0.306855 0.337091 0.341575 0.360385 0.370433 0.340012 0.373559 0.346543 0.365188 0.342538 0.371380

21 0.127871 0.136874 0.115790 0.126339 0.127771 0.135642 0.139727 0.127567 0.139319 0.129149 0.136949 0.126433 0.137389 321 0.040716 0.046469 0.037561 0.039397 0.039689 0.048751 0.048540 0.040273 0.046889 0.040662 0.046078 0.039534 0.044664

4321 0.012837 0.015696 0.011835 0.012209 0.012312 0.017930 0.016948 0.012681 0.016358 0.013072 0.015853 0.012880 0.015091 54321 0.004824 0.005947 0.004438 0.004576 0.004619 0.006656 0.006420 0.004769 0.006183 0.004940 0.006007 0.004878 0.005720

654321 0.000885 0.001014 0.000826 0.000849 0.000852 0.000924 0.001034 0.000869 0.000952 0.000864 0.000966 0.000828 0.000931 7654321 0.000199 0.000213 0.000188 0.000193 0.000192 0.000160 0.000207 0.000194 0.000182 0.000185 0.000192 0.000173 0.000187

RANKS1 10 5 13 12 9 6 3 11 1 7 4 8 2

21 8 5 13 12 9 6 1 10 2 7 4 11 3321 7 4 13 12 10 1 2 9 3 8 5 11 6

4321 9 5 13 12 11 1 2 10 3 7 4 8 654321 9 5 13 12 11 1 2 10 3 7 4 8 6

654321 7 2 13 11 10 6 1 8 4 9 3 12 57654321 3 1 8 5 6 13 2 4 11 10 7 12 9

1 GEV Maxim Likelihood2 GEV Moments3 GEV Weigthed Moments4 Gumbel Maxim Likelihood5 Gumbel Moments6 Gumbel Weigthed Moments7 LogNormal II Maxim Likelihood8 LogNormal III Maxim Likelihood9 LogNormal III Moments

10 Pearson III Maxim Likelihood11 Pearson III Moments12 LogPearson III SAM13 LogPearson III Moments B=1014 LogPearson III WRC

W:\Projects\2007\WER107-18 - Milner #14 Mine - Drainage\Calculations\FreqAnalysis\07AC008-LITTLE BERLAND RIVER AT HIGHWAY No-40-2005-Freq_Anal_Fitting_V4.1.xls Sheet2Westhoff Engineering Resources, Inc.

06/06/2007 3:15 PM

#14 Mine - MilnerFitting Test to Results of Frequency Analysis WER 107-18

Q instantDistribution Method of Fitting P1 Rank 1:100

(m3/s)GEV Maxim Likelihood 14 50 GEV Moments 0.000885 7 44 GEV Weigthed Moments 0.001014 2 48 Gumbel Maxim Likelihood 0.000826 13 42 Gumbel Moments 0.000849 11 43 Gumbel Weigthed Moments 0.000852 10 44 LogNormal II Maxim Likelihood 0.000924 6 67 LogNormal III Maxim Likelihood 0.001034 1 51 LogNormal III Moments 0.000869 8 44 Pearson III Maxim Likelihood 0.000952 4 49 Pearson III Moments 0.000864 9 44 LogPearson III SAM 0.000966 3 47 LogPearson III Moments B=10 0.000828 12 42 LogPearson III WRC 0.000931 5 47

P1 : Probability of distribution fitting the largest 6 maximum annual volumes

W:\Projects\2007\WER107-18 - Milner #14 Mine - Drainage\Calculations\FreqAnalysis\07AC008-LITTLE BERLAND RIVER AT HIGHWAY No-40-2005-Freq_Anal_Fitting_V4.1.xls Sheet2Westhoff Engineering Resources, Inc.

06/06/2007 3:05 PM


Results of the fitting

3-parameter lognormal (Maximum Likelihood)

Number of observations 21

Parametersm -2.628805mu 2.609425sigma 0.585664

Quantilesq = F(X) : non-exceedance probabilityT = 1/(1-q)

T q XT Standard d Confidence interval (95%)10000 0.9999 117 60.9 N/D N/D2000 0.9995 90.8 40.9 N/D N/D1000 0.999 80.4 33.8 N/D N/D200 0.995 58.8 20.3 N/D N/D100 0.99 50.5 15.7 19.8 81.250 0.98 42.6 11.7 19.6 65.620 0.95 33 7.54 18.2 47.810 0.9 26.2 5.11 16.1 36.25 0.8 19.6 3.31 13.1 26.13 0.6667 14.9 2.38 10.2 19.52 0.5 11 1.84 7.36 14.6

1.4286 0.3 7.37 1.44 4.55 10.21.25 0.2 5.67 1.26 3.2 8.15

1.1111 0.1 3.79 1.11 1.61 5.961.0526 0.05 2.56 1.08 0.445 4.671.0204 0.02 1.45 1.15 -0.803 3.711.0101 0.01 0.85 1.25 -1.6 3.31.005 0.005 0.377 1.36 -2.29 3.041.001 0.001 -0.405 1.61 -3.57 2.76

1.0005 0.0005 -0.651 1.72 -4.01 2.711.0001 0.0001 -1.09 1.93 -4.86 2.68


Results of the fitting

GEV (Method of weighted moments)

Number of observations 21

Parametersalpha 6.812001k -0.099114u 8.728561

Quantilesq = F(X) : non-exceedance probabilityT = 1/(1-q)

T q XT Standard d Confidence interval (95%)10000 0.9999 111 93.3 N/D N/D2000 0.9995 86 56.4 N/D N/D1000 0.999 76.3 44.3 N/D N/D200 0.995 56.2 23.4 N/D N/D100 0.99 48.4 17 N/D N/D50 0.98 41.2 11.9 N/D N/D20 0.95 32.3 7.09 18.4 46.210 0.9 25.9 4.67 16.7 35.15 0.8 19.7 3.15 13.6 25.93 0.6667 15.2 2.43 10.4 19.92 0.5 11.3 1.96 7.43 15.1

1.4286 0.3 7.48 1.58 4.39 10.61.25 0.2 5.56 1.46 2.71 8.42

1.1111 0.1 3.28 1.48 0.369 6.181.0526 0.05 1.65 1.67 -1.62 4.911.0204 0.02 0.0374 1.99 -3.86 3.941.0101 0.01 -0.926 2.25 -5.33 3.481.005 0.005 -1.74 2.5 -6.64 3.161.001 0.001 -3.25 3.04 -9.21 2.7

1.0005 0.0005 -3.79 3.25 -10.2 2.591.0001 0.0001 -4.85 3.71 -12.1 2.42

APPENDIX B SWMHYMO FILES

INPUT FILE 24 HR, 1:10 YEAR STORM EVENT

(C:\...Mil10yr.DAT) Westhoff Engineering Resources, Inc.

Westhoff Engineering Resources, Inc. Page 0

00001> 2 Metric units00002> *#******************************************************************************00003> *# Project Name: [Milner] Project Number: [WER107-72]00004> *# Date : 24-09-200800005> *# Modeller : [M. NAMMO]00006> *# Company : Westhoff Engineering Resources, Inc.00007> *# License # : 5006505 00008> *#******************************************************************************00009> START TZERO=[0.0], METOUT=[2], NSTORM=[0], NRUN=[0] 00010> *% [ ] <--storm filename, one per line for NSTORM time00011> *%-----------------|-----------------------------------------------------------|00012> ********************************************************************************00013> * AES STORM 24 hr 10 Year00014> ********************************************************************************00015> *00016> READ STORM STORM_FILENAME=["st10yr.stm"]00017> *00018> *%-----------------|-----------------------------------------------------------|00019> ********************************************************************************00020> * CARCHMENTS A 00021> ********************************************************************************00022> *00023> CALIB STANDHYD ID=[1], NHYD=[1010], DT=[5](min), AREA=[1.42](ha),00024> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00025> SCS curve number CN=[72],00026> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00027> LGP=[40](m), MNP=[0.25], SCP=[10](min),00028> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00029> LGI=[100](m), MNI=[0.013], SCI=[5](min)00030> RAINFALL=[ , , , , ](mm/hr) , END=-100031> *00032> ********************************************************************************00033> * CARCHMENTS B 00034> ********************************************************************************00035> CALIB STANDHYD ID=[2], NHYD=[1020], DT=[5](min), AREA=[4.41](ha),00036> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00037> SCS curve number CN=[72],00038> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00039> LGP=[40](m), MNP=[0.25], SCP=[10](min),00040> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00041> LGI=[100](m), MNI=[0.013], SCI=[5](min)00042> RAINFALL=[ , , , , ](mm/hr) , END=-100043> *00044> ********************************************************************************00045> *EXT-100046> ********************************************************************************00047> CALIB NASHYD ID=[3], NHYD=[1030], DT=[5]min, AREA=[60.0](ha),00048> DWF=[0.0](cms), CN/C=[40], IA=[20](mm),00049> N=[3], TP=[1.3]hrs,00050> RAINFALL=[ , , , , ](mm/hr), END=-100051> *%-----------------|-----------------------------------------------------------|00052> ADD HYD IDsum=[4], NHYD=[1040], IDs to add=[1,2]00053> *%-----------------|-----------------------------------------------------------|00054> ********************************************************************************00055> * CARCHMENTS C00056> ********************************************************************************00057> CALIB STANDHYD ID=[1], NHYD=[1050], DT=[5](min), AREA=[2.9](ha),00058> XIMP=[0.66], TIMP=[0.66], DWF=[0](cms), LOSS=[2], 00059> SCS curve number CN=[72],00060> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00061> LGP=[40](m), MNP=[0.25], SCP=[10](min),00062> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00063> LGI=[100](m), MNI=[0.013], SCI=[5](min)00064> RAINFALL=[ , , , , ](mm/hr) , END=-100065> *00066> *%-----------------|-----------------------------------------------------------|



00067> ADD HYD IDsum=[3], NHYD=[1060], IDs to add=[1,4]00068> *%-----------------|-----------------------------------------------------------|00069> ********************************************************************************00070> * CARCHMENTS D00071> ********************************************************************************00072> CALIB STANDHYD ID=[1], NHYD=[1070], DT=[5](min), AREA=[2.81](ha),00073> XIMP=[0.38], TIMP=[0.38], DWF=[0](cms), LOSS=[2], 00074> SCS curve number CN=[72],00075> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00076> LGP=[40](m), MNP=[0.25], SCP=[10](min),00077> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00078> LGI=[100](m), MNI=[0.013], SCI=[5](min)00079> RAINFALL=[ , , , , ](mm/hr) , END=-100080> *00081> *%-----------------|-----------------------------------------------------------|00082> ADD HYD IDsum=[2], NHYD=[1080], IDs to add=[1,3]00083> *%-----------------|-----------------------------------------------------------|00084> ********************************************************************************00085> * CARCHMENTS E00086> ********************************************************************************00087> CALIB STANDHYD ID=[1], NHYD=[1090], DT=[5](min), AREA=[4.28](ha),00088> XIMP=[0.36], TIMP=[0.36], DWF=[0](cms), LOSS=[2], 00089> SCS curve number CN=[72],00090> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00091> LGP=[40](m), MNP=[0.25], SCP=[10](min),00092> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00093> LGI=[100](m), MNI=[0.013], SCI=[5](min)00094> RAINFALL=[ , , , , ](mm/hr) , END=-100095> *00096> *%-----------------|-----------------------------------------------------------|00097> ADD HYD IDsum=[5], NHYD=[1100], IDs to add=[1,2]00098> *%-----------------|-----------------------------------------------------------|00099> ********************************************************************************00100> * CARCHMENTS F00101> ********************************************************************************00102> CALIB STANDHYD ID=[1], NHYD=[1110], DT=[5](min), AREA=[3.39](ha),00103> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00104> SCS curve number CN=[72],00105> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00106> LGP=[40](m), MNP=[0.25], SCP=[10](min),00107> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00108> LGI=[100](m), MNI=[0.013], SCI=[5](min)00109> RAINFALL=[ , , , , ](mm/hr) , END=-100110> *00111> ********************************************************************************00112> * CARCHMENTS G00113> ********************************************************************************00114> CALIB STANDHYD ID=[2], NHYD=[1120], DT=[5](min), AREA=[1.22](ha),00115> XIMP=[0.46], TIMP=[0.46], DWF=[0](cms), LOSS=[2], 00116> SCS curve number CN=[72],00117> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00118> LGP=[40](m), MNP=[0.25], SCP=[10](min),00119> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00120> LGI=[100](m), MNI=[0.013], SCI=[5](min)00121> RAINFALL=[ , , , , ](mm/hr) , END=-100122> *00123> *%-----------------|-----------------------------------------------------------|00124> ADD HYD IDsum=[3], NHYD=[1130], IDs to add=[1,2]00125> *%-----------------|-----------------------------------------------------------|00126> ********************************************************************************00127> * CARCHMENTS H00128> ********************************************************************************00129> CALIB STANDHYD ID=[1], NHYD=[1140], DT=[5](min), AREA=[3.19](ha),00130> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00131> SCS curve number CN=[72],00132> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%),



