functional servicing and preliminary stormwater … · milton. this report will demonstrate to the...

FUNCTIONAL SERVICING

AND

PRELIMINARY STORMWATER

MANAGEMENT REPORT

130 THOMPSON ROAD

TOWN OF MILTON

PREPARED FOR:

JACAL HOLDINGS LTD.

PREPARED BY:

C.F. CROZIER & ASSOCIATES INC.

2800 HIGH POINT DRIVE, SUITE 100

MILTON, ON L9T 6P4

APRIL 2018

CFCA FILE NO. 1250-4442

The material in this report reflects best judgment in light of the

information available at the time of preparation. Any use which

a third party makes of this report, or any reliance on or

decisions made based on it, are the responsibilities of such third

parties. C.F. Crozier & Associates Inc. accepts no responsibility

for damages, if any, suffered by any third party as a result of

decisions made or actions based on this report.

Jacal Holdings Ltd. Functional Servicing and Preliminary Stormwater Management Report

130 Thompson Road, Town of Milton April 2018

C.F. Crozier & Associates Inc.

Project No. 1250-4442

Revision Date Comment

Rev.0 December 2016 Issued for 1st Submission

Rev.1 November 2017 Issued for 2nd Submission

Rev.2 April 2018 Issued for 3rd Submission





TABLE OF CONTENTS

INTRODUCTION

SITE DESCRIPTION

WATER SERVICING

Existing Water Servicing

Design Water Demand

Proposed Water Servicing

SANITARY SERVICING

Existing Servicing

Design Sanitary Demand

Proposed Sanitary Servicing

DRAINAGE CONDITIONS

Existing Drainage Conditions

Proposed Drainage Conditions

STORMWATER MANAGEMENT

Stormwater Quantity Control

Stormwater Quality Control

EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION

CONCLUSIONS AND RECOMMENDATIONS





LIST OF TABLES

Table 1: Equivalent Population Estimates

Table 2: Estimated Design Water Demand

Table 3: Estimated Fire Demand Flows

Table 4: Estimated Design Sanitary Demand

Table 5: Visual OTTHYMO Model Results (Node A)

Table 6: Existing Peak Stormwater Flows (Catchment 102 - Node B)

Table 7: Peak Stormwater Flow to Node B

Table 8: Stormwater Flow Rates and Required Storage

Table 9: Pre-Development and Post-Development Controlled Pond Release Rates

LIST OF APPENDICES

Appendix A: Agency Comments

Appendix B: Water Demand Calculations

Appendix C: Sanitary Demand Calculations

Appendix D: Odan/Detech Group Report Excerpts

Appendix E: Stormwater Design Calculations

LIST OF DRAWINGS Drawing C701: Preliminary Site Servicing Plan

Drawing C702: Preliminary Site Grading Plan

LIST OF FIGURES

Figure 1: Preliminary Pre- Development Drainage Plan

Figure 2: Preliminary Post-Development Drainage Plan



C.F. Crozier & Associates Inc. Page 1


1.0 INTRODUCTION Jacal Holdings Ltd. retained C.F. Crozier & Associates Inc. (Crozier) to prepare a Functional Servicing

and Preliminary Stormwater Management Report to support an Official Plan Amendment (OPA) and

Zoning By-Law Amendment (ZBA) for the property located at 130 Thompson Road in the Town of

Milton. This report will demonstrate to the Town of Milton and Halton Region, that the proposed site

can be developed from a site servicing and stormwater management perspective.

The proposed development involves the demolition of two single-storey commercial buildings, and

the construction of three high-rise residential towers and a podium. The heights of the proposed

residential towers are 27, 29, and 31 storeys. Underground parking spaces will be provided.

This report is issued to address comments dated January 16, 2018 from the Town of Milton.

Comments from the town are included in Appendix A.

The following reports and design standards were referenced during the preparation of this report:

Halton Region Water and Wastewater Linear Design Manual, April 2015

Ministry of Environment (MOE) Stormwater Management Planning and Design Manual,

March 2003

Ontario Building Code (OBC) O. Reg 191/14, January 1, 2016

Milton Intensification Strategy Final Report, January 27, 2010

Sustainable Halton Water and Wastewater Master Plan, 2011

Loblaw Properties Limited Site Services Report by The Odan/Detech Group Inc., April 11, 2006

Water Supply for Public Fire Protection by Fire Underwriters Survey, 1999

2.0 SITE DESCRIPTION The 1.52 ha subject property is located in an existing commercial/industrial area in the Town of

Milton. The subject property is in an area designated as one of the 25 Urban Growth Centres in the

Greater Golden Horseshoe; this area was specifically highlighted for intensification because of its

proximity to the Milton GO Station (Milton Intensification Strategy Final Report, January 27, 2010).

For the purposes of this report, construction north referencing is used. As such, the property is

bounded by:

Drew Centre to the north

A stormwater management pond and the Milton GO Station to the west

CP Rail line to the south

Thompson Road to the east





3.0 WATER SERVICING

Halton Region is responsible for the operation and maintenance of the public water supply and

treatment system in the Town of Milton.

Existing Water Servicing

Two regional watermains are located near the subject property, as described below:

300 mm diameter watermain along Drew Centre

300 mm diameter watermain along Thompson Road South

An existing 200 mm water service extends from the 300 mm diameter watermain on Thompson and

stubs at the east property line according to the as-built drawing by McCormick Rankin Corporation

(H6 of H8, March 2007). An average daily water demand of 1.12 L/s was calculated for the existing

conditions based on the Halton Region design criteria which used an occupancy load determined

by the Ontario Building Code. Detailed calculations are provided in Appendix B.

As part of the Milton Intensification Strategy Final Report (Jan 2010), AMEC Philips was retained to

review water, wastewater, and stormwater opportunities and constraints in Milton. The review

indicates that water supply for the subject property is from Zone M-5L; a Lake Ontario based water

supply system that pumps water to Milton through the Kitchen Water Pumping Station in Oakville.

The subject property was flagged as an area expected to experience significant growth, although

the water supply system may have limited water storage capacity. The Sustainable Halton Water

and Wastewater Master Plan 2011 identifies a future storage upgrade to the Zone M-5L reservoir.