00133> LGP=[40](m), MNP=[0.25], SCP=[10](min),00134> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00135> LGI=[100](m), MNI=[0.013], SCI=[5](min)00136> RAINFALL=[ , , , , ](mm/hr) , END=-100137> *00138> *%-----------------|-----------------------------------------------------------|00139> ADD HYD IDsum=[6], NHYD=[1150], IDs to add=[1,3,5]00140> *%-----------------|-----------------------------------------------------------|00141> ROUTE RESERVOIR IDout=[7], NHYD=[1160], IDin=[6], 00142> RDT=[5](min), 00143> TABLE of ( OUTFLOW-STORAGE ) values 00144> (cms) - (ha-m)00145> [ 0.0 , 0.0 ]00146> [ 0.0001 , 0.9746]00147> [ 0.0350 , 1.1244200 ]00148> [ 0.1324 , 1.2829500 ]00149> [ 0.1840 , 1.4502600 ]00150> [ 0.2050 , 1.5380000 ]00151> [ -1 , -1 ] (max twenty pts)00152> IDovf=[ ], NHYDovf=[ ]00153> *%-----------------|-----------------------------------------------------------|00154> * 00155> * STORM POND 1 00156> * ELEV DEPTH VOLUME 00157> * (m) (m) (m3) 00158> * 914.00 0 0 00159> * 914.20 0.2 763 00160> * 914.40 0.4 1603 00161> * 914.60 0.6 2522 00162> * 914.80 0.8 3521 00163> * 915.00 1.0 4600 00164> * 915.20 1.2 5761 00165> * 915.40 1.4 7005 00166> * 915.60 1.6 8333 00167> * 915.80 1.8 9746 00168> * 916.00 2.0 11244 00169> * 916.20 2.2 12830 00170> * 916.40 2.4 14503 00171> * 916.50 2.5 15380 00172> *00173> *%-----------------|-----------------------------------------------------------|00174> *00175> ********************************************************************************00176> * CATCHMENT AREA - COAL STORAGE00177> ********************************************************************************00178> CALIB NASHYD ID=[1], NHYD=[1200], DT=[1]min, AREA=[2.66](ha),00179> DWF=[0.0](cms), CN/C=[72], IA=[2](mm),00180> N=[3], TP=[0.15]hrs,00181> RAINFALL=[ , , , , ](mm/hr), END=-100182> *%-----------------|-----------------------------------------------------------|00183> ROUTE RESERVOIR IDout=[2], NHYD=[1320], IDin=[1], 00184> RDT=[1](min), 00185> TABLE of ( OUTFLOW-STORAGE ) values 00186> (cms) - (ha-m)00187> [ 0.0000,0.0 ]00188> [ 0.00001,0.0801]00189> [ 0.01344,0.0966]00190> [ 0.01901,0.1144]00191> [ 0.02328,0.1336]00192> [ -1 , -1 ] (max twenty pts)00193> IDovf=[ ], NHYDovf=[ ]00194> *00195> COMPUTE VOLUME ID=[1], STRATE=[-100](cms), RELRATE=[0.0](cms)00196> *%-----------------|-----------------------------------------------------------|00197> *00198> FINISH

OUTPUT FILE 24 HR, 1:10 YEAR STORM EVENT

(C:\...Mil10yr.out) Westhoff Engineering Resources, Inc.


00001> =============================================================================00002> 00003> SSSSS W W M M H H Y Y M M OOO 999 999 =========00004> S W W W MM MM H H Y Y MM MM O O 9 9 9 9 00005> SSSSS W W W M M M HHHHH Y M M M O O ## 9 9 9 9 Ver. 4.0200006> S W W M M H H Y M M O O 9999 9999 July 199900007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 500650500009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> ***************************************************************************00012> *************************** SWMHYMO-99 Ver/4.02 ***************************00013> ******* A single event and continuous hydrologic simulation model *******00014> ******* based on the principles of HYMO and its successors *******00015> ******* OTTHYMO-83 and OTTHYMO-89. *******00016> ***************************************************************************00017> ******* Distributed by: J.F. Sabourin and Associates Inc. *******00018> ******* Ottawa, Ontario: (613) 727-5199 *******00019> ******* Gatineau, Quebec: (819) 243-6858 *******00020> ******* E-Mail: [email protected] *******00021> ***************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++ Licensed user: Westhoff Engineering Resources, Inc. +++++++00025> +++++++ Calgary SERIAL#:5006505 +++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> ***************************************************************************00029> ******* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *******00030> ******* Maximum value for ID numbers : 10 *******00031> ******* Max. number of rainfall points: 15000 *******00032> ******* Max. number of flow points : 15000 *******00033> ***************************************************************************00034> 00035> 00036> ******************** D E T A I L E D O U T P U T ********************00037> ***************************************************************************00038> * DATE: 2008-10-14 TIME: 18:35:00 RUN COUNTER: 000342 *00039> ***************************************************************************00040> * Input filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\Mil10yr.DAT*00041> * Output filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\Mil10yr.out*00042> * Summary filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\Mil10yr.sum*00043> * User comments: *00044> * 1:______________________________________________________________________*00045> * 2:______________________________________________________________________*00046> * 3:______________________________________________________________________*00047> ***************************************************************************00048> 00049> -------------------------------------------------------------------------------00050> 001:0001-----------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [Milner] Project Number: [WER107-72] 00053> *# Date : 24-09-2008 00054> *# Modeller : [M. NAMMO] 00055> *# Company : Westhoff Engineering Resources, Inc. 00056> *# License # : 5006505 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\00060> -------------------- Rainfall dir.: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> -------------------------------------------------------------------------------00066> 001:0002-----------------------------------------------------------------------



00067> ********************************************************************************00068> * AES STORM 24 hr 10 Year 00069> ********************************************************************************00070> * 00071> --------------------00072> | READ STORM | Filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhy00073> | Ptotal= 69.79 mm| Comments: 24HR,1:10 YEAR STORM 00074> --------------------00075> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00076> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00077> 1.00 2.090 | 4.00 4.190 | 7.00 7.680 | 10.00 4.89000078> 2.00 6.280 | 5.00 6.980 | 8.00 9.770 | 11.00 3.49000079> 3.00 6.280 | 6.00 9.770 | 9.00 6.280 | 12.00 2.09000080> 00081> -------------------------------------------------------------------------------00082> 001:0003-----------------------------------------------------------------------00083> * 00084> ********************************************************************************00085> * CARCHMENTS A 00086> ********************************************************************************00087> * 00088> ----------------------00089> | CALIB STANDHYD | Area (ha)= 1.4200090> | 01:001010 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000091> ----------------------00092> IMPERVIOUS PERVIOUS (i)00093> Surface Area (ha)= .28 1.1400094> Dep. Storage (mm)= 1.60 3.2000095> Average Slope (%)= 2.00 2.0000096> Length (m)= 100.00 40.0000097> Mannings n = .013 .25000098> 00099> *** NOTE: User defined Storage Coefficients were used 00100> for Unit Hydrograph calculations. 00101> Max.eff.Inten.(mm/hr)= 9.77 5.4100102> over (min) 5.00 10.0000103> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00104> Unit Hyd. Tpeak (min)= 5.00 5.0000105> Unit Hyd. peak (cms)= .21 .1100106> *TOTALS*00107> PEAK FLOW (cms)= .01 .02 .025 (iii)00108> TIME TO PEAK (hrs)= 6.00 8.00 8.00000109> RUNOFF VOLUME (mm)= 68.19 26.81 35.08900110> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000111> RUNOFF COEFFICIENT = .98 .38 .50300112> 00113> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00114> CN* = 72.0 Ia = Dep. Storage (Above)00115> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00116> THAN THE STORAGE COEFFICIENT.00117> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00118> 00119> -------------------------------------------------------------------------------00120> 001:0004-----------------------------------------------------------------------00121> * 00122> ********************************************************************************00123> * CARCHMENTS B 00124> ********************************************************************************00125> ----------------------00126> | CALIB STANDHYD | Area (ha)= 4.4100127> | 02:001020 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000128> ----------------------00129> IMPERVIOUS PERVIOUS (i)00130> Surface Area (ha)= .88 3.5300131> Dep. Storage (mm)= 1.60 3.2000132> Average Slope (%)= 2.00 2.00



00133> Length (m)= 100.00 40.0000134> Mannings n = .013 .25000135> 00136> *** NOTE: User defined Storage Coefficients were used 00137> for Unit Hydrograph calculations. 00138> Max.eff.Inten.(mm/hr)= 9.77 5.4100139> over (min) 5.00 10.0000140> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00141> Unit Hyd. Tpeak (min)= 5.00 5.0000142> Unit Hyd. peak (cms)= .21 .1100143> *TOTALS*00144> PEAK FLOW (cms)= .02 .05 .076 (iii)00145> TIME TO PEAK (hrs)= 8.00 8.00 8.00000146> RUNOFF VOLUME (mm)= 68.19 26.81 35.08900147> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000148> RUNOFF COEFFICIENT = .98 .38 .50300149> 00150> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00151> CN* = 72.0 Ia = Dep. Storage (Above)00152> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00153> THAN THE STORAGE COEFFICIENT.00154> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00155> 00156> -------------------------------------------------------------------------------00157> 001:0005-----------------------------------------------------------------------00158> * 00159> ********************************************************************************00160> *EXT-1 00161> ********************************************************************************00162> ----------------------00163> | CALIB NASHYD | Area (ha)= 60.00 Curve Number (CN)=40.0000164> | 03:001030 DT= 5.00 | Ia (mm)= 20.000 # of Linear Res.(N)= 3.0000165> ---------------------- U.H. Tp(hrs)= 1.30000166> 00167> Unit Hyd Qpeak (cms)= 1.76300168> 00169> PEAK FLOW (cms)= .170 (i)00170> TIME TO PEAK (hrs)= 9.75000171> RUNOFF VOLUME (mm)= 5.75500172> TOTAL RAINFALL (mm)= 69.79000173> RUNOFF COEFFICIENT = .08200174> 00175> (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00176> 00177> -------------------------------------------------------------------------------00178> 001:0006-----------------------------------------------------------------------00179> --------------------00180> | ADD HYD (001040) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00181> -------------------- (ha) (cms) (hrs) (mm) (cms)00182> ID1 01:001010 1.42 .025 8.00 35.09 .000 00183> +ID2 02:001020 4.41 .076 8.00 35.09 .000 00184> ======================================================00185> SUM 04:001040 5.83 .101 8.00 35.09 .000 00186> 00187> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00188> 00189> -------------------------------------------------------------------------------00190> 001:0007-----------------------------------------------------------------------00191> ********************************************************************************00192> * CARCHMENTS C 00193> ********************************************************************************00194> ----------------------00195> | CALIB STANDHYD | Area (ha)= 2.9000196> | 01:001050 DT= 5.00 | Total Imp(%)= 66.00 Dir. Conn.(%)= 66.0000197> ----------------------00198> IMPERVIOUS PERVIOUS (i)



00199> Surface Area (ha)= 1.91 .9900200> Dep. Storage (mm)= 1.60 3.2000201> Average Slope (%)= 2.00 2.0000202> Length (m)= 100.00 40.0000203> Mannings n = .013 .25000204> 00205> *** NOTE: User defined Storage Coefficients were used 00206> for Unit Hydrograph calculations. 00207> Max.eff.Inten.(mm/hr)= 9.77 5.4100208> over (min) 5.00 10.0000209> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00210> Unit Hyd. Tpeak (min)= 5.00 5.0000211> Unit Hyd. peak (cms)= .21 .1100212> *TOTALS*00213> PEAK FLOW (cms)= .05 .01 .067 (iii)00214> TIME TO PEAK (hrs)= 8.00 8.00 8.00000215> RUNOFF VOLUME (mm)= 68.19 26.81 54.12200216> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000217> RUNOFF COEFFICIENT = .98 .38 .77600218> 00219> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00220> CN* = 72.0 Ia = Dep. Storage (Above)00221> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00222> THAN THE STORAGE COEFFICIENT.00223> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00224> 00225> -------------------------------------------------------------------------------00226> 001:0008-----------------------------------------------------------------------00227> * 00228> --------------------00229> | ADD HYD (001060) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00230> -------------------- (ha) (cms) (hrs) (mm) (cms)00231> ID1 01:001050 2.90 .067 8.00 54.12 .000 00232> +ID2 04:001040 5.83 .101 8.00 35.09 .000 00233> ======================================================00234> SUM 03:001060 8.73 .167 8.00 41.41 .000 00235> 00236> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00237> 00238> -------------------------------------------------------------------------------00239> 001:0009-----------------------------------------------------------------------00240> ********************************************************************************00241> * CARCHMENTS D 00242> ********************************************************************************00243> ----------------------00244> | CALIB STANDHYD | Area (ha)= 2.8100245> | 01:001070 DT= 5.00 | Total Imp(%)= 38.00 Dir. Conn.(%)= 38.0000246> ----------------------00247> IMPERVIOUS PERVIOUS (i)00248> Surface Area (ha)= 1.07 1.7400249> Dep. Storage (mm)= 1.60 3.2000250> Average Slope (%)= 2.00 2.0000251> Length (m)= 100.00 40.0000252> Mannings n = .013 .25000253> 00254> *** NOTE: User defined Storage Coefficients were used 00255> for Unit Hydrograph calculations. 00256> Max.eff.Inten.(mm/hr)= 9.77 5.4100257> over (min) 5.00 10.0000258> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00259> Unit Hyd. Tpeak (min)= 5.00 5.0000260> Unit Hyd. peak (cms)= .21 .1100261> *TOTALS*00262> PEAK FLOW (cms)= .03 .03 .055 (iii)00263> TIME TO PEAK (hrs)= 8.00 8.00 8.00000264> RUNOFF VOLUME (mm)= 68.19 26.81 42.537