During detailed design, the status of the Halton Capital project and the storage capacity of the

system will be confirmed.

Design Water Demand

The subject property was separated into residential and commercial land uses to estimate an

equivalent population necessary to determine the design flows. The Ontario Building Code (OBC)

was used to determine equivalent populations estimates for existing and proposed conditions. The

results are provided in Table 1, and detailed calculations are provided in Appendix B.

Table 1: Equivalent Population Estimates

Standard Condition

Commercial

Occupant Load

Residential

Occupant Load

Total

Occupant

Load

Ontario Building Code

(OBC) Table 3.1.17.1

Existing 350 N/A 350

Proposed 268 2,406 2,663

Region of Halton Design Criteria was used to determine the maximum water demand flows

generated by the proposed development based on the equivalent population estimate for the site.

The existing and the proposed average day water demands were compared to show the increase

in water demand from the proposed development. The results are provided in Table 2, and detailed

calculations are provided in Appendix B.





Table 2: Estimated Design Water Demand

Standard

Average Daily Demand

(L/s)

Maximum

Daily

Demand

(L/s)

Maximum

Hourly

Demand (L/s) Existing Proposed Increase

Halton Region Water and

Wastewater Linear Design

Manual

1.1 8.5 7.4 19.2 32.6

Note: References to Halton Region Water and Wastewater Linear Design Manual are provided in

Appendix B.

For the proposed development, the average daily water demand is 8.5 L/s, which is an increase of

7.4 L/s from existing conditions. The design water demand was estimated using the Halton Region

Water and Wastewater Linear Design Manual (April 2015). The design water demand is determined

as the greater of the following criteria (2.2.1):

Maximum hourly demand

Maximum daily demand plus fire flow

The Fire Underwriters Survey (FUS) method was used to estimate the required fire demand flows for

the proposed podium and associated tower(s). This calculation does not provide a

recommendation for fire protection for the podium.

Each building was treated as ordinary construction and therefore a construction coefficient, C, of 1

was applied to the fire flow calculations (Water Supply for Public Fire Protection by Fire Underwriters

Survey, 1999). The proposed buildings will be equipped with automated sprinkler systems, which

reduce the initial fire flow demand of each building by up to 50%. Each automated sprinkler system

is to be designed by the mechanical engineer; therefore, detailed design of the system is not

included in this report.

The preliminary fire demand flows for the podium are provided in Table 3, and the detailed

calculations are provided in Appendix B.

Table 3: Estimated Fire Demand Flows

Podium Floor

Area for Analysis

(m2)

Fire Demand Flow Duration

(h) (L/s) (gpm)

10,650 200 3,168 2.50

The total water demand for the site was calculated to be 219.20 L/s, which is the sum of the

maximum daily demand plus fire flow (19.20 L/s + 200.00 L/s).





Proposed Water Servicing

The proposed residential podium and associated towers are greater than 84 m high and, therefore,

require at least two sources of water supply from a public water system (OBC 3.2.9.7.4). Two 200 mm

diameter water services are proposed to service the development. A 200 mm diameter water

service will connect to the existing 200 mm diameter water service on Thompson Road and the

other 200 mm diameter water service will connect to the existing 300 mm diameter watermain on

Drew Centre. Each water service will split at the property line into a 100 mm diameter domestic

water service and a 200 mm diameter fire line.

The mechanical engineer will design the internal water system, including the internal sprinkler

system, within the building and the underground parking structure. The proposed water services and

the extent of the underground parking are shown on Drawing C701: Preliminary Site Servicing Plan.

4.0 SANITARY SERVICING

The sewage collected from the sanitary sewage collection system local to the subject property is

treated at the Milton Wastewater Treatment Plant. The Sustainable Halton Water and Wastewater

Master Plan 2011 identifies an ongoing expansion and update of the Fulton Wastewater Pumping

Station, located at the Milton Wastewater Treatment Plant. The expansion is expected to be

complete in 2016 (Project #2755/2756) and will support intensification in Milton, including the

proposed subject development. During detailed design, the status of the Halton Capital project will

be confirmed.

Existing Servicing

An existing 300 mm PVC sanitary sewer exists on Thompson Road South, just east of the subject

property with an existing service lead into the property. The existing sanitary design flow is 1.93 L/s

(see detailed calculations in Appendix C).

Design Sanitary Demand

Design sanitary demand for the subject property was calculated using the Halton Region Water and

Wastewater Linear Design Manual (April 2015) and the equivalent population estimate described in

Section 3.2. The design sanitary demand was calculated based on the entire site area. Estimated

design sanitary demand calculations are provided in Table 4, and detailed calculations are

provided in Appendix C.

Table 4: Estimated Design Sanitary Demand

Method Condition Average Daily Flow

(L/s)

Peaking

Factor

Infiltration

Allowance

(L/s)

Total Design

Sanitary Flow

(L/s)

Halton

Region

Existing 0.44 3.44 0.43 1.93

Proposed 7.69 3.48 0.43 27.2

Total Sanitary Flow Increase: 25.3

The proposed sanitary service must convey a total design sanitary demand of 27.0 L/s, which

represents a 25.07 L/s increase from the existing assumed sanitary demand.





Proposed Sanitary Servicing

It is proposed to service the subject property by connecting to the existing 300 mm diameter

sanitary sewer at the existing manhole along the east property line. Sanitary flows will travel through

the existing 300 mm diameter PVC sanitary sewer on Thompson Road South and flow to the north.

The existing 150 mm diameter sanitary sewer and associated manhole will be removed.

The mechanical engineer will design the internal sanitary sewage collection system within both the

building and the underground parking structure.

5.0 DRAINAGE CONDITIONS

Existing Drainage Conditions

Two existing storm sewers are located near the subject property:

A 375 mm diameter concrete storm sewer along the west property line from the existing

catchbasin into the Loblaws Stormwater Management Pond.

A 400 mm diameter storm sewer along the east property line running parallel to Thompson

Road. This sewer eventually leads into a 900 mm diameter storm sewer running south on

Thompson Road. This sewer is within an easement.

Drawing C701 illustrates the existing storm sewer and manhole locations.