00265> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000266> RUNOFF COEFFICIENT = .98 .38 .61000267> 00268> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00269> CN* = 72.0 Ia = Dep. Storage (Above)00270> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00271> THAN THE STORAGE COEFFICIENT.00272> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00273> 00274> -------------------------------------------------------------------------------00275> 001:0010-----------------------------------------------------------------------00276> * 00277> --------------------00278> | ADD HYD (001080) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00279> -------------------- (ha) (cms) (hrs) (mm) (cms)00280> ID1 01:001070 2.81 .055 8.00 42.54 .000 00281> +ID2 03:001060 8.73 .167 8.00 41.41 .000 00282> ======================================================00283> SUM 02:001080 11.54 .222 8.00 41.69 .000 00284> 00285> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00286> 00287> -------------------------------------------------------------------------------00288> 001:0011-----------------------------------------------------------------------00289> ********************************************************************************00290> * CARCHMENTS E 00291> ********************************************************************************00292> ----------------------00293> | CALIB STANDHYD | Area (ha)= 4.2800294> | 01:001090 DT= 5.00 | Total Imp(%)= 36.00 Dir. Conn.(%)= 36.0000295> ----------------------00296> IMPERVIOUS PERVIOUS (i)00297> Surface Area (ha)= 1.54 2.7400298> Dep. Storage (mm)= 1.60 3.2000299> Average Slope (%)= 2.00 2.0000300> Length (m)= 100.00 40.0000301> Mannings n = .013 .25000302> 00303> *** NOTE: User defined Storage Coefficients were used 00304> for Unit Hydrograph calculations. 00305> Max.eff.Inten.(mm/hr)= 9.77 5.4100306> over (min) 5.00 10.0000307> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00308> Unit Hyd. Tpeak (min)= 5.00 5.0000309> Unit Hyd. peak (cms)= .21 .1100310> *TOTALS*00311> PEAK FLOW (cms)= .04 .04 .082 (iii)00312> TIME TO PEAK (hrs)= 8.00 8.00 8.00000313> RUNOFF VOLUME (mm)= 68.19 26.81 41.71000314> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000315> RUNOFF COEFFICIENT = .98 .38 .59800316> 00317> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00318> CN* = 72.0 Ia = Dep. Storage (Above)00319> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00320> THAN THE STORAGE COEFFICIENT.00321> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00322> 00323> -------------------------------------------------------------------------------00324> 001:0012-----------------------------------------------------------------------00325> * 00326> --------------------00327> | ADD HYD (001100) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00328> -------------------- (ha) (cms) (hrs) (mm) (cms)00329> ID1 01:001090 4.28 .082 8.00 41.71 .000 00330> +ID2 02:001080 11.54 .222 8.00 41.69 .000



00331> ======================================================00332> SUM 05:001100 15.82 .304 8.00 41.69 .000 00333> 00334> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00335> 00336> -------------------------------------------------------------------------------00337> 001:0013-----------------------------------------------------------------------00338> ********************************************************************************00339> * CARCHMENTS F 00340> ********************************************************************************00341> ----------------------00342> | CALIB STANDHYD | Area (ha)= 3.3900343> | 01:001110 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000344> ----------------------00345> IMPERVIOUS PERVIOUS (i)00346> Surface Area (ha)= .68 2.7100347> Dep. Storage (mm)= 1.60 3.2000348> Average Slope (%)= 2.00 2.0000349> Length (m)= 100.00 40.0000350> Mannings n = .013 .25000351> 00352> *** NOTE: User defined Storage Coefficients were used 00353> for Unit Hydrograph calculations. 00354> Max.eff.Inten.(mm/hr)= 9.77 5.4100355> over (min) 5.00 10.0000356> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00357> Unit Hyd. Tpeak (min)= 5.00 5.0000358> Unit Hyd. peak (cms)= .21 .1100359> *TOTALS*00360> PEAK FLOW (cms)= .02 .04 .058 (iii)00361> TIME TO PEAK (hrs)= 8.00 8.00 8.00000362> RUNOFF VOLUME (mm)= 68.19 26.81 35.08900363> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000364> RUNOFF COEFFICIENT = .98 .38 .50300365> 00366> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00367> CN* = 72.0 Ia = Dep. Storage (Above)00368> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00369> THAN THE STORAGE COEFFICIENT.00370> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00371> 00372> -------------------------------------------------------------------------------00373> 001:0014-----------------------------------------------------------------------00374> * 00375> ********************************************************************************00376> * CARCHMENTS G 00377> ********************************************************************************00378> ----------------------00379> | CALIB STANDHYD | Area (ha)= 1.2200380> | 02:001120 DT= 5.00 | Total Imp(%)= 46.00 Dir. Conn.(%)= 46.0000381> ----------------------00382> IMPERVIOUS PERVIOUS (i)00383> Surface Area (ha)= .56 .6600384> Dep. Storage (mm)= 1.60 3.2000385> Average Slope (%)= 2.00 2.0000386> Length (m)= 100.00 40.0000387> Mannings n = .013 .25000388> 00389> *** NOTE: User defined Storage Coefficients were used 00390> for Unit Hydrograph calculations. 00391> Max.eff.Inten.(mm/hr)= 9.77 5.4100392> over (min) 5.00 10.0000393> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00394> Unit Hyd. Tpeak (min)= 5.00 5.0000395> Unit Hyd. peak (cms)= .21 .1100396> *TOTALS*



00397> PEAK FLOW (cms)= .02 .01 .025 (iii)00398> TIME TO PEAK (hrs)= 8.00 8.00 8.00000399> RUNOFF VOLUME (mm)= 68.19 26.81 45.84700400> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000401> RUNOFF COEFFICIENT = .98 .38 .65700402> 00403> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00404> CN* = 72.0 Ia = Dep. Storage (Above)00405> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00406> THAN THE STORAGE COEFFICIENT.00407> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00408> 00409> -------------------------------------------------------------------------------00410> 001:0015-----------------------------------------------------------------------00411> * 00412> --------------------00413> | ADD HYD (001130) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00414> -------------------- (ha) (cms) (hrs) (mm) (cms)00415> ID1 01:001110 3.39 .058 8.00 35.09 .000 00416> +ID2 02:001120 1.22 .025 8.00 45.85 .000 00417> ======================================================00418> SUM 03:001130 4.61 .083 8.00 37.94 .000 00419> 00420> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00421> 00422> -------------------------------------------------------------------------------00423> 001:0016-----------------------------------------------------------------------00424> ********************************************************************************00425> * CARCHMENTS H 00426> ********************************************************************************00427> ----------------------00428> | CALIB STANDHYD | Area (ha)= 3.1900429> | 01:001140 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000430> ----------------------00431> IMPERVIOUS PERVIOUS (i)00432> Surface Area (ha)= .64 2.5500433> Dep. Storage (mm)= 1.60 3.2000434> Average Slope (%)= 2.00 2.0000435> Length (m)= 100.00 40.0000436> Mannings n = .013 .25000437> 00438> *** NOTE: User defined Storage Coefficients were used 00439> for Unit Hydrograph calculations. 00440> Max.eff.Inten.(mm/hr)= 9.77 5.4100441> over (min) 5.00 10.0000442> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00443> Unit Hyd. Tpeak (min)= 5.00 5.0000444> Unit Hyd. peak (cms)= .21 .1100445> *TOTALS*00446> PEAK FLOW (cms)= .02 .04 .055 (iii)00447> TIME TO PEAK (hrs)= 8.00 8.00 8.00000448> RUNOFF VOLUME (mm)= 68.19 26.81 35.08900449> TOTAL RAINFALL (mm)= 69.79 69.79 69.79000450> RUNOFF COEFFICIENT = .98 .38 .50300451> 00452> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00453> CN* = 72.0 Ia = Dep. Storage (Above)00454> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00455> THAN THE STORAGE COEFFICIENT.00456> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00457> 00458> -------------------------------------------------------------------------------00459> 001:0017-----------------------------------------------------------------------00460> * 00461> --------------------00462> | ADD HYD (001150) | ID: NHYD AREA QPEAK TPEAK R.V. DWF



00463> -------------------- (ha) (cms) (hrs) (mm) (cms)00464> ID1 01:001140 3.19 .055 8.00 35.09 .000 00465> +ID2 03:001130 4.61 .083 8.00 37.94 .000 00466> +ID3 05:001100 15.82 .304 8.00 41.69 .000 00467> ======================================================00468> SUM 06:001150 23.62 .443 8.00 40.07 .000 00469> 00470> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00471> 00472> -------------------------------------------------------------------------------00473> 001:0018-----------------------------------------------------------------------00474> ---------------------00475> | ROUTE RESERVOIR | Requested routing time step = 5.0 min.00476> | IN>06:(001150) |00477> | OUT<07:(001160) | ========= OUTLFOW STORAGE TABLE =========00478> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00479> (cms) (ha.m.) | (cms) (ha.m.)00480> .000 .0000E+00 | .132 .1283E+0100481> .000 .9746E+00 | .184 .1450E+0100482> .035 .1124E+01 | .205 .1538E+0100483> 00484> ROUTING RESULTS AREA QPEAK TPEAK R.V.00485> -------------------- (ha) (cms) (hrs) (mm)00486> INFLOW >06: (001150) 23.62 .443 8.000 40.06700487> OUTFLOW<07: (001160) 23.62 .000 13.167 1.79800488> 00489> PEAK FLOW REDUCTION [Qout/Qin](%)= .02200490> TIME SHIFT OF PEAK FLOW (min)= 310.0000491> MAXIMUM STORAGE USED (ha.m.)=.9462E+0000492> 00493> *** WARNING: Outflow volume is less than inflow volume. 00494> -------------------------------------------------------------------------------00495> 001:0019-----------------------------------------------------------------------00496> * 00497> * STORM POND 1 00498> * ELEV DEPTH VOLUME 00499> * (m) (m) (m3) 00500> * 914.00 0 0 00501> * 914.20 0.2 763 00502> * 914.40 0.4 1603 00503> * 914.60 0.6 2522 00504> * 914.80 0.8 3521 00505> * 915.00 1.0 4600 00506> * 915.20 1.2 5761 00507> * 915.40 1.4 7005 00508> * 915.60 1.6 8333 00509> * 915.80 1.8 9746 00510> * 916.00 2.0 11244 00511> * 916.20 2.2 12830 00512> * 916.40 2.4 14503 00513> * 916.50 2.5 15380 00514> * 00515> * 00516> ********************************************************************************00517> * CATCHMENT AREA - COAL STORAGE 00518> ********************************************************************************00519> ----------------------00520> | CALIB NASHYD | Area (ha)= 2.66 Curve Number (CN)=72.0000521> | 01:001200 DT= 1.00 | Ia (mm)= 2.000 # of Linear Res.(N)= 3.0000522> ---------------------- U.H. Tp(hrs)= .15000523> 00524> Unit Hyd Qpeak (cms)= .67700525> 00526> PEAK FLOW (cms)= .040 (i)00527> TIME TO PEAK (hrs)= 8.01700528> RUNOFF VOLUME (mm)= 27.589



00529> TOTAL RAINFALL (mm)= 69.79000530> RUNOFF COEFFICIENT = .39500531> 00532> (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00533> 00534> -------------------------------------------------------------------------------00535> 001:0020-----------------------------------------------------------------------00536> ---------------------00537> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00538> | IN>01:(001200) |00539> | OUT<02:(001320) | ========= OUTLFOW STORAGE TABLE =========00540> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00541> (cms) (ha.m.) | (cms) (ha.m.)00542> .000 .0000E+00 | .019 .1144E+0000543> .000 .8010E-01 | .023 .1336E+0000544> .013 .9660E-01 | .000 .0000E+0000545> 00546> ROUTING RESULTS AREA QPEAK TPEAK R.V.00547> -------------------- (ha) (cms) (hrs) (mm)00548> INFLOW >01: (001200) 2.66 .040 8.017 27.58900549> OUTFLOW<02: (001320) 2.66 .000 12.767 .29900550> 00551> PEAK FLOW REDUCTION [Qout/Qin](%)= .02300552> TIME SHIFT OF PEAK FLOW (min)= 285.0000553> MAXIMUM STORAGE USED (ha.m.)=.7337E-0100554> 00555> *** WARNING: Outflow volume is less than inflow volume. 00556> -------------------------------------------------------------------------------00557> 001:0021-----------------------------------------------------------------------00558> * 00559> --------------------00560> | COMPUTE VOLUME |00561> | ID:01 (001200) | DISCHARGE TIME00562> -------------------- (cms) (hrs)00563> START CONTROLLING AT .000 .95000564> INFLOW HYD. PEAKS AT .040 8.01700565> STOP CONTROLLING AT .000 .00000566> 00567> REQUIRED STORAGE VOLUME (ha.m.)= .073400568> TOTAL HYDROGRAPH VOLUME (ha.m.)= .073400569> % OF HYDROGRAPH TO STORE = 99.999700570> 00571> NOTE: Storage was computed to reduce the Inflow00572> 00573> -------------------------------------------------------------------------------00574> 001:0022-----------------------------------------------------------------------00575> * 00576> FINISH00577> -------------------------------------------------------------------------------00578> *******************************************************************************00579> WARNINGS / ERRORS / NOTES00580> -------------------------00581> 001:0003 CALIB STANDHYD 00582> *** NOTE: User defined Storage Coefficients were used 00583> for Unit Hydrograph calculations. 00584> 001:0004 CALIB STANDHYD 00585> *** NOTE: User defined Storage Coefficients were used 00586> for Unit Hydrograph calculations. 00587> 001:0007 CALIB STANDHYD 00588> *** NOTE: User defined Storage Coefficients were used 00589> for Unit Hydrograph calculations. 00590> 001:0009 CALIB STANDHYD 00591> *** NOTE: User defined Storage Coefficients were used 00592> for Unit Hydrograph calculations. 00593> 001:0011 CALIB STANDHYD 00594> *** NOTE: User defined Storage Coefficients were used



00595> for Unit Hydrograph calculations. 00596> 001:0013 CALIB STANDHYD 00597> *** NOTE: User defined Storage Coefficients were used 00598> for Unit Hydrograph calculations. 00599> 001:0014 CALIB STANDHYD 00600> *** NOTE: User defined Storage Coefficients were used 00601> for Unit Hydrograph calculations. 00602> 001:0016 CALIB STANDHYD 00603> *** NOTE: User defined Storage Coefficients were used 00604> for Unit Hydrograph calculations. 00605> 001:0018 ROUTE RESERVOIR 00606> *** WARNING: Outflow volume is less than inflow volume. 00607> 001:0020 ROUTE RESERVOIR 00608> *** WARNING: Outflow volume is less than inflow volume. 00609> Simulation ended on 2008-10-14 at 18:35:0100610> ===============================================================================00611> 00612>

INPUT FILE 24 HR, 1:100 YEAR STORM EVENT



00001> 2 Metric units00002> *#******************************************************************************00003> *# Project Name: [Milner] Project Number: [WER107-72]00004> *# Date : 24-09-200800005> *# Modeller : [M. NAMMO]00006> *# Company : Westhoff Engineering Resources, Inc.00007> *# License # : 5006505 00008> *#******************************************************************************00009> START TZERO=[0.0], METOUT=[2], NSTORM=[0], NRUN=[0] 00010> *% [ ] <--storm filename, one per line for NSTORM time00011> *%-----------------|-----------------------------------------------------------|00012> ********************************************************************************00013> * AES STORM 24 hr 1:100 Year00014> ********************************************************************************00015> *00016> READ STORM STORM_FILENAME=["st100yr.stm"]00017> *00018> *%-----------------|-----------------------------------------------------------|00019> ********************************************************************************00020> * CARCHMENTS A 00021> ********************************************************************************00022> *00023> CALIB STANDHYD ID=[1], NHYD=[1010], DT=[5](min), AREA=[1.42](ha),00024> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00025> SCS curve number CN=[72],00026> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00027> LGP=[40](m), MNP=[0.25], SCP=[10](min),00028> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00029> LGI=[100](m), MNI=[0.013], SCI=[5](min)00030> RAINFALL=[ , , , , ](mm/hr) , END=-100031> *00032> ********************************************************************************00033> * CARCHMENTS B 00034> ********************************************************************************00035> CALIB STANDHYD ID=[2], NHYD=[1020], DT=[5](min), AREA=[4.41](ha),00036> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00037> SCS curve number CN=[72],00038> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00039> LGP=[40](m), MNP=[0.25], SCP=[10](min),00040> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00041> LGI=[100](m), MNI=[0.013], SCI=[5](min)00042> RAINFALL=[ , , , , ](mm/hr) , END=-100043> *00044> ********************************************************************************00045> *EXT-100046> ********************************************************************************00047> CALIB NASHYD ID=[3], NHYD=[1030], DT=[5]min, AREA=[60.0](ha),00048> DWF=[0.0](cms), CN/C=[40], IA=[20](mm),00049> N=[3], TP=[1.3]hrs,00050> RAINFALL=[ , , , , ](mm/hr), END=-100051> *%-----------------|-----------------------------------------------------------|00052> ADD HYD IDsum=[4], NHYD=[1040], IDs to add=[1,2]00053> *%-----------------|-----------------------------------------------------------|00054> ********************************************************************************00055> * CARCHMENTS C00056> ********************************************************************************00057> CALIB STANDHYD ID=[1], NHYD=[1050], DT=[5](min), AREA=[2.9](ha),00058> XIMP=[0.66], TIMP=[0.66], DWF=[0](cms), LOSS=[2], 00059> SCS curve number CN=[72],00060> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00061> LGP=[40](m), MNP=[0.25], SCP=[10](min),00062> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00063> LGI=[100](m), MNI=[0.013], SCI=[5](min)00064> RAINFALL=[ , , , , ](mm/hr) , END=-100065> *00066> *%-----------------|-----------------------------------------------------------|



00067> ADD HYD IDsum=[3], NHYD=[1060], IDs to add=[1,4]00068> *%-----------------|-----------------------------------------------------------|00069> ********************************************************************************00070> * CARCHMENTS D00071> ********************************************************************************00072> CALIB STANDHYD ID=[1], NHYD=[1070], DT=[5](min), AREA=[2.81](ha),00073> XIMP=[0.38], TIMP=[0.38], DWF=[0](cms), LOSS=[2], 00074> SCS curve number CN=[72],00075> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00076> LGP=[40](m), MNP=[0.25], SCP=[10](min),00077> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00078> LGI=[100](m), MNI=[0.013], SCI=[5](min)00079> RAINFALL=[ , , , , ](mm/hr) , END=-100080> *00081> *%-----------------|-----------------------------------------------------------|00082> ADD HYD IDsum=[2], NHYD=[1080], IDs to add=[1,3]00083> *%-----------------|-----------------------------------------------------------|00084> ********************************************************************************00085> * CARCHMENTS E00086> ********************************************************************************00087> CALIB STANDHYD ID=[1], NHYD=[1090], DT=[5](min), AREA=[4.28](ha),00088> XIMP=[0.36], TIMP=[0.36], DWF=[0](cms), LOSS=[2], 00089> SCS curve number CN=[72],00090> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00091> LGP=[40](m), MNP=[0.25], SCP=[10](min),00092> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00093> LGI=[100](m), MNI=[0.013], SCI=[5](min)00094> RAINFALL=[ , , , , ](mm/hr) , END=-100095> *00096> *%-----------------|-----------------------------------------------------------|00097> ADD HYD IDsum=[5], NHYD=[1100], IDs to add=[1,2]00098> *%-----------------|-----------------------------------------------------------|00099> ********************************************************************************00100> * CARCHMENTS F00101> ********************************************************************************00102> CALIB STANDHYD ID=[1], NHYD=[1110], DT=[5](min), AREA=[3.39](ha),00103> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00104> SCS curve number CN=[72],00105> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00106> LGP=[40](m), MNP=[0.25], SCP=[10](min),00107> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00108> LGI=[100](m), MNI=[0.013], SCI=[5](min)00109> RAINFALL=[ , , , , ](mm/hr) , END=-100110> *00111> ********************************************************************************00112> * CARCHMENTS G00113> ********************************************************************************00114> CALIB STANDHYD ID=[2], NHYD=[1120], DT=[5](min), AREA=[1.22](ha),00115> XIMP=[0.46], TIMP=[0.46], DWF=[0](cms), LOSS=[2], 00116> SCS curve number CN=[72],00117> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00118> LGP=[40](m), MNP=[0.25], SCP=[10](min),00119> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00120> LGI=[100](m), MNI=[0.013], SCI=[5](min)00121> RAINFALL=[ , , , , ](mm/hr) , END=-100122> *00123> *%-----------------|-----------------------------------------------------------|00124> ADD HYD IDsum=[3], NHYD=[1130], IDs to add=[1,2]00125> *%-----------------|-----------------------------------------------------------|00126> ********************************************************************************00127> * CARCHMENTS H00128> ********************************************************************************00129> CALIB STANDHYD ID=[1], NHYD=[1140], DT=[5](min), AREA=[3.19](ha),00130> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00131> SCS curve number CN=[72],00132> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%),



00133> LGP=[40](m), MNP=[0.25], SCP=[10](min),00134> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00135> LGI=[100](m), MNI=[0.013], SCI=[5](min)00136> RAINFALL=[ , , , , ](mm/hr) , END=-100137> *00138> *%-----------------|-----------------------------------------------------------|00139> ADD HYD IDsum=[6], NHYD=[1150], IDs to add=[1,3,5]00140> *%-----------------|-----------------------------------------------------------|00141> ROUTE RESERVOIR IDout=[7], NHYD=[1160], IDin=[6], 00142> RDT=[5](min), 00143> TABLE of ( OUTFLOW-STORAGE ) values 00144> (cms) - (ha-m)00145> [ 0.0 , 0.0 ]00146> [ 0.0001 , 0.9746]00147> [ 0.0350 , 1.1244200 ]00148> [ 0.1324 , 1.2829500 ]00149> [ 0.1840 , 1.4502600 ]00150> [ 0.2050 , 1.5380000 ]00151> [ -1 , -1 ] (max twenty pts)00152> IDovf=[ ], NHYDovf=[ ]00153> *%-----------------|-----------------------------------------------------------|00154> * 00155> * STORM POND 1 00156> * ELEV DEPTH VOLUME 00157> * (m) (m) (m3) 00158> * 914.00 0 0 00159> * 914.20 0.2 763 00160> * 914.40 0.4 1603 00161> * 914.60 0.6 2522 00162> * 914.80 0.8 3521 00163> * 915.00 1.0 4600 00164> * 915.20 1.2 5761 00165> * 915.40 1.4 7005 00166> * 915.60 1.6 8333 00167> * 915.80 1.8 9746 00168> * 916.00 2.0 11244 00169> * 916.20 2.2 12830 00170> * 916.40 2.4 14503 00171> * 916.50 2.5 15380 00172> *00173> *%-----------------|-----------------------------------------------------------|00174> *00175> ********************************************************************************00176> * CATCHMENT AREA - COAL STORAGE00177> ********************************************************************************00178> CALIB STANDHYD ID=[1], NHYD=[1200], DT=[1](min), AREA=[2.66](ha),00179> XIMP=[0.20], TIMP=[0.20], DWF=[0](cms), LOSS=[2], 00180> SCS curve number CN=[72],00181> Pervious surfaces: IAper=[3.2](mm), SLPP=[2.0](%), 00182> LGP=[40](m), MNP=[0.25], SCP=[10](min),00183> Impervious surfaces: IAimp=[1.6](mm), SLPI=[2.0](%), 00184> LGI=[100](m), MNI=[0.013], SCI=[5](min)00185> RAINFALL=[ , , , , ](mm/hr) , END=-100186> *00187> ********************************************************************************00188> CALIB NASHYD ID=[1], NHYD=[1210], DT=[1]min, AREA=[2.66](ha),00189> DWF=[0.0](cms), CN/C=[72], IA=[2](mm),00190> N=[3], TP=[0.15]hrs,00191> RAINFALL=[ , , , , ](mm/hr), END=-100192> *%-----------------|-----------------------------------------------------------|00193> ROUTE RESERVOIR IDout=[2], NHYD=[1320], IDin=[1], 00194> RDT=[1](min), 00195> TABLE of ( OUTFLOW-STORAGE ) values 00196> (cms) - (ha-m)00197> [ 0.0000,0.0 ]00198> [ 0.00001,0.0801]



00199> [ 0.01344,0.0966]00200> [ 0.01901,0.1144]00201> [ 0.02328,0.1336]00202> [ -1 , -1 ] (max twenty pts)00203> IDovf=[ ], NHYDovf=[ ]00204> *00205> FINISH00206> 00207> 00208> 00209> 00210> 00211> 00212> 00213> 00214> 00215> 00216> 00217> 00218> 00219> 00220> 00221> 00222> 00223> 00224> 00225> 00226> 00227> 00228> 00229> 00230> 00231> 00232> 00233> 00234> 00235> 00236> 00237> 00238> 00239> 00240>

OUTPUT FILE 24 HR, 1:100 YEAR STORM EVENT



00001> =============================================================================00002> 00003> SSSSS W W M M H H Y Y M M OOO 999 999 =========00004> S W W W MM MM H H Y Y MM MM O O 9 9 9 9 00005> SSSSS W W W M M M HHHHH Y M M M O O ## 9 9 9 9 Ver. 4.0200006> S W W M M H H Y M M O O 9999 9999 July 199900007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 500650500009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> ***************************************************************************00012> *************************** SWMHYMO-99 Ver/4.02 ***************************00013> ******* A single event and continuous hydrologic simulation model *******00014> ******* based on the principles of HYMO and its successors *******00015> ******* OTTHYMO-83 and OTTHYMO-89. *******00016> ***************************************************************************00017> ******* Distributed by: J.F. Sabourin and Associates Inc. *******00018> ******* Ottawa, Ontario: (613) 727-5199 *******00019> ******* Gatineau, Quebec: (819) 243-6858 *******00020> ******* E-Mail: [email protected] *******00021> ***************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++ Licensed user: Westhoff Engineering Resources, Inc. +++++++00025> +++++++ Calgary SERIAL#:5006505 +++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> ***************************************************************************00029> ******* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *******00030> ******* Maximum value for ID numbers : 10 *******00031> ******* Max. number of rainfall points: 15000 *******00032> ******* Max. number of flow points : 15000 *******00033> ***************************************************************************00034> 00035> 00036> ******************** D E T A I L E D O U T P U T ********************00037> ***************************************************************************00038> * DATE: 2008-10-14 TIME: 20:35:44 RUN COUNTER: 000344 *00039> ***************************************************************************00040> * Input filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\Mil100yr.DA*00041> * Output filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\Mil100yr.ou*00042> * Summary filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\Mil100yr.su*00043> * User comments: *00044> * 1:______________________________________________________________________*00045> * 2:______________________________________________________________________*00046> * 3:______________________________________________________________________*00047> ***************************************************************************00048> 00049> -------------------------------------------------------------------------------00050> 001:0001-----------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [Milner] Project Number: [WER107-72] 00053> *# Date : 24-09-2008 00054> *# Modeller : [M. NAMMO] 00055> *# Company : Westhoff Engineering Resources, Inc. 00056> *# License # : 5006505 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\00060> -------------------- Rainfall dir.: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhymo\00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> -------------------------------------------------------------------------------00066> 001:0002-----------------------------------------------------------------------



00067> ********************************************************************************00068> * AES STORM 24 hr 1:100 Year 00069> ********************************************************************************00070> * 00071> --------------------00072> | READ STORM | Filename: C:\WORK\PROJECTS\MAXIM1~1\CALCUL~1\swmhy00073> | Ptotal= 106.79 mm| Comments: 24HR,1:10 YEAR STORM 00074> --------------------00075> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00076> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00077> 1.00 3.200 | 4.00 6.410 | 7.00 11.750 | 10.00 7.48000078> 2.00 9.610 | 5.00 10.680 | 8.00 14.950 | 11.00 5.34000079> 3.00 9.610 | 6.00 14.950 | 9.00 9.610 | 12.00 3.20000080> 00081> -------------------------------------------------------------------------------00082> 001:0003-----------------------------------------------------------------------00083> * 00084> ********************************************************************************00085> * CARCHMENTS A 00086> ********************************************************************************00087> * 00088> ----------------------00089> | CALIB STANDHYD | Area (ha)= 1.4200090> | 01:001010 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000091> ----------------------00092> IMPERVIOUS PERVIOUS (i)00093> Surface Area (ha)= .28 1.1400094> Dep. Storage (mm)= 1.60 3.2000095> Average Slope (%)= 2.00 2.0000096> Length (m)= 100.00 40.0000097> Mannings n = .013 .25000098> 00099> *** NOTE: User defined Storage Coefficients were used 00100> for Unit Hydrograph calculations. 00101> Max.eff.Inten.(mm/hr)= 14.95 10.2100102> over (min) 5.00 10.0000103> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00104> Unit Hyd. Tpeak (min)= 5.00 5.0000105> Unit Hyd. peak (cms)= .21 .1100106> *TOTALS*00107> PEAK FLOW (cms)= .01 .03 .044 (iii)00108> TIME TO PEAK (hrs)= 8.00 8.00 8.00000109> RUNOFF VOLUME (mm)= 105.19 53.03 63.45900110> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000111> RUNOFF COEFFICIENT = .99 .50 .59400112> 00113> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00114> CN* = 72.0 Ia = Dep. Storage (Above)00115> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00116> THAN THE STORAGE COEFFICIENT.00117> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00118> 00119> -------------------------------------------------------------------------------00120> 001:0004-----------------------------------------------------------------------00121> * 00122> ********************************************************************************00123> * CARCHMENTS B 00124> ********************************************************************************00125> ----------------------00126> | CALIB STANDHYD | Area (ha)= 4.4100127> | 02:001020 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000128> ----------------------00129> IMPERVIOUS PERVIOUS (i)00130> Surface Area (ha)= .88 3.5300131> Dep. Storage (mm)= 1.60 3.2000132> Average Slope (%)= 2.00 2.00