According to the topographic survey (Cunningham McConnell Limited, November 6, 2014), existing

stormwater drainage splits between two main outlets:

Catchment 101 demonstrates drainage from the west side of the site discharging into the

Loblaws Stormwater Management (SWM) Pond (Node A).

Catchment 102 demonstrates drainage from the east side of the site discharging into the

twin culverts at the CPR Tracks (Node B).

Figure 1 shows the delineation of the drainage areas that make up catchments 101 and 102 as well

as the drainage outlets Node A and B. The design of the Loblaw’s stormwater management pond

accounts for a tributary area of 0.54 ha of the subject property (Site Services Report, Odan/Detech

Group (ODG), April 11, 2006). The peak stormwater flows being discharged to the pond from the

subject property for the 5, 25, and 100-year design storm events were analyzed in the report as part

of the Visual OTTHYMO Model prepared by ODG. Table 5 summarizes results produced by the model

considering our subject property as Area 12 – Catchment 540 and Appendix D provides excerpts

from the ODG report including the hydrologic model.

Table 5: Visual OTTHYMO Model Results (Node A)

Storm Event Peak Flow

(L/s)

5 year 30

25 year 42

100 year 167





As noted, Node B accepts flows from the east side of the site which is delineated in Figure 1 as

catchment 102. Table 6 demonstrates the peak stormwater flows discharging to Node B from

catchment 102, under existing conditions. These peak flows were calculated using modified rational

method for an area of 0.68 ha and a runoff coefficient of 0.69. Detailed calculations are provided in

Appendix E.

Table 6: Existing Peak Stormwater Flows (Catchment 102 - Node B)

Storm Event Existing Peak Flow

(L/s)

5 year 137

25 year 187

100 year 227

Peak stormwater flows in Table 6 represent the maximum pre-development peak flow from the

subject property to the Thompson Road underpass design (Node B).

Proposed Drainage Conditions

The proposed development consists of three residential towers and a podium. The development

includes underground parking and landscaped areas.

The subject property has been divided into two post-development stormwater catchment areas as

shown on Figure 2. Catchment 202 will runoff uncontrolled towards Thompson Road (Node B). A

storm sewer network internal to the site, will convey minor system flows generated within Catchment

201, towards the existing 375 mm diameter concrete storm sewer with an outlet into the adjacent

stormwater management pond.

6.0 STORMWATER MANAGEMENT

The following sections describe the approach to meet the following stormwater management

criteria:

Water Quantity Control

Catchment 201 outlets to the existing Loblaw’s Stormwater Management Wet Pond. This pond

provides stormwater quantity and quality control to the contributing catchments. Under proposed

conditions the site will continue to contribute runoff to this pond. It must be demonstrated that any

additional runoff does not negatively affect the function or operation of the pond.

Water Quality Control

Runoff from the proposed development must achieve Ontario Ministry of the Environment and

Climate Change (MOECC) Enhanced Level of protection (80% total suspended solids (TSS) removal)

for water quality control.

Erosion and Sediment Control

Erosion and sediment control techniques will be implemented during construction to minimize

construction impacts.





Stormwater Quantity Control

As described in section 5.2, Catchment 202 will be uncontrolled with stormwater flowing overland to

Thompson Road (Node B). The Thompson Road underpass design (Node B) will capture stormwater

flow from Catchment 202. Table 7 summarizes the peak stormwater flows discharging to Node B

under both existing and proposed drainage conditions.

Table 7: Peak Stormwater Flow to Node B

Storm Event

Peak Flow Rate

(L/s) Decrease in Peak Flow Rate

(L/s)

Existing -

Catchment 102

Proposed -

Catchment 202

5 year 137 17 117

25 year 187 23 164

100 year 227 27 200

Table 7 demonstrates that for all design storm events the peak stormwater flow discharging to Node

B from the subject property decreases. Therefore, there should be sufficient capacity within the

existing sewers to permit the proposed development. Detailed calculations are provided in

Appendix E.

According to the Stormwater Management Report prepared by ODG, the design of the Loblaw’s

stormwater management pond accounts for a tributary area of 0.54 ha of the subject site at a

runoff coefficient of 0.75. A SWMHYMO model has been developed to replicate the existing Visual

OTHHYMO model file for the 5, 25 and 100-year storm events.

To account for the increase in catchment area and imperviousness (0.54 ha increased to 1.29 ha),

the SWMHYMO model was created for the proposed conditions to confirm the operation

characteristics of the pond.

A summary of the existing pond operation is provided in Tables 8 and 9 below. Refer to Appendix E

for the SWMHYMO hydrologic model files.

Table 8: Stormwater Flow Rates and Required Pond Storage

Storm Event

Visual OTHHYMO1 SWMHYMO2

Peak from Site

(L/s)

Pond Storage

Required

(m3)

Peak from Site

(L/s)

Pond Storage

Required

(m3)

5 year 30 5327 79 5434

25 year 42 5889 109 6009

100 year 167 6652 422 6766

1. Subject site catchment is 0.54 ha @ a runoff coefficient of 0.75

2. Subject site catchment is 1.29 ha @ a runoff coefficient of 0.77 (Post-development)





The development of the subject site has increased the storage required in Loblaw’s stormwater

management pond by approximately 1.71% (114.0 m3). The total available pond storage is 6,909 m3

according to the ODG report. The additional 114.0 m3 of storage required as a result of the

development of the site is insignificant and is within the available pond storage. Therefore, runoff

from the proposed development can be accommodated in the pond.

Pre and post-development peak flows from the pond were also reviewed in the SWMHYMO model.

Refer to table 9 below.

Table 9: Pre-Development and Post-Development Controlled Pond Release Rates

Storm Event

Pre-development

Visual OTHHYMO

(L/s)

Post-development

Visual OTHHYMO1

(L/s)

Post-development

SWMHYMO2

(L/s)

5 year Storm 362 121 157

25 year Storm 580 352 421

100 year Storm 1253 913 1046

1. Subject site catchment is 0.54 ha @ a runoff coefficient of 0.75

2. Subject site catchment is 1.29 ha @ a runoff coefficient of 0.77 (Post-development)

Table 9 demonstrates the controlled pond release rate in the post development conditions (1046

L/s) is less than the maximum allowable pond release rate according to ODG report (1253 L/s).