00133> Length (m)= 100.00 40.0000134> Mannings n = .013 .25000135> 00136> *** NOTE: User defined Storage Coefficients were used 00137> for Unit Hydrograph calculations. 00138> Max.eff.Inten.(mm/hr)= 14.95 10.2100139> over (min) 5.00 10.0000140> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00141> Unit Hyd. Tpeak (min)= 5.00 5.0000142> Unit Hyd. peak (cms)= .21 .1100143> *TOTALS*00144> PEAK FLOW (cms)= .04 .10 .136 (iii)00145> TIME TO PEAK (hrs)= 8.00 8.00 8.00000146> RUNOFF VOLUME (mm)= 105.19 53.03 63.45900147> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000148> RUNOFF COEFFICIENT = .99 .50 .59400149> 00150> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00151> CN* = 72.0 Ia = Dep. Storage (Above)00152> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00153> THAN THE STORAGE COEFFICIENT.00154> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00155> 00156> -------------------------------------------------------------------------------00157> 001:0005-----------------------------------------------------------------------00158> * 00159> ********************************************************************************00160> *EXT-1 00161> ********************************************************************************00162> ----------------------00163> | CALIB NASHYD | Area (ha)= 60.00 Curve Number (CN)=40.0000164> | 03:001030 DT= 5.00 | Ia (mm)= 20.000 # of Linear Res.(N)= 3.0000165> ---------------------- U.H. Tp(hrs)= 1.30000166> 00167> Unit Hyd Qpeak (cms)= 1.76300168> 00169> PEAK FLOW (cms)= .453 (i)00170> TIME TO PEAK (hrs)= 9.41700171> RUNOFF VOLUME (mm)= 16.10200172> TOTAL RAINFALL (mm)= 106.79000173> RUNOFF COEFFICIENT = .15100174> 00175> (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00176> 00177> -------------------------------------------------------------------------------00178> 001:0006-----------------------------------------------------------------------00179> --------------------00180> | ADD HYD (001040) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00181> -------------------- (ha) (cms) (hrs) (mm) (cms)00182> ID1 01:001010 1.42 .044 8.00 63.46 .000 00183> +ID2 02:001020 4.41 .136 8.00 63.46 .000 00184> ======================================================00185> SUM 04:001040 5.83 .179 8.00 63.46 .000 00186> 00187> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00188> 00189> -------------------------------------------------------------------------------00190> 001:0007-----------------------------------------------------------------------00191> ********************************************************************************00192> * CARCHMENTS C 00193> ********************************************************************************00194> ----------------------00195> | CALIB STANDHYD | Area (ha)= 2.9000196> | 01:001050 DT= 5.00 | Total Imp(%)= 66.00 Dir. Conn.(%)= 66.0000197> ----------------------00198> IMPERVIOUS PERVIOUS (i)



00199> Surface Area (ha)= 1.91 .9900200> Dep. Storage (mm)= 1.60 3.2000201> Average Slope (%)= 2.00 2.0000202> Length (m)= 100.00 40.0000203> Mannings n = .013 .25000204> 00205> *** NOTE: User defined Storage Coefficients were used 00206> for Unit Hydrograph calculations. 00207> Max.eff.Inten.(mm/hr)= 14.95 10.2100208> over (min) 5.00 10.0000209> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00210> Unit Hyd. Tpeak (min)= 5.00 5.0000211> Unit Hyd. peak (cms)= .21 .1100212> *TOTALS*00213> PEAK FLOW (cms)= .08 .03 .107 (iii)00214> TIME TO PEAK (hrs)= 8.00 8.00 8.00000215> RUNOFF VOLUME (mm)= 105.19 53.03 87.45400216> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000217> RUNOFF COEFFICIENT = .99 .50 .81900218> 00219> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00220> CN* = 72.0 Ia = Dep. Storage (Above)00221> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00222> THAN THE STORAGE COEFFICIENT.00223> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00224> 00225> -------------------------------------------------------------------------------00226> 001:0008-----------------------------------------------------------------------00227> * 00228> --------------------00229> | ADD HYD (001060) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00230> -------------------- (ha) (cms) (hrs) (mm) (cms)00231> ID1 01:001050 2.90 .107 8.00 87.45 .000 00232> +ID2 04:001040 5.83 .179 8.00 63.46 .000 00233> ======================================================00234> SUM 03:001060 8.73 .286 8.00 71.43 .000 00235> 00236> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00237> 00238> -------------------------------------------------------------------------------00239> 001:0009-----------------------------------------------------------------------00240> ********************************************************************************00241> * CARCHMENTS D 00242> ********************************************************************************00243> ----------------------00244> | CALIB STANDHYD | Area (ha)= 2.8100245> | 01:001070 DT= 5.00 | Total Imp(%)= 38.00 Dir. Conn.(%)= 38.0000246> ----------------------00247> IMPERVIOUS PERVIOUS (i)00248> Surface Area (ha)= 1.07 1.7400249> Dep. Storage (mm)= 1.60 3.2000250> Average Slope (%)= 2.00 2.0000251> Length (m)= 100.00 40.0000252> Mannings n = .013 .25000253> 00254> *** NOTE: User defined Storage Coefficients were used 00255> for Unit Hydrograph calculations. 00256> Max.eff.Inten.(mm/hr)= 14.95 10.2100257> over (min) 5.00 10.0000258> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00259> Unit Hyd. Tpeak (min)= 5.00 5.0000260> Unit Hyd. peak (cms)= .21 .1100261> *TOTALS*00262> PEAK FLOW (cms)= .04 .05 .093 (iii)00263> TIME TO PEAK (hrs)= 8.00 8.00 8.00000264> RUNOFF VOLUME (mm)= 105.19 53.03 72.849



00265> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000266> RUNOFF COEFFICIENT = .99 .50 .68200267> 00268> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00269> CN* = 72.0 Ia = Dep. Storage (Above)00270> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00271> THAN THE STORAGE COEFFICIENT.00272> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00273> 00274> -------------------------------------------------------------------------------00275> 001:0010-----------------------------------------------------------------------00276> * 00277> --------------------00278> | ADD HYD (001080) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00279> -------------------- (ha) (cms) (hrs) (mm) (cms)00280> ID1 01:001070 2.81 .093 8.00 72.85 .000 00281> +ID2 03:001060 8.73 .286 8.00 71.43 .000 00282> ======================================================00283> SUM 02:001080 11.54 .379 8.00 71.78 .000 00284> 00285> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00286> 00287> -------------------------------------------------------------------------------00288> 001:0011-----------------------------------------------------------------------00289> ********************************************************************************00290> * CARCHMENTS E 00291> ********************************************************************************00292> ----------------------00293> | CALIB STANDHYD | Area (ha)= 4.2800294> | 01:001090 DT= 5.00 | Total Imp(%)= 36.00 Dir. Conn.(%)= 36.0000295> ----------------------00296> IMPERVIOUS PERVIOUS (i)00297> Surface Area (ha)= 1.54 2.7400298> Dep. Storage (mm)= 1.60 3.2000299> Average Slope (%)= 2.00 2.0000300> Length (m)= 100.00 40.0000301> Mannings n = .013 .25000302> 00303> *** NOTE: User defined Storage Coefficients were used 00304> for Unit Hydrograph calculations. 00305> Max.eff.Inten.(mm/hr)= 14.95 10.2100306> over (min) 5.00 10.0000307> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00308> Unit Hyd. Tpeak (min)= 5.00 5.0000309> Unit Hyd. peak (cms)= .21 .1100310> *TOTALS*00311> PEAK FLOW (cms)= .06 .08 .141 (iii)00312> TIME TO PEAK (hrs)= 8.00 8.00 8.00000313> RUNOFF VOLUME (mm)= 105.19 53.03 71.80500314> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000315> RUNOFF COEFFICIENT = .99 .50 .67200316> 00317> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00318> CN* = 72.0 Ia = Dep. Storage (Above)00319> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00320> THAN THE STORAGE COEFFICIENT.00321> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00322> 00323> -------------------------------------------------------------------------------00324> 001:0012-----------------------------------------------------------------------00325> * 00326> --------------------00327> | ADD HYD (001100) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00328> -------------------- (ha) (cms) (hrs) (mm) (cms)00329> ID1 01:001090 4.28 .141 8.00 71.81 .000 00330> +ID2 02:001080 11.54 .379 8.00 71.78 .000



00331> ======================================================00332> SUM 05:001100 15.82 .520 8.00 71.78 .000 00333> 00334> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00335> 00336> -------------------------------------------------------------------------------00337> 001:0013-----------------------------------------------------------------------00338> ********************************************************************************00339> * CARCHMENTS F 00340> ********************************************************************************00341> ----------------------00342> | CALIB STANDHYD | Area (ha)= 3.3900343> | 01:001110 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000344> ----------------------00345> IMPERVIOUS PERVIOUS (i)00346> Surface Area (ha)= .68 2.7100347> Dep. Storage (mm)= 1.60 3.2000348> Average Slope (%)= 2.00 2.0000349> Length (m)= 100.00 40.0000350> Mannings n = .013 .25000351> 00352> *** NOTE: User defined Storage Coefficients were used 00353> for Unit Hydrograph calculations. 00354> Max.eff.Inten.(mm/hr)= 14.95 10.2100355> over (min) 5.00 10.0000356> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00357> Unit Hyd. Tpeak (min)= 5.00 5.0000358> Unit Hyd. peak (cms)= .21 .1100359> *TOTALS*00360> PEAK FLOW (cms)= .03 .08 .104 (iii)00361> TIME TO PEAK (hrs)= 8.00 8.00 8.00000362> RUNOFF VOLUME (mm)= 105.19 53.03 63.45900363> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000364> RUNOFF COEFFICIENT = .99 .50 .59400365> 00366> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00367> CN* = 72.0 Ia = Dep. Storage (Above)00368> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00369> THAN THE STORAGE COEFFICIENT.00370> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00371> 00372> -------------------------------------------------------------------------------00373> 001:0014-----------------------------------------------------------------------00374> * 00375> ********************************************************************************00376> * CARCHMENTS G 00377> ********************************************************************************00378> ----------------------00379> | CALIB STANDHYD | Area (ha)= 1.2200380> | 02:001120 DT= 5.00 | Total Imp(%)= 46.00 Dir. Conn.(%)= 46.0000381> ----------------------00382> IMPERVIOUS PERVIOUS (i)00383> Surface Area (ha)= .56 .6600384> Dep. Storage (mm)= 1.60 3.2000385> Average Slope (%)= 2.00 2.0000386> Length (m)= 100.00 40.0000387> Mannings n = .013 .25000388> 00389> *** NOTE: User defined Storage Coefficients were used 00390> for Unit Hydrograph calculations. 00391> Max.eff.Inten.(mm/hr)= 14.95 10.2100392> over (min) 5.00 10.0000393> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00394> Unit Hyd. Tpeak (min)= 5.00 5.0000395> Unit Hyd. peak (cms)= .21 .1100396> *TOTALS*



00397> PEAK FLOW (cms)= .02 .02 .042 (iii)00398> TIME TO PEAK (hrs)= 8.00 8.00 8.00000399> RUNOFF VOLUME (mm)= 105.19 53.03 77.02200400> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000401> RUNOFF COEFFICIENT = .99 .50 .72100402> 00403> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00404> CN* = 72.0 Ia = Dep. Storage (Above)00405> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00406> THAN THE STORAGE COEFFICIENT.00407> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00408> 00409> -------------------------------------------------------------------------------00410> 001:0015-----------------------------------------------------------------------00411> * 00412> --------------------00413> | ADD HYD (001130) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00414> -------------------- (ha) (cms) (hrs) (mm) (cms)00415> ID1 01:001110 3.39 .104 8.00 63.46 .000 00416> +ID2 02:001120 1.22 .042 8.00 77.02 .000 00417> ======================================================00418> SUM 03:001130 4.61 .146 8.00 67.05 .000 00419> 00420> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00421> 00422> -------------------------------------------------------------------------------00423> 001:0016-----------------------------------------------------------------------00424> ********************************************************************************00425> * CARCHMENTS H 00426> ********************************************************************************00427> ----------------------00428> | CALIB STANDHYD | Area (ha)= 3.1900429> | 01:001140 DT= 5.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000430> ----------------------00431> IMPERVIOUS PERVIOUS (i)00432> Surface Area (ha)= .64 2.5500433> Dep. Storage (mm)= 1.60 3.2000434> Average Slope (%)= 2.00 2.0000435> Length (m)= 100.00 40.0000436> Mannings n = .013 .25000437> 00438> *** NOTE: User defined Storage Coefficients were used 00439> for Unit Hydrograph calculations. 00440> Max.eff.Inten.(mm/hr)= 14.95 10.2100441> over (min) 5.00 10.0000442> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00443> Unit Hyd. Tpeak (min)= 5.00 5.0000444> Unit Hyd. peak (cms)= .21 .1100445> *TOTALS*00446> PEAK FLOW (cms)= .03 .07 .098 (iii)00447> TIME TO PEAK (hrs)= 8.00 8.00 8.00000448> RUNOFF VOLUME (mm)= 105.19 53.03 63.45900449> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000450> RUNOFF COEFFICIENT = .99 .50 .59400451> 00452> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00453> CN* = 72.0 Ia = Dep. Storage (Above)00454> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00455> THAN THE STORAGE COEFFICIENT.00456> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00457> 00458> -------------------------------------------------------------------------------00459> 001:0017-----------------------------------------------------------------------00460> * 00461> --------------------00462> | ADD HYD (001150) | ID: NHYD AREA QPEAK TPEAK R.V. DWF



00463> -------------------- (ha) (cms) (hrs) (mm) (cms)00464> ID1 01:001140 3.19 .098 8.00 63.46 .000 00465> +ID2 03:001130 4.61 .146 8.00 67.05 .000 00466> +ID3 05:001100 15.82 .520 8.00 71.78 .000 00467> ======================================================00468> SUM 06:001150 23.62 .764 8.00 69.74 .000 00469> 00470> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00471> 00472> -------------------------------------------------------------------------------00473> 001:0018-----------------------------------------------------------------------00474> ---------------------00475> | ROUTE RESERVOIR | Requested routing time step = 5.0 min.00476> | IN>06:(001150) |00477> | OUT<07:(001160) | ========= OUTLFOW STORAGE TABLE =========00478> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00479> (cms) (ha.m.) | (cms) (ha.m.)00480> .000 .0000E+00 | .132 .1283E+0100481> .000 .9746E+00 | .184 .1450E+0100482> .035 .1124E+01 | .205 .1538E+0100483> 00484> ROUTING RESULTS AREA QPEAK TPEAK R.V.00485> -------------------- (ha) (cms) (hrs) (mm)00486> INFLOW >06: (001150) 23.62 .764 8.000 69.73500487> OUTFLOW<07: (001160) 23.62 .177 11.667 30.20500488> 00489> PEAK FLOW REDUCTION [Qout/Qin](%)= 23.18900490> TIME SHIFT OF PEAK FLOW (min)= 220.0000491> MAXIMUM STORAGE USED (ha.m.)=.1428E+0100492> 00493> *** WARNING: Outflow volume is less than inflow volume. 00494> -------------------------------------------------------------------------------00495> 001:0019-----------------------------------------------------------------------00496> * 00497> * STORM POND 1 00498> * ELEV DEPTH VOLUME 00499> * (m) (m) (m3) 00500> * 914.00 0 0 00501> * 914.20 0.2 763 00502> * 914.40 0.4 1603 00503> * 914.60 0.6 2522 00504> * 914.80 0.8 3521 00505> * 915.00 1.0 4600 00506> * 915.20 1.2 5761 00507> * 915.40 1.4 7005 00508> * 915.60 1.6 8333 00509> * 915.80 1.8 9746 00510> * 916.00 2.0 11244 00511> * 916.20 2.2 12830 00512> * 916.40 2.4 14503 00513> * 916.50 2.5 15380 00514> * 00515> * 00516> ********************************************************************************00517> * CATCHMENT AREA - COAL STORAGE 00518> ********************************************************************************00519> ----------------------00520> | CALIB STANDHYD | Area (ha)= 2.6600521> | 01:001200 DT= 1.00 | Total Imp(%)= 20.00 Dir. Conn.(%)= 20.0000522> ----------------------00523> IMPERVIOUS PERVIOUS (i)00524> Surface Area (ha)= .53 2.1300525> Dep. Storage (mm)= 1.60 3.2000526> Average Slope (%)= 2.00 2.0000527> Length (m)= 100.00 40.0000528> Mannings n = .013 .250



00529> 00530> *** NOTE: User defined Storage Coefficients were used 00531> for Unit Hydrograph calculations. 00532> Max.eff.Inten.(mm/hr)= 14.95 10.2100533> over (min) 5.00 10.0000534> Storage Coeff. (min)= 5.00 (ii) 10.00 (ii)00535> Unit Hyd. Tpeak (min)= 1.00 1.0000536> Unit Hyd. peak (cms)= .23 .1100537> *TOTALS*00538> PEAK FLOW (cms)= .02 .06 .082 (iii)00539> TIME TO PEAK (hrs)= 8.00 8.00 8.00000540> RUNOFF VOLUME (mm)= 105.18 53.02 63.45900541> TOTAL RAINFALL (mm)= 106.79 106.79 106.79000542> RUNOFF COEFFICIENT = .98 .50 .59400543> 00544> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00545> CN* = 72.0 Ia = Dep. Storage (Above)00546> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00547> THAN THE STORAGE COEFFICIENT.00548> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00549> 00550> -------------------------------------------------------------------------------00551> 001:0020-----------------------------------------------------------------------00552> * 00553> ********************************************************************************00554> ----------------------00555> | CALIB NASHYD | Area (ha)= 2.66 Curve Number (CN)=72.0000556> | 01:001210 DT= 1.00 | Ia (mm)= 2.000 # of Linear Res.(N)= 3.0000557> ---------------------- U.H. Tp(hrs)= .15000558> 00559> Unit Hyd Qpeak (cms)= .67700560> 00561> PEAK FLOW (cms)= .075 (i)00562> TIME TO PEAK (hrs)= 8.00000563> RUNOFF VOLUME (mm)= 53.94200564> TOTAL RAINFALL (mm)= 106.79000565> RUNOFF COEFFICIENT = .50500566> 00567> (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00568> 00569> -------------------------------------------------------------------------------00570> 001:0021-----------------------------------------------------------------------00571> ---------------------00572> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00573> | IN>01:(001210) |00574> | OUT<02:(001320) | ========= OUTLFOW STORAGE TABLE =========00575> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00576> (cms) (ha.m.) | (cms) (ha.m.)00577> .000 .0000E+00 | .019 .1144E+0000578> .000 .8010E-01 | .023 .1336E+0000579> .013 .9660E-01 | .000 .0000E+0000580> 00581> ROUTING RESULTS AREA QPEAK TPEAK R.V.00582> -------------------- (ha) (cms) (hrs) (mm)00583> INFLOW >01: (001210) 2.66 .075 8.000 53.94200584> OUTFLOW<02: (001320) 2.66 .020 11.350 24.11500585> 00586> PEAK FLOW REDUCTION [Qout/Qin](%)= 26.24000587> TIME SHIFT OF PEAK FLOW (min)= 201.0000588> MAXIMUM STORAGE USED (ha.m.)=.1176E+0000589> 00590> *** WARNING: Outflow volume is less than inflow volume. 00591> -------------------------------------------------------------------------------00592> 001:0022-----------------------------------------------------------------------00593> * 00594> FINISH



00595> -------------------------------------------------------------------------------00596> *******************************************************************************00597> WARNINGS / ERRORS / NOTES00598> -------------------------00599> 001:0003 CALIB STANDHYD 00600> *** NOTE: User defined Storage Coefficients were used 00601> for Unit Hydrograph calculations. 00602> 001:0004 CALIB STANDHYD 00603> *** NOTE: User defined Storage Coefficients were used 00604> for Unit Hydrograph calculations. 00605> 001:0007 CALIB STANDHYD 00606> *** NOTE: User defined Storage Coefficients were used 00607> for Unit Hydrograph calculations. 00608> 001:0009 CALIB STANDHYD 00609> *** NOTE: User defined Storage Coefficients were used 00610> for Unit Hydrograph calculations. 00611> 001:0011 CALIB STANDHYD 00612> *** NOTE: User defined Storage Coefficients were used 00613> for Unit Hydrograph calculations. 00614> 001:0013 CALIB STANDHYD 00615> *** NOTE: User defined Storage Coefficients were used 00616> for Unit Hydrograph calculations. 00617> 001:0014 CALIB STANDHYD 00618> *** NOTE: User defined Storage Coefficients were used 00619> for Unit Hydrograph calculations. 00620> 001:0016 CALIB STANDHYD 00621> *** NOTE: User defined Storage Coefficients were used 00622> for Unit Hydrograph calculations. 00623> 001:0018 ROUTE RESERVOIR 00624> *** WARNING: Outflow volume is less than inflow volume. 00625> 001:0019 CALIB STANDHYD 00626> *** NOTE: User defined Storage Coefficients were used 00627> for Unit Hydrograph calculations. 00628> 001:0021 ROUTE RESERVOIR 00629> *** WARNING: Outflow volume is less than inflow volume. 00630> Simulation ended on 2008-10-14 at 20:35:4400631> ===============================================================================00632> 00633>

APPENDIX C QUALHYMO FILE

10772.OUT

******** Q U A L H Y M O ******** **** **** **** Supported by **** **** Water Resources Software Group **** **** Centre for Water Resources Studies **** **** Technical University of Nova Scotia **** **** P. O. Box 1000 **** **** Halifax, Nova Scotia **** **** Canada B3J 2X4 **** **** **** **** (902)420-7857 (phone) **** **** (902)420-7551 (fax) **** **** **** ***************************************************

ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ ÛÛÛ Q U A L H Y M O M O D E L O U T P U T ÛÛÛ ÛÛÛ Program Execution Started on Oct. 05, 2008 at time 21:36:25 ÛÛÛ ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ

ZALFA = 1234567890 *./-

COMMAND TABLE

START 1 27 STORE 2 4 GENERATE 3 52 PRINT SPAN 4 10 PLOT SPAN 5 10 ADD SERIES 6 4 POND 7310 REACH 8310 CALIBRATE 9310 POLLUTANT SERIES 10 9 SPLIT SERIES 11310 DUMP PRINT 12 1 EXCEEDANCE CURVES 13310 DUMP PLOT 14 9 SHEAR1 15310 MAXFLW 16 8 SERIES STATS 17 7 PRINT FLOWS 18 8 ROUTE RESERVOIR 19 64 SCAN SERIES 20 16 FINISH 21 0 * ****************************************************************** * INPUT DATA FILE NAME: 10772.DAT * OUTPUT DATA FILE NAME: 10772.OUT * PRECIPITATION INPUT DATA FILE NAME: precgran.DAT * * * MILNER #14 MINE DRAINAGE * Total of Catchments = 23.62 * * * Creation date: Sep 30, 2008 * User: JG * Run by: JG * ************************************************************ * The START command is used to initialize major controlling * variables for the simulation.

Page 1

10772.OUT ************************************************************ START FIRST DATE OF SIMULATION YEAR=74 MONTH=04 DAY=01 LAST DATE OF SIMULATION YEAR=94 MONTH=09 DAY=30 PRECIPITATION WILL BE READ ON THIS DEVICE IRAIN=9 PRECIPITATION IS IN AES HOURLY FORMAT IPFORM=1 FLOW RECORD IS NOT USED IFLOW=10 MONTHLY EVAPORATION IS NOT BE USED ICASE=0 POLLUTANT WILL NOT BE SIMULATED IFDECA=0 SEDIMENTATION WILL BE SIMULATED IFSEDT=1 SETTLING VELOCITIES (m/s) SEDSET=0.000000007 0.0000007 0.000008 0.000025 0.0005 SIZE FRACTIONS SEDDIS=0.200 0.200 0.200 0.200 0.200 FLOW RECORDS SOUGHT ON DEVICE 10 SEDIMENT SIMULATED * The above settling velocities are associated with partial sizes of * <5, 5-10, 10-20, 20-75, and >75 um, respectively. * POLLUTANT SERIES JCASE=3 IWM=2 (Buildup Washoff Method) PCO=6000 per cu m PEX=1.2 IBM=1 (Power Linear Buildup) DAYSIN=30 Days PMAX=0.20 kg per sq m PK1=0.00055 kg per 1.0 days * * Pollutant Rates for Pervious Areas * POLLUTANT SERIES JCASE=4 IWM=2 (Buildup Washoff Method) PCO=3000 per cu m PEX=1.2 IBM=1 (Power Linear Buildup) DAYSIN=30 Days PMAX=0.20 kg per sq m PK1=0.00055 kg per 1.0 days * * ****************************************************************************** * Use GENERATE to calculate watershed runoff ****************************************************************************** GENERATE THE ID NUMBER OF THE RUNOFF HYDROGRAPH ID=1 SERIAL NUMBER OF THE RUNOFF HYDROGRAPH ISER=101 TIME STEP FOR THE OUTPUT HYDROGRAPH DT=1.0 hr WATERSHED AREA A=23.6 ha UNIT HYDROGRAPHS ARE NOT PRINTED AB=0 FRACTION OF IMPERVIOUS AREA FRIMP=0.26 =============PARAMETERS OF IMPERVIOUS AREA============= USE NASH UNIT HYDROGRAPH TECHNIQUE AA=1 NUMBER OF LINEAR RESERVOIRS XK=3 TIME TO PEAK TP=0.3 hr INITIAL ABSTRACTION ABSINP=1.0 mm VOLUMETRIC RUNOFF COEFFICIENT RIMP=0.95 =============PARAMETERS OF PERVIOUS AREA================ USE NASH UNIT HYDROGRAPH TECHNIQUE AA=1 NUMBER OF LINEAR RESERVOIRS XK=2 TIME TO PEAK TP=0.15 hr MINIMUM SOIL STORAGE SMIN= 35.57423mm MAXIMUM SOIL STORAGE SMAX= 237.1615mm AN EXPONENT RELATING STORAGE TO API SK=0.035313 per COEFFICIENT REPRESENTING SYSTEM MEMORY APIK=0.9 STARTING API API=150.0 mm INITIAL ABSTRACTION ABSPER=3.0 mm =============BASE FLOW PARAMETERS======================= BASE FLOW IS ASSUMED ZERO SO MOST OF THE FOLLOWING PARAMETERS HAVE DUMMY VALUES USE RECESSION CURVE METHOD NSVOL=0 MINIMUM BASE FLOW BASMIN=0.0 CMS BASE FLOW CALIBRATION FACTOR BFACR=1.05 STARTING GROUNDWATER RESER CONTENT SVOL=0.0 MM SOIL MOISTURE AT WILTING PT SWILT=1.0 MM SOIL MOISTURE AT FIELD CAPACITY SFIELD=50.0 MM BASE RECESSION CONSTANT SLOSKA=0.00002 MMSMM BASE FLOW REDUCTION FACTOR SLOSKB=0.0

Page 2

10772.OUT====== IMPERVIOUS AREA UNIT HYDROGRAPH DATA ======

- SHAPE CONSTANT, N = 3.000 - UNIT PEAK,QP = .0308 CMS - THE UH YIELDS 1.8049 MM VOL SO MULT BY .5540 WILL ENSURE A 1 MM UH.