Therefore, the existing stormwater pond can accommodate the additional storage and peak flows

resulting from the development of the subject site.

According to our SWMHYMO Model and the ODG report, we do not require on-site storage as the

downstream pond can accommodate all runoff from the site. Additionally, we have used a runoff

coefficient of 0.9 for the podium as a conservative estimate. This runoff coefficient is expected to be

lower in the detailed design stage. If required, it may be possible to provide some stormwater

storage, such as rooftop ponding, at the detailed design stage.

Stormwater Quality Control

Stormwater quality controls for the site must incorporate measures to provide an Enhanced Level of

Protection (Level 1) according to the MOE (March 2003) guidelines. Enhanced water quality

protection involves the removal of at least 80% of total suspended solids (TSS) from 90% of the annual

runoff volume. Water quality control will be provided through an oil/grit separator (OGS).

A Stormceptor Oil-Grit-Separator STC 4000 or approved equivalent was sized based on drainage

area of 1.29 ha and an imperviousness of 77%. The oil/grit separator (OGS) will be installed upstream

of the stormwater management pond outlet to provide total quality control to runoff before leaving

the site. Refer to Appendix E for OGS details.

The treatment train approach is the application of a series of stormwater management controls

from source to end-of-pipe. In addition to the Oil-grit-separator, other on-site stormwater quality

control measures such as grassed swales can be provided to adhere to the treatment train

approach and meet the stormwater quality control criteria.





7.0 EROSION AND SEDIMENT CONTROL DURING CONSTRUCTION

Erosion and sediment controls (ESC) will be installed prior to the start of construction and will be

maintained until the site is stabilized or as directed by the Site Engineer or the Town of Milton. The

contractor will inspect the erosion and sediment controls after each significant rainfall event to

ensure they are maintained in proper working condition. The proposed erosion and sediment

controls include silt fencing, siltsacks in catchbasins, and a mud mat.

Silt Fencing

Silt fencing will be installed on the perimeter of the site to intercept sheet stormwater flow. Based on

field decisions, the Site Engineer and the Owner may add additional silt fencing prior to and during

construction.

Siltsacks in Catchbasins

A siltsack will be installed in each new catch basin as they are installed. The siltsack provides

sediment control preventing silt and sediment from entering the storm water system. Siltsacks are

also to be installed on any existing catch basins preventing sediments from entering the surrounding

storm sewer network.

Mud Mat

A mud mat will be installed at the entrance of the construction zone to prevent mud tracking from

the site onto the surrounding lands and the perimeter roadway network. All construction traffic will

be restricted to this access.

The erosion and sediment controls noted in this section will minimize construction impacts and

ensure the subject property meets the Erosion and Sediment Control criteria.

8.0 CONCLUSIONS AND RECOMMENDATIONS The proposed development can be serviced for water, sanitary, and stormwater in accordance

with the Town of Milton and Halton Region requirements and standards. Our conclusions and

recommendations include:

1. The proposed development consists of three residential towers and a podium.

2. The proposed water demand for the site is 135.7 L/s, which is the sum of the maximum daily

demand plus fire flow (19.0 L/s + 116.7 L/s).

3. Water demand for the proposed development will be provided by using two 200 mm

diameter PVC water service connections that split at the property line into a 100 mm

domestic water service and a 200 mm diameter fire line. One water service connection will

extend the existing 200 mm diameter water service from Thompson Road, and the other

water service will connect into the existing 300 mm diameter watermain on Drew Centre.

4. The proposed design sanitary demand for the site is 27.0 L/s, which represents a 25.06 L/s

increase from the existing assumed sanitary demand.





5. Sanitary servicing for the proposed development will be provided by using a 300 mm

diameter PVC sanitary sewer, which connects to the existing 300 mm diameter sanitary

sewer adjacent to the subject property, on Thompson Road.

6. Stormwater runoff from the towers, podium and the western landscape areas (Catchment

201) will be captured and controlled by the existing Loblaw’s stormwater management

pond (Node A).

7. Stormwater runoff from the eastern landscaped area (Catchment 202) will flow uncontrolled

and be captured by the Thompson Road underpass storm sewer network (Node B).

8. The Loblaws Stormwater Management Pond, adjacent to the subject property, provides

adequate storage for post-development stormwater runoff and peak flow control for rainfall

events up to and including the 100-year design storm. The development of the subject site

has increased the storage required in Loblaw’s stormwater management pond by

approximately 1.71%. However, even with this addition, the stormwater volume is still below

the maximum available storage the pond was designed to hold.

9. The additional runoff resulting from the development of the subject site does not negatively

affect the function or operation of the pond. Therefore, the site meets the objectives of the

previously approved stormwater management report as there is no significant increase in

pond storage and controlled pond release rates.

10. An oil/grit separator (OGS) Stormcepter Model STC 4000 or approved equivalent was sized to

provide an enhanced level of protection (80% TSS removal) for stormwater quality control.

11. Erosion and Sediment Controls will be implemented on-site during construction.

Based on the above conclusions we support the proposed development application from the

perspective of water supply, sanitary servicing, and stormwater management.

Respectfully submitted,

C.F. CROZIER & ASSOCIATES INC. C.F. CROZIER & ASSOCIATES INC.

Marwan Zahra Nick Mocan, P. Eng.

E.I.T., Land Development Associate

Jacal Holdings Ltd. Functional Servicing & Preliminary Stormwater Management Report




APPENDIX A

Agency Comments





APPENDIX B

Water Demand Calculations

I:\1200\1250-Mayfield Road Brampton Inc\4442-130 Thompson Rd\Design\Demand w OBC Pop Only\2016.12.06 Demand Calculations w OBC

1298.1 sq.m GFA area of largest floor450.0 sq.m GFA of 25% of the floors above and below the largest floor

3299.4 sq.m GFA area of largest floor450.0 sq.m GFA of 25% of the floors above and below the largest floor





APPENDIX C

Sanitary Demand Calculations

= 0.8 (1 + 144 + )


= 1 + 144 + +






APPENDIX D

Odan/Detech Group Report Excerpts





APPENDIX E

Stormwater Design Calculations

Project: 130 Thompson Road Date: 2/23/2018Project No.: 1250-4442 Designed By: MZ

Checked By: NAS

Land UseArea(ha)

Area(m2)

Proposed Landscape 0.50 497.3Proposed Building 0.99 993.8

Proposed Paved 0.03 32.1Total Impervious 1.03 1025.9

Total Pervious 0.50 497.3Total Site 1.52 1523.2

Area Area(ha) (m2)

Pre- Development Area -to Node A

0.84 8400

Pre - Development Area -to Node B

0.68 6800

Area Area(ha) (m2)

Post - DevelopmentControlled Area - to Node

A1.29 12900

Post - DevelopmentUncontrolled Area - to

Node B0.23 2300

Pre- and Post -Development Peak Flows to Node B (Thompson Road)

Catchment 102 Catchment 2025 yr 137.29 16.82

25 yr 186.53 22.86100 yr 227.10 26.62

Type

0.25

Weighted Average C

0.90

Catchment 101

Modified Rational Method - Summary

Post-Development Land Use

Type

Weighted Average C

200.47

Catchment 102

0.69

120.46163.68

Peak Flow Rate

(L./s)Storm EventDecrease in Peak Flow Rate

(L/s)

Catchment 201

0.77

Catchment 202

I:\1200\1250-Mayfield Road Brampton Inc\4442-130 Thompson Rd\Design\REV 2


Checked By: NAS

Land UseArea(ha)

Area(m2)

Proposed Building 0.10 950.5Proposed Paved 0.74 7449.5 CTotal Impervious 0.84 8400 0.90

Total Pervious 0.00 0.00 0.25Total Site 0.84 8400 --

Land UseArea(ha)

Area(m2)

Proposed Landscape 0.22 2200Proposed Building 0.03 333

Proposed Paved 0.43 4300 CTotal Impervious 0.46 4633 0.90

Total Pervious 0.22 2200 0.25Total Site 0.68 6833 --

Land UseArea(ha)

Area(m2)

Proposed Landscape 0.27 2670Proposed Towers 0.22 2151Proposed Podium 0.78 7781Proposed Paved 0.03 321 CTotal Impervious 1.03 10253.00 0.90

Total Pervious 0.27 2670.00 0.25Total Site 1.29 12923 --

Land UseArea(ha)

Area(m2)

Proposed Landscape 0.23 2326 CTotal Impervious 0.00 0.00 0.9

Total Pervious 0.23 2326 0.25Total Site 0.23 2326 --

0.250.25

Catchment 202

Weighted Average C

0.77

0.710.05

0.00Weighted Average C

Catchment 201

Weighted Average C0.610.080.69

Modified Rational Method - Input Data

Pervious and Imperviousareas from C.F. CrozierFigures 1 and 2

Catchment 101

Weighted Average C0.90

0.90

Catchment 102

0.00

I:\1200\1250-Mayfield Road Brampton Inc\4442-130 Thompson Rd\Design\REV 2\2018.02.23 Modified RationalMethod


Checked By: NAS

MUNICIPALITY: Town of Milton

Storm Data: Town of Milton

10 min = 0.17 hours= 600 sec

Return Period A B C imm/hr

2 yr 779 6 0.8206 80.065 yr 959 5.7 0.8024 105.2510 yr 1089 5.7 0.7955 121.8125 yr 1234 5.5 0.7863 143.0150 yr 1323 5.3 0.7786 158.18100 yr 1435 5.2 0.7751 174.10

Refer to C.F. Crozier Figure 1Storm Event C i (mm/hr) A (ha) Q (m3/s) Qpre(L/s)

5 yr 0.90 105.25 0.84 0.221 221.2125 yr 0.90 143.01 0.84 0.301 300.55

100 yr 0.90 174.10 0.84 0.366 365.91

Storm Event C i (mm/hr) A (ha) Q (m3/s) Qpre(L/s)5 yr 0.69 105.25 0.68 0.137 137.2925 yr 0.69 143.01 0.68 0.187 186.53

100 yr 0.69 174.10 0.68 0.227 227.10

Refer to C.F. Crozier Figure 2Storm Event C i (mm/hr) A (ha) Q (m3/s) Qpost(L/s)

5 yr 0.25 105.25 0.23 0.017 16.8225 yr 0.25 143.01 0.23 0.023 22.86

100 yr 0.25 174.10 0.22 0.027 26.62

Note: Pre and Post-Development flows for Catchment 201 are shown in SWMHYMO model

Post- Development Peak Flows - Catchment 202Catchment 202

Summary of Peak Flows

Catchment 101Pre- Development Peak Flows - Catchment 101

Pre- Development Peak Flows - Catchment 102Catchment 102

Time of Concentration:

Town of Milton Engineering and Parks Standards - Appendix D (August 2014)

Peak FlowA•(Td)• ipre• C0.00278=preQ

I:\1200\1250-Mayfield Road Brampton Inc\4442-130 Thompson Rd\Design\REV 2\2018.02.23 Modified Rational Method

Project: 130 Thompson Road Date: 2/23/2018Project No.: 1250-4442 Designed By: NS

Checked By: NAS


Determination of Target Control Flow (Qtarget - uncontrolled)C i (mm/hr) A (ha) Q (m3/s) Q (L/s)

Target Flow -- -- -- 0.03 30

Uncontrolled Flow 0.25 105.25 0.09 0.007 6.58 From Catchment Area 203 (CFCA Figure 2)

0.023 23.42

5-yr Post-Development Peak FlowC i (mm/hr) A (ha) Q (m3/s) Qpost(L/s)

0.69 105.25 1.22 0.25 246.31

Td i Td QUncont Sd

min mm/hr sec m3/s Site10 101.30 600 0.24 128.1920 67.43 1200 0.16 168.3030 51.68 1800 0.12 189.6040 42.40 2400 0.10 203.0050 36.21 3000 0.08 212.0560 31.76 3600 0.07 218.3770 28.38 4200 0.07 222.7980 25.73 4800 0.06 225.8290 23.58 5400 0.06 227.78100 21.81 6000 0.05 228.91110 20.31 6600 0.05 229.35120 19.02 7200 0.04 229.23130 17.91 7800 0.04 228.62140 16.94 8400 0.04 227.60150 16.08 9000 0.04 226.23160 15.31 9600 0.04 224.55170 14.62 10200 0.03 222.59180 14.00 10800 0.03 220.39190 13.44 11400 0.03 217.96200 12.92 12000 0.03 215.34210 12.45 12600 0.03 212.54220 12.01 13200 0.03 209.57230 11.61 13800 0.03 206.45240 11.24 14400 0.03 203.20250 10.90 15000 0.03 199.81260 10.57 15600 0.02 196.31270 10.27 16200 0.02 192.70280 9.99 16800 0.02 188.99290 9.72 17400 0.02 185.18300 9.47 18000 0.02 181.28310 9.24 18600 0.02 177.30