======= PERVIOUS AREA UNIT HYDROGRAPH DATA =======


API REDUCTION FACTOR IS .996E+00 PER TIME STEP OR .900E+00 PER DAY

RECESSION CONSTANT BASE FLOW INVOKED

RAINFALL AND DIRECT RUNOFF TOTALS OVER THE SIMULATION TIME SPAN ========== RAINFALL PERVIOUS IMPERVIOUS TOTAL RUNOFF RUNOFF RUNOFF (MM) (MM) (MM) (MM) 11100.0000 1142.7260 9095.7870 3210.5200 ******************************************************************************* * POND 1 ******************************************************************************* POND IDOUT=2 ISER=102 IDH=1 DETENTION TIME IS TDET=0 HRS NUMBER OF CSTRS IS NELS=1 FLOW ROUTING TIME STEP IS RTINC=0.5 HRS BASEFLOW QBAS=0.0 CMS DRY WEATHER FLAG IFQBY=1 APPROACH FLOW CURVE **************************** NPTQQ = 0 CONTINUOUS FLOW CURVE ************************** NPTSQ(ONE) = 0 OPERATED OUTFLOW CURVE ************************* ISIG=1 NPTSQ(TWO)=16 STAGE(m) OUTFLOW(cms) 0.00 0 0.50 0 1.00 0 1.20 0 1.40 0 1.60 0 1.80 0 2.00 0 2.20 0 2.40 0 2.60 0 2.80 0.0001 3.00 0.034979874 3.20 0.132431667 3.40 0.183991036 3.50 0.204963359 OVERFLOW CURVE ************************************* ISIG=1 NPTSQV=0 RATING CURVE DATA ********************************** STAGE VOLUME CURVE ******************************** ISIG=1 NPTSV=16 STAGE(m) VOLUME(cubic m) 0.00 0 0.50 1241 1.00 2834.25 1.20 3596.85 1.40 4437.15 1.60 5356.15 1.80 6354.85 2.00 7434.25 2.20 8595.45 2.40 9839.45 2.60 11167.25 2.80 12579.95

Page 3

10772.OUT 3.00 14078.45 3.20 15663.75 3.40 17336.85 3.50 18214.25 POND AREA CURVE *********************************** NPTSA=16 STAGE(m) AREA(sq m) 0.00 2211.00 0.50 2753.00 1.00 3620.00 1.20 6334.00 1.40 7013.00 1.60 7700.00 1.80 8394.00 2.00 9095.00 2.20 9805.00 2.40 10521.00 2.60 11245.00 2.80 11977.00 3.00 12714.00 3.20 13460.00 3.40 14212.00 3.50 14871.00 OTHER REQUIRED VARIABLES STARTING STAGE SBEGIN=0. MULTIPLICATION FACTOR FOR POLLUTANTS FEMULT=1 MULTIPLICATION FACTOR FOR SEDIMENT SEMULT=1 STAGE FOR INITIATION OF OVERFLOW SPILL=2.00 M

STARTING STAGE IN POND IS .000E+00 M MULTIPLICATION FACTOR FOR POLLUTANT IS .100E+01 MULTIPLICATION FACTOR FOR SEDIMENT IS .100E+01 OVERFLOW OUTFLOW STARTS AT .200E+01 M TIME STEP OF INPUT FILE IS 1.000 HOURS CALCULATION STEP SELECTED IS .5000 HOURS

COMBINED OUTFLOW CURVES ========== --- TOTAL ---- ---- TOTAL ---- CONTINUOUS OPERATED OUTFLOW CURVE OUTFLOW CURVE STAGE STORAGE FLOW STORAGE FLOW COEFF. COEFF. (M) (CMS) (CMS) (M**3) (CMS)

.000E+00 .000E+00 .000E+00 .000E+00 .000E+00 .500E+00 .689E+00 .000E+00 .689E+00 .000E+00 .100E+01 .157E+01 .000E+00 .157E+01 .000E+00 .120E+01 .200E+01 .000E+00 .200E+01 .000E+00 .140E+01 .247E+01 .000E+00 .247E+01 .000E+00 .160E+01 .298E+01 .000E+00 .298E+01 .000E+00 .180E+01 .353E+01 .000E+00 .353E+01 .000E+00 .200E+01 .413E+01 .000E+00 .413E+01 .000E+00 .220E+01 .478E+01 .000E+00 .478E+01 .000E+00 .240E+01 .547E+01 .000E+00 .547E+01 .000E+00 .260E+01 .620E+01 .000E+00 .620E+01 .000E+00 .280E+01 .699E+01 .000E+00 .699E+01 .100E-03 .300E+01 .782E+01 .000E+00 .784E+01 .350E-01 .320E+01 .870E+01 .000E+00 .877E+01 .132E+00 .340E+01 .963E+01 .000E+00 .972E+01 .184E+00 .350E+01 .101E+02 .000E+00 .102E+02 .205E+00 .350E+01 .101E+02 .000E+00 .102E+02 .205E+00

FOR AN INITIAL STAGE OF .000E+00 M., A VOLUME OF .000E+00 CU.M. AND A THROUGHFLOW RATE OF .000E+00 CU.M./SEC. IS ASSUMED.

VOLUME OF POND AT START OF OVERFLOW IS .743E+04 M**3

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10772.OUT GLOBAL MASS BALANCE ==========

INITIAL VOLUME OF POND WAS: .000E+00 M**3 TOTAL VOLUME INFLOW WAS: .758E+06 M**3 TOTAL VOLUME IN BYPASS WAS : .000E+00 M**3 TOTAL VOLUME IN POND WAS: .758E+06 M**3

TOTAL VOLUME OUTFLOW IS: .745E+06 M**3 TOTAL VOLUME OUT BYPASS IS: .000E+00 M**3 TOTAL VOLUME OUT POND IS: .745E+06 M**3

TOTAL POSSIBLE VOLUME IN BYPASS WAS: .758E+06 M**3 MAXIMUM POSSIBLE VOLUME IN BYPASS IN ONE TIME STEP WAS: .414E+03 M**3 MINIMUM POSSIBLE VOLUME IN BYPASS IN ONE TIME STEP WAS: .000E+00 M**3

TOTAL VOLUME LEFT IN POND IS: .127E+05 M**3 TOTAL VOLUME NOT ACCOUNTED FOR IS: .187E+03 M**3 FRACTION OF VOLUME NOT ACCOUNTED FOR IS: .247E-03M**3

SEDIMENT FRACTION 1 TOTAL QUANTITY INTO POND IS: .204E+07 TOTAL QUANTITY OUT OF POND IS: .186E+07 TOTAL QUANTITY LEFT IN POND IS: .187E+05 TOTAL QUANTITY REMOVED IS: .162E+06 FRACTION OF QUANTITY REMOVED IS: .794E-01

SEDIMENT FRACTION 2 TOTAL QUANTITY INTO POND IS: .204E+07 TOTAL QUANTITY OUT OF POND IS: .379E+06 TOTAL QUANTITY LEFT IN POND IS: .173E+04 TOTAL QUANTITY REMOVED IS: .166E+07 FRACTION OF QUANTITY REMOVED IS: .813E+00




TOTAL SEDIMENT TOTAL QUANTITY INTO POND IS: .102E+08 TOTAL QUANTITY OUT OF POND IS: .238E+07 TOTAL QUANTITY LEFT IN POND IS: .210E+05 TOTAL QUANTITY REMOVED IS: .779E+07 FRACTION OF QUANTITY REMOVED IS: .764E+00 POND VOLUME USAGE ==========

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10772.OUT

OVER A SPAN OF .1797E+06 HOURS A STAGE OF & VOLUME OF WAS ATTAINED WAS ATTAINED (M) (CUBIC M) (HOURS) (PERCENT OF TIME) .0000E+00 .0000E+00 .1797E+06 100.0 .1750E+00 .4344E+03 .1790E+06 99.6 .3500E+00 .8687E+03 .1790E+06 99.6 .5250E+00 .1321E+04 .1788E+06 99.5 .7000E+00 .1878E+04 .1787E+06 99.4 .8750E+00 .2436E+04 .1786E+06 99.4 .1050E+01 .3025E+04 .1786E+06 99.4 .1225E+01 .3702E+04 .1786E+06 99.4 .1400E+01 .4437E+04 .1776E+06 98.8 .1575E+01 .5241E+04 .1773E+06 98.6 .1750E+01 .6105E+04 .1766E+06 98.3 .1925E+01 .7029E+04 .1765E+06 98.2 .2100E+01 .8015E+04 .1763E+06 98.1 .2275E+01 .9062E+04 .1759E+06 97.9 .2450E+01 .1017E+05 .1758E+06 97.8 .2625E+01 .1134E+05 .1758E+06 97.8 .2800E+01 .1258E+05 .6549E+05 36.4 .2975E+01 .1389E+05 .5320E+03 .3 .3150E+01 .1527E+05 .1000E+01 .0 .3325E+01 .1671E+05 .0000E+00 .0 .3500E+01 .1821E+05 .0000E+00 .0 .3675E+01 .1912E+05 .0000E+00 .0 * ************************************************************************** * ROUTE RESERVOIR ID NUMBER OF INFLOW SERIES IDIN=1 ID NUMBER OF OUTFLOW SERIES IDOUT=2 SERIAL NUMBER OF THE OUTFLOW SERIES ISER=200 ASCII OUTPUT FILE WILL BE GENERATED OUTFLAG=6 NUMBER OF INTERMEDIATE UPDATES PER HOUR NINTER=5 STARTING POND STORAGE SSTORAGE=0.0 NUMBER OF STORAGE OUTFLOW DATA POINTS NPAIRES=2 STORAGE OUTFLOW (CUBIC METRES) (CUBIC METRES PER S) 0.0 0.0 9999999999.9 0.0

SIMPLE RESERVOIR ROUTE: Inflow series ID = 1 with DT = 1.00 hours Outflow series ID = 2 Outflow series ISER = 200

Max hourly inflow rate = .1145m3/s Max hourly outflow rate = .0000m3/s Max hourly storage = 757935.8m3 Starting storage = .0m3 Total inflow volume = 757938.7m3 Total outflow volume = .0m3 Final storage = 757938.7m3 Note that above maxima are maximum averages for each interval of DT = 1.00 hrs.

Peak outflow computed in intermediate steps = .0000 m3/s Peak storage computed in intermediate steps = 757938.7 m3 Hours of extrapolated outflows = .00 * ************************************************************************** * Terminate the simulation. **************************** * FINISH

ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ ÛÛÛ Execution was terminated on Oct. 05, 2008 at time 21:36:45 ÛÛÛ

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10772.OUT ÛÛÛ Q U A L H Y M O M O D E L S T O P ÛÛÛ ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ

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10772P2.OUT

******** Q U A L H Y M O ******** **** **** **** Supported by **** **** Water Resources Software Group **** **** Centre for Water Resources Studies **** **** Technical University of Nova Scotia **** **** P. O. Box 1000 **** **** Halifax, Nova Scotia **** **** Canada B3J 2X4 **** **** **** **** (902)420-7857 (phone) **** **** (902)420-7551 (fax) **** **** **** ***************************************************

ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ ÛÛÛ Q U A L H Y M O M O D E L O U T P U T ÛÛÛ ÛÛÛ Program Execution Started on Oct. 14, 2008 at time 18:52:27 ÛÛÛ ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ

ZALFA = 1234567890 *./-

COMMAND TABLE

START 1 27 STORE 2 4 GENERATE 3 52 PRINT SPAN 4 10 PLOT SPAN 5 10 ADD SERIES 6 4 POND 7310 REACH 8310 CALIBRATE 9310 POLLUTANT SERIES 10 9 SPLIT SERIES 11310 DUMP PRINT 12 1 EXCEEDANCE CURVES 13310 DUMP PLOT 14 9 SHEAR1 15310 MAXFLW 16 8 SERIES STATS 17 7 PRINT FLOWS 18 8 ROUTE RESERVOIR 19 64 SCAN SERIES 20 16 FINISH 21 0 * ****************************************************************** * INPUT DATA FILE NAME: 10772P2.DAT * OUTPUT DATA FILE NAME: 10772P2.OUT * PRECIPITATION INPUT DATA FILE NAME: precgran.DAT * * * MILNER #14 MINE DRAINAGE * Total of Catchments = 2.66 * * * Creation date: Sep 30, 2008 * User: JG * Run by: JG * ************************************************************ * The START command is used to initialize major controlling * variables for the simulation.

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10772P2.OUT ************************************************************ START FIRST DATE OF SIMULATION YEAR=74 MONTH=04 DAY=01 LAST DATE OF SIMULATION YEAR=94 MONTH=09 DAY=30 PRECIPITATION WILL BE READ ON THIS DEVICE IRAIN=9 PRECIPITATION IS IN AES HOURLY FORMAT IPFORM=1 FLOW RECORD IS NOT USED IFLOW=10 MONTHLY EVAPORATION IS NOT BE USED ICASE=0 POLLUTANT WILL NOT BE SIMULATED IFDECA=0 SEDIMENTATION WILL BE SIMULATED IFSEDT=1 SETTLING VELOCITIES (m/s) SEDSET=0.000000007 0.0000007 0.000008 0.000025 0.0005 SIZE FRACTIONS SEDDIS=0.200 0.200 0.200 0.200 0.200 FLOW RECORDS SOUGHT ON DEVICE 10 SEDIMENT SIMULATED * The above settling velocities are associated with partial sizes of * <5, 5-10, 10-20, 20-75, and >75 um, respectively. * POLLUTANT SERIES JCASE=3 IWM=2 (Buildup Washoff Method) PCO=6000 per cu m PEX=1.2 IBM=1 (Power Linear Buildup) DAYSIN=30 Days PMAX=0.20 kg per sq m PK1=0.00055 kg per 1.0 days * * Pollutant Rates for Pervious Areas * POLLUTANT SERIES JCASE=4 IWM=2 (Buildup Washoff Method) PCO=3000 per cu m PEX=1.2 IBM=1 (Power Linear Buildup) DAYSIN=30 Days PMAX=0.20 kg per sq m PK1=0.00055 kg per 1.0 days * * ****************************************************************************** * Use GENERATE to calculate watershed runoff ****************************************************************************** GENERATE THE ID NUMBER OF THE RUNOFF HYDROGRAPH ID=1 SERIAL NUMBER OF THE RUNOFF HYDROGRAPH ISER=101 TIME STEP FOR THE OUTPUT HYDROGRAPH DT=1.0 hr WATERSHED AREA A=2.66 ha UNIT HYDROGRAPHS ARE NOT PRINTED AB=0 FRACTION OF IMPERVIOUS AREA FRIMP=0.10 =============PARAMETERS OF IMPERVIOUS AREA============= USE NASH UNIT HYDROGRAPH TECHNIQUE AA=1 NUMBER OF LINEAR RESERVOIRS XK=3 TIME TO PEAK TP=0.3 hr INITIAL ABSTRACTION ABSINP=1.0 mm VOLUMETRIC RUNOFF COEFFICIENT RIMP=0.95 =============PARAMETERS OF PERVIOUS AREA================ USE NASH UNIT HYDROGRAPH TECHNIQUE AA=1 NUMBER OF LINEAR RESERVOIRS XK=2 TIME TO PEAK TP=0.08 hr MINIMUM SOIL STORAGE SMIN= 35.57423mm MAXIMUM SOIL STORAGE SMAX= 237.1615mm AN EXPONENT RELATING STORAGE TO API SK=0.035313 per COEFFICIENT REPRESENTING SYSTEM MEMORY APIK=0.9 STARTING API API=150.0 mm INITIAL ABSTRACTION ABSPER=3.0 mm =============BASE FLOW PARAMETERS======================= BASE FLOW IS ASSUMED ZERO SO MOST OF THE FOLLOWING PARAMETERS HAVE DUMMY VALUES USE RECESSION CURVE METHOD NSVOL=0 MINIMUM BASE FLOW BASMIN=0.0 CMS BASE FLOW CALIBRATION FACTOR BFACR=1.05 STARTING GROUNDWATER RESER CONTENT SVOL=0.0 MM SOIL MOISTURE AT WILTING PT SWILT=1.0 MM SOIL MOISTURE AT FIELD CAPACITY SFIELD=50.0 MM BASE RECESSION CONSTANT SLOSKA=0.00002 MMSMM BASE FLOW REDUCTION FACTOR SLOSKB=0.0

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10772P2.OUT====== IMPERVIOUS AREA UNIT HYDROGRAPH DATA ======


======= PERVIOUS AREA UNIT HYDROGRAPH DATA =======


API REDUCTION FACTOR IS .996E+00 PER TIME STEP OR .900E+00 PER DAY

RECESSION CONSTANT BASE FLOW INVOKED

RAINFALL AND DIRECT RUNOFF TOTALS OVER THE SIMULATION TIME SPAN ========== RAINFALL PERVIOUS IMPERVIOUS TOTAL RUNOFF RUNOFF RUNOFF (MM) (MM) (MM) (MM) 11100.0000 1142.7260 9095.7870 1938.0310 ******************************************************************************* * POND 1 ******************************************************************************* POND IDOUT=2 ISER=102 IDH=1 DETENTION TIME IS TDET=0 HRS NUMBER OF CSTRS IS NELS=1 FLOW ROUTING TIME STEP IS RTINC=0.5 HRS BASEFLOW QBAS=0.0 CMS DRY WEATHER FLAG IFQBY=1 APPROACH FLOW CURVE **************************** NPTQQ = 0 CONTINUOUS FLOW CURVE ************************** NPTSQ(ONE) = 0 OPERATED OUTFLOW CURVE ************************* ISIG=1 NPTSQ(TWO)=16 STAGE(m) OUTFLOW(cms) 0.00 0 0.20 0 0.40 0 0.60 0 0.80 0 1.00 0 1.20 0 1.40 0 1.60 0 1.80 0 2.00 0 2.20 0 2.40 0 2.60 0.01344 2.80 0.01901 3.00 0.02328 OVERFLOW CURVE ************************************* ISIG=1 NPTSQV=0 RATING CURVE DATA ********************************** STAGE VOLUME CURVE ******************************** ISIG=1 NPTSV=16 STAGE(m) VOLUME(cubic m) 0.00 0 0.20 35.5 0.40 78.8 0.60 130.5 0.80 191.1 1.00 261.2 1.20 341.4 1.40 432.2 1.60 534.1 1.80 647.6 2.00 773.2 2.20 911.3

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10772P2.OUT 2.40 1062.3 2.60 1226.7 2.80 1404.9 3.00 1597.4 POND AREA CURVE *********************************** NPTSA=16 STAGE(m) AREA(sq m) 0.00 159.00 0.20 196.00 0.40 237.00 0.60 280.00 0.80 326.00 1.00 375.00 1.20 427.00 1.40 481.00 1.60 538.00 1.80 597.00 2.00 659.00 2.20 722.00 2.40 788.00 2.60 856.00 2.80 926.00 3.00 999.00 OTHER REQUIRED VARIABLES STARTING STAGE SBEGIN=0. MULTIPLICATION FACTOR FOR POLLUTANTS FEMULT=1 MULTIPLICATION FACTOR FOR SEDIMENT SEMULT=1 STAGE FOR INITIATION OF OVERFLOW SPILL=2.00 M

STARTING STAGE IN POND IS .000E+00 M MULTIPLICATION FACTOR FOR POLLUTANT IS .100E+01 MULTIPLICATION FACTOR FOR SEDIMENT IS .100E+01 OVERFLOW OUTFLOW STARTS AT .200E+01 M TIME STEP OF INPUT FILE IS 1.000 HOURS CALCULATION STEP SELECTED IS .5000 HOURS

COMBINED OUTFLOW CURVES ========== --- TOTAL ---- ---- TOTAL ---- CONTINUOUS OPERATED OUTFLOW CURVE OUTFLOW CURVE STAGE STORAGE FLOW STORAGE FLOW COEFF. COEFF. (M) (CMS) (CMS) (M**3) (CMS)

.000E+00 .000E+00 .000E+00 .000E+00 .000E+00 .200E+00 .197E-01 .000E+00 .197E-01 .000E+00 .400E+00 .438E-01 .000E+00 .438E-01 .000E+00 .600E+00 .725E-01 .000E+00 .725E-01 .000E+00 .800E+00 .106E+00 .000E+00 .106E+00 .000E+00 .100E+01 .145E+00 .000E+00 .145E+00 .000E+00 .120E+01 .190E+00 .000E+00 .190E+00 .000E+00 .140E+01 .240E+00 .000E+00 .240E+00 .000E+00 .160E+01 .297E+00 .000E+00 .297E+00 .000E+00 .180E+01 .360E+00 .000E+00 .360E+00 .000E+00 .200E+01 .430E+00 .000E+00 .430E+00 .000E+00 .220E+01 .506E+00 .000E+00 .506E+00 .000E+00 .240E+01 .590E+00 .000E+00 .590E+00 .000E+00 .260E+01 .681E+00 .000E+00 .688E+00 .134E-01 .280E+01 .780E+00 .000E+00 .790E+00 .190E-01 .300E+01 .887E+00 .000E+00 .899E+00 .233E-01 .300E+01 .887E+00 .000E+00 .899E+00 .233E-01

FOR AN INITIAL STAGE OF .000E+00 M., A VOLUME OF .000E+00 CU.M. AND A THROUGHFLOW RATE OF .000E+00 CU.M./SEC. IS ASSUMED.

VOLUME OF POND AT START OF OVERFLOW IS .773E+03 M**3

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10772P2.OUT GLOBAL MASS BALANCE ==========

INITIAL VOLUME OF POND WAS: .000E+00 M**3 TOTAL VOLUME INFLOW WAS: .515E+05 M**3 TOTAL VOLUME IN BYPASS WAS : .000E+00 M**3 TOTAL VOLUME IN POND WAS: .515E+05 M**3

TOTAL VOLUME OUTFLOW IS: .504E+05 M**3 TOTAL VOLUME OUT BYPASS IS: .000E+00 M**3 TOTAL VOLUME OUT POND IS: .504E+05 M**3

TOTAL POSSIBLE VOLUME IN BYPASS WAS: .515E+05 M**3 MAXIMUM POSSIBLE VOLUME IN BYPASS IN ONE TIME STEP WAS: .437E+02 M**3 MINIMUM POSSIBLE VOLUME IN BYPASS IN ONE TIME STEP WAS: .000E+00 M**3

TOTAL VOLUME LEFT IN POND IS: .106E+04 M**3 TOTAL VOLUME NOT ACCOUNTED FOR IS: .709E+02 M**3 FRACTION OF VOLUME NOT ACCOUNTED FOR IS: .138E-02M**3

SEDIMENT FRACTION 1 TOTAL QUANTITY INTO POND IS: .568E+05 TOTAL QUANTITY OUT OF POND IS: .528E+05 TOTAL QUANTITY LEFT IN POND IS: .522E+03 TOTAL QUANTITY REMOVED IS: .352E+04 FRACTION OF QUANTITY REMOVED IS: .619E-01


SEDIMENT FRACTION 3 TOTAL QUANTITY INTO POND IS: .568E+05 TOTAL QUANTITY OUT OF POND IS: .864E+04 TOTAL QUANTITY LEFT IN POND IS: .416E-09 TOTAL QUANTITY REMOVED IS: .482E+05 FRACTION OF QUANTITY REMOVED IS: .848E+00

SEDIMENT FRACTION 4 TOTAL QUANTITY INTO POND IS: .568E+05 TOTAL QUANTITY OUT OF POND IS: .490E+04 TOTAL QUANTITY LEFT IN POND IS: .692E-34 TOTAL QUANTITY REMOVED IS: .519E+05 FRACTION OF QUANTITY REMOVED IS: .914E+00


TOTAL SEDIMENT TOTAL QUANTITY INTO POND IS: .284E+06 TOTAL QUANTITY OUT OF POND IS: .861E+05 TOTAL QUANTITY LEFT IN POND IS: .550E+03 TOTAL QUANTITY REMOVED IS: .197E+06 FRACTION OF QUANTITY REMOVED IS: .695E+00 POND VOLUME USAGE ==========

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10772P2.OUT

OVER A SPAN OF .1797E+06 HOURS A STAGE OF & VOLUME OF WAS ATTAINED WAS ATTAINED (M) (CUBIC M) (HOURS) (PERCENT OF TIME) .0000E+00 .0000E+00 .1797E+06 100.0 .1500E+00 .2663E+02 .1790E+06 99.6 .3000E+00 .5715E+02 .1789E+06 99.5 .4500E+00 .9173E+02 .1787E+06 99.4 .6000E+00 .1305E+03 .1786E+06 99.4 .7500E+00 .1759E+03 .1786E+06 99.4 .9000E+00 .2261E+03 .1784E+06 99.3 .1050E+01 .2812E+03 .1773E+06 98.6 .1200E+01 .3414E+03 .1765E+06 98.2 .1350E+01 .4095E+03 .1763E+06 98.1 .1500E+01 .4831E+03 .1759E+06 97.9 .1650E+01 .5625E+03 .1758E+06 97.8 .1800E+01 .6476E+03 .1758E+06 97.8 .1950E+01 .7418E+03 .1754E+06 97.6 .2100E+01 .8422E+03 .1741E+06 96.9 .2250E+01 .9490E+03 .1733E+06 96.4 .2400E+01 .1062E+04 .1718E+06 95.6 .2550E+01 .1186E+04 .9000E+01 .0 .2700E+01 .1316E+04 .0000E+00 .0 .2850E+01 .1453E+04 .0000E+00 .0 .3000E+01 .1597E+04 .0000E+00 .0 .3150E+01 .1677E+04 .0000E+00 .0 * ************************************************************************** * ROUTE RESERVOIR ID NUMBER OF INFLOW SERIES IDIN=1 ID NUMBER OF OUTFLOW SERIES IDOUT=2 SERIAL NUMBER OF THE OUTFLOW SERIES ISER=200 ASCII OUTPUT FILE WILL BE GENERATED OUTFLAG=6 NUMBER OF INTERMEDIATE UPDATES PER HOUR NINTER=5 STARTING POND STORAGE SSTORAGE=0.0 NUMBER OF STORAGE OUTFLOW DATA POINTS NPAIRES=2 STORAGE OUTFLOW (CUBIC METRES) (CUBIC METRES PER S) 0.0 0.0 9999999999.9 0.0

SIMPLE RESERVOIR ROUTE: Inflow series ID = 1 with DT = 1.00 hours Outflow series ID = 2 Outflow series ISER = 200

Max hourly inflow rate = .0120m3/s Max hourly outflow rate = .0000m3/s Max hourly storage = 51534.5m3 Starting storage = .0m3 Total inflow volume = 51534.7m3 Total outflow volume = .0m3 Final storage = 51534.7m3 Note that above maxima are maximum averages for each interval of DT = 1.00 hrs.

Peak outflow computed in intermediate steps = .0000 m3/s Peak storage computed in intermediate steps = 51534.7 m3 Hours of extrapolated outflows = .00 * ************************************************************************** * Terminate the simulation. **************************** * FINISH

ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ ÛÛÛ Execution was terminated on Oct. 14, 2008 at time 18:53:06 ÛÛÛ

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10772P2.OUT ÛÛÛ Q U A L H Y M O M O D E L S T O P ÛÛÛ ÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛÛ

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DRAWINGS

appendix 2a storm management plan - alberta · stormwater management plan for hr milner power...

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