229

Equations:

MODIFIED RATIONAL METHOD - 5 year post to 5 year target

From Odan/Detech Group Inc. Visual OTTHYMO Post-Development Input and Output (March 14, 2006)

Target Control Rate

Storage Volume Determination

REQUIRED STORAGE VOLUME:

IntensityI = A / (Tc + b)c


Storage2) /c+ Td(TpreQ-d• Tpost= QdS



Checked By: NAS



Target Flow -- -- -- 0.042 42


0.033 33.05

25-yr Post-Development Peak FlowC i (mm/hr) A (ha) Q (m3/s) Qpost(L/s)

0.69 143.01 1.22 0.33 334.67

Td i Td QUncont Sd

min mm/hr sec m3/s Site10 143.31 600 0.34 181.3920 95.40 1200 0.22 238.1430 73.11 1800 0.17 268.3040 59.98 2400 0.14 287.2750 51.22 3000 0.12 300.1060 44.92 3600 0.11 309.0670 40.15 4200 0.09 315.3380 36.40 4800 0.09 319.6490 33.36 5400 0.08 322.44100 30.85 6000 0.07 324.06110 28.73 6600 0.07 324.70120 26.91 7200 0.06 324.55130 25.34 7800 0.06 323.71140 23.96 8400 0.06 322.29150 22.74 9000 0.05 320.38160 21.66 9600 0.05 318.01170 20.69 10200 0.05 315.27180 19.81 10800 0.05 312.17190 19.01 11400 0.04 308.76200 18.28 12000 0.04 305.07210 17.61 12600 0.04 301.13220 17.00 13200 0.04 296.95230 16.43 13800 0.04 292.57240 15.90 14400 0.04 287.98250 15.41 15000 0.04 283.22260 14.96 15600 0.04 278.28270 14.53 16200 0.03 273.20280 14.13 16800 0.03 267.97290 13.75 17400 0.03 262.60300 13.40 18000 0.03 257.10310 13.07 18600 0.03 251.49320 12.75 19200 0.03 245.76330 12.45 19800 0.03 239.93340 12.17 20400 0.03 234.00350 11.90 21000 0.03 227.98

325

Equations:

MODIFIED RATIONAL METHOD - 25 year post to 25 target


Target Control Rate








Checked By: NAS



Target Flow -- -- -- 0.167 167


0.156 156.11

100-yr Parking Post-Development Peak FlowC i (mm/hr) A (ha) Q (m3/s) Qpost(L/s)

0.69 174.10 1.22 0.41 407.44

Td i Td QUncont Sd

min mm/hr sec m3/s Site5 242.53 300 0.57 100.0210 176.31 600 0.41 153.9015 140.69 900 0.33 179.2420 118.12 1200 0.28 191.2225 102.41 1500 0.24 195.5830 90.77 1800 0.21 195.0435 81.77 2100 0.19 191.1240 74.58 2400 0.17 184.7145 68.68 2700 0.16 176.4050 63.75 3000 0.15 166.5955 59.56 3300 0.14 155.5760 55.95 3600 0.13 143.5565 52.81 3900 0.12 130.6970 50.03 4200 0.12 117.12

196

Equations:REQUIRED STORAGE VOLUME:


Target Control Rate








Checked By: NAS

MUNICIPALITY: Town of MiltonDetermination of Target Control Flow (Qtarget - uncontrolled)

C i (mm/hr) A (ha) Q (m3/s) Q (L/s)

Target Flow -- -- -- 0.03 30


0.023 23.42

100-yr Parking Post-Development Peak FlowC i (mm/hr) A (ha) Q (m3/s) Qpost(L/s)

0.69 174.10 1.22 0.41 407.44

Td i Td QUncont Sd

min mm/hr sec m3/s Site10 176.31 600 0.41 233.5120 118.12 1200 0.28 310.6430 90.77 1800 0.21 354.2840 74.58 2400 0.17 383.7550 63.75 3000 0.15 405.4460 55.95 3600 0.13 422.2170 50.03 4200 0.12 435.5980 45.38 4800 0.11 446.4890 41.60 5400 0.10 455.46100 38.47 6000 0.09 462.94110 35.84 6600 0.08 469.20120 33.58 7200 0.08 474.44130 31.62 7800 0.07 478.82140 29.90 8400 0.07 482.48150 28.39 9000 0.07 485.49160 27.04 9600 0.06 487.96170 25.82 10200 0.06 489.93180 24.73 10800 0.06 491.46190 23.73 11400 0.06 492.60200 22.82 12000 0.05 493.39210 21.99 12600 0.05 493.86220 21.22 13200 0.05 494.03230 20.52 13800 0.05 493.94240 19.86 14400 0.05 493.60250 19.25 15000 0.05 493.04260 18.68 15600 0.04 492.26270 18.15 16200 0.04 491.29280 17.65 16800 0.04 490.13290 17.18 17400 0.04 488.81300 16.74 18000 0.04 487.33310 16.32 18600 0.04 485.69320 15.93 19200 0.04 483.92330 15.56 19800 0.04 482.02340 15.20 20400 0.04 479.98350 14.87 21000 0.03 477.83360 14.55 21600 0.03 475.57370 14.25 22200 0.03 473.20380 13.96 22800 0.03 470.73390 13.68 23400 0.03 468.17

494

Equations:



Target Control Rate







SWMHYMO Output File

5 Year Pre-Development

(I:\...PRE1.out) C.F. Crozier & Associates 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 4.0500006> S W W M M H H Y M M O O 9999 9999 Sept 201100007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 373701600009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> *******************************************************************************00012> ***************************** SWMHYMO Ver/4.05 ******************************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) 836-3884 *********00019> ********* Gatineau, Quebec: (819) 243-6858 *********00020> ********* E-Mail: [email protected] *********00021> *******************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++++ Licensed user: C.F. Crozier & Associates Inc. +++++++++00025> +++++++++ Collingwood SERIAL#:3737016 +++++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> *******************************************************************************00029> ********* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *********00030> ********* Maximum value for ID numbers : 10 *********00031> ********* Max. number of rainfall points: 105408 *********00032> ********* Max. number of flow points : 105408 *********00033> *******************************************************************************00034> 00035> 00036> ********************** D E T A I L E D O U T P U T **********************00037> *******************************************************************************00038> * DATE: 2017-10-27 TIME: 16:22:01 RUN COUNTER: 000053 *00039> *******************************************************************************00040> * Input filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE1.dat *00041> * Output filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE1.out *00042> * Summary filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE1.sum *00043> * User comments: *00044> * 1:__________________________________________________________________________*00045> * 2:__________________________________________________________________________*00046> * 3:__________________________________________________________________________*00047> *******************************************************************************00048> 00049> --------------------------------------------------------------------------------00050> 001:0001------------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [130 Thompson] Project Number: [1250-4442] 00053> *# Date : 10-10-2017 00054> *# Modeller : [BS] 00055> *# Company : C.F. CROZIER & ASSOCIATES INC. 00056> *# License # : 3737016 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\ 00060> -------------------- Rainfall dir.: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\ 00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> --------------------------------------------------------------------------------00066> 001:0002------------------------------------------------------------------------00067> *#-----------------|-----------------------------------------------------------|00068> *#-----------------| PRE-DEVELOPMENT CONDITIONS -------------------------------|00069> *#-----------------|-----------------------------------------------------------|00070> *#-----------------|-----------------------------------------------------------|00071> *#-----------------| 5-YEAR/12 Hour Storm -------------------------------------|00072> *#-----------------|-----------------------------------------------------------|00073> --------------------00074> | READ STORM | Filename: 5 yr 12 hr 00075> | Ptotal= 54.38 mm| Comments: 5 yr 12 hr 00076> --------------------00077> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00078> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00079> .25 .000 | 3.50 9.250 | 6.75 3.810 | 10.00 .54000080> .50 .540 | 3.75 9.250 | 7.00 3.810 | 10.25 .54000081> .75 .540 | 4.00 9.250 | 7.25 3.810 | 10.50 .54000082> 1.00 .540 | 4.25 9.250 | 7.50 2.180 | 10.75 .54000083> 1.25 .540 | 4.50 25.020 | 7.75 2.180 | 11.00 .54000084> 1.50 .540 | 4.75 25.020 | 8.00 2.180 | 11.25 .54000085> 1.75 .540 | 5.00 25.020 | 8.25 2.180 | 11.50 .54000086> 2.00 .540 | 5.25 25.020 | 8.50 1.090 | 11.75 .54000087> 2.25 .540 | 5.50 7.070 | 8.75 1.090 | 12.00 .54000088> 2.50 3.260 | 5.75 7.070 | 9.00 1.090 | 12.25 .54000089> 2.75 3.260 | 6.00 7.070 | 9.25 1.090 |00090> 3.00 3.260 | 6.25 7.070 | 9.50 .540 |00091> 3.25 3.260 | 6.50 3.810 | 9.75 .540 |00092> 00093> --------------------------------------------------------------------------------00094> 001:0003------------------------------------------------------------------------00095> ----------------------00096> | CALIB STANDHYD | Area (ha)= .0500097> | 05:0525 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000098> ----------------------00099> IMPERVIOUS PERVIOUS (i)00100> Surface Area (ha)= .05 .0000101> Dep. Storage (mm)= 2.00 5.0000102> Average Slope (%)= 2.00 2.0000103> Length (m)= 30.00 30.0000104> Mannings n = .013 .25000105> 00106> Max.eff.Inten.(mm/hr)= 25.02 13.5900107> over (min) 2.00 15.0000108> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00109> Unit Hyd. Tpeak (min)= 2.00 15.0000110> Unit Hyd. peak (cms)= .61 .0800111> *TOTALS*00112> PEAK FLOW (cms)= .00 .00 .003 (iii)00113> TIME TO PEAK (hrs)= 4.82 5.30 5.25000114> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400115> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000116> RUNOFF COEFFICIENT = .96 .40 .95200117> 00118> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00119> CN* = 80.0 Ia = Dep. Storage (Above)00120> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00121> THAN THE STORAGE COEFFICIENT.00122> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00123> 00124> --------------------------------------------------------------------------------00125> 001:0004------------------------------------------------------------------------00126> *#-----------------|-----------------------------------------------------------|00127> ---------------------00128> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00129> | IN>05:(0525 ) |

00130> | OUT<06:(0530 ) | ========= OUTLFOW STORAGE TABLE =========00131> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00132> (cms) (ha.m.) | (cms) (ha.m.)00133> .000 .0000E+00 | .004 .3800E-0200134> .002 .1300E-02 | .006 .5000E-0200135> .003 .2500E-02 | .000 .0000E+0000136> 00137> ROUTING RESULTS AREA QPEAK TPEAK R.V.00138> -------------------- (ha) (cms) (hrs) (mm)00139> INFLOW >05: (0525 ) .05 .003 5.250 51.76400140> OUTFLOW<06: (0530 ) .05 .002 5.300 51.76300141> OVERFLOW<07: (0040OV) .00 .000 .000 .00000142> 00143> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000144> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000145> PERCENTAGE OF TIME OVERFLOWING (%)= .0000146> 00147> 00148> PEAK FLOW REDUCTION [Qout/Qin](%)= 52.29500149> TIME SHIFT OF PEAK FLOW (min)= 3.0000150> MAXIMUM STORAGE USED (ha.m.)=.1169E-0200151> 00152> --------------------------------------------------------------------------------00153> 001:0005------------------------------------------------------------------------00154> ----------------------00155> | CALIB STANDHYD | Area (ha)= .0300156> | 08:0524 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000157> ----------------------00158> IMPERVIOUS PERVIOUS (i)00159> Surface Area (ha)= .03 .0000160> Dep. Storage (mm)= 2.00 5.0000161> Average Slope (%)= 2.00 2.0000162> Length (m)= 30.00 30.0000163> Mannings n = .013 .25000164> 00165> Max.eff.Inten.(mm/hr)= 25.02 13.5900166> over (min) 2.00 15.0000167> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00168> Unit Hyd. Tpeak (min)= 2.00 15.0000169> Unit Hyd. peak (cms)= .61 .0800170> *TOTALS*00171> PEAK FLOW (cms)= .00 .00 .002 (iii)00172> TIME TO PEAK (hrs)= 4.82 5.30 5.25000173> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400174> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000175> RUNOFF COEFFICIENT = .96 .40 .95200176> 00177> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00178> CN* = 80.0 Ia = Dep. Storage (Above)00179> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00180> THAN THE STORAGE COEFFICIENT.00181> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00182> 00183> --------------------------------------------------------------------------------00184> 001:0006------------------------------------------------------------------------00185> *#-----------------|-----------------------------------------------------------|00186> ---------------------00187> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00188> | IN>08:(0524 ) |00189> | OUT<09:(0529 ) | ========= OUTLFOW STORAGE TABLE =========00190> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00191> (cms) (ha.m.) | (cms) (ha.m.)00192> .000 .0000E+00 | .004 .2200E-0200193> .002 .8000E-03 | .006 .3000E-0200194> .003 .1500E-02 | .000 .0000E+0000195> 00196> ROUTING RESULTS AREA QPEAK TPEAK R.V.00197> -------------------- (ha) (cms) (hrs) (mm)00198> INFLOW >08: (0524 ) .03 .002 5.250 51.76400199> OUTFLOW<09: (0529 ) .03 .001 5.283 51.76300200> OVERFLOW<07: (0040OV) .00 .000 .000 .00000201> 00202> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000203> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000204> PERCENTAGE OF TIME OVERFLOWING (%)= .0000205> 00206> 00207> PEAK FLOW REDUCTION [Qout/Qin](%)= 58.82500208> TIME SHIFT OF PEAK FLOW (min)= 2.0000209> MAXIMUM STORAGE USED (ha.m.)=.6475E-0300210> 00211> --------------------------------------------------------------------------------00212> 001:0007------------------------------------------------------------------------00213> ------------------------00214> | ADD HYD (0533 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00215> ------------------------ (ha) (cms) (hrs) (mm) (cms)00216> ID1 09:0529 .03 .001 5.28 51.76 .000 00217> +ID2 06:0530 .05 .002 5.30 51.76 .000 00218> ===========================================================00219> SUM 10:0533 .08 .003 5.28 51.76 .000 00220> 00221> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00222> 00223> --------------------------------------------------------------------------------00224> 001:0008------------------------------------------------------------------------00225> ----------------------00226> | CALIB STANDHYD | Area (ha)= .0500227> | 01:0522 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000228> ----------------------00229> IMPERVIOUS PERVIOUS (i)00230> Surface Area (ha)= .05 .0000231> Dep. Storage (mm)= 2.00 5.0000232> Average Slope (%)= 2.00 2.0000233> Length (m)= 30.00 30.0000234> Mannings n = .013 .25000235> 00236> Max.eff.Inten.(mm/hr)= 25.02 13.5900237> over (min) 2.00 15.0000238> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00239> Unit Hyd. Tpeak (min)= 2.00 15.0000240> Unit Hyd. peak (cms)= .61 .0800241> *TOTALS*00242> PEAK FLOW (cms)= .00 .00 .003 (iii)00243> TIME TO PEAK (hrs)= 4.82 5.30 5.25000244> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400245> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000246> RUNOFF COEFFICIENT = .96 .40 .95200247> 00248> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00249> CN* = 80.0 Ia = Dep. Storage (Above)00250> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00251> THAN THE STORAGE COEFFICIENT.00252> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00253> 00254> --------------------------------------------------------------------------------00255> 001:0009------------------------------------------------------------------------00256> *#-----------------|-----------------------------------------------------------|00257> ---------------------00258> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.



00259> | IN>01:(0522 ) |00260> | OUT<02:(0527 ) | ========= OUTLFOW STORAGE TABLE =========00261> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00262> (cms) (ha.m.) | (cms) (ha.m.)00263> .000 .0000E+00 | .004 .3700E-0200264> .002 .1200E-02 | .006 .5000E-0200265> .003 .2500E-02 | .000 .0000E+0000266> 00267> ROUTING RESULTS AREA QPEAK TPEAK R.V.00268> -------------------- (ha) (cms) (hrs) (mm)00269> INFLOW >01: (0522 ) .05 .003 5.250 51.76400270> OUTFLOW<02: (0527 ) .05 .002 5.300 51.76300271> OVERFLOW<03: (0040OV) .00 .000 .000 .00000272> 00273> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000274> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000275> PERCENTAGE OF TIME OVERFLOWING (%)= .0000276> 00277> 00278> PEAK FLOW REDUCTION [Qout/Qin](%)= 45.54300279> TIME SHIFT OF PEAK FLOW (min)= 3.0000280> MAXIMUM STORAGE USED (ha.m.)=.1257E-0200281> 00282> --------------------------------------------------------------------------------00283> 001:0010------------------------------------------------------------------------00284> ----------------------00285> | CALIB STANDHYD | Area (ha)= .1600286> | 04:0523 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000287> ----------------------00288> IMPERVIOUS PERVIOUS (i)00289> Surface Area (ha)= .16 .0000290> Dep. Storage (mm)= 2.00 5.0000291> Average Slope (%)= 2.00 2.0000292> Length (m)= 30.00 30.0000293> Mannings n = .013 .25000294> 00295> Max.eff.Inten.(mm/hr)= 25.02 13.5900296> over (min) 2.00 15.0000297> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00298> Unit Hyd. Tpeak (min)= 2.00 15.0000299> Unit Hyd. peak (cms)= .61 .0800300> *TOTALS*00301> PEAK FLOW (cms)= .01 .00 .011 (iii)00302> TIME TO PEAK (hrs)= 4.82 5.30 5.25000303> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400304> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000305> RUNOFF COEFFICIENT = .96 .40 .95200306> 00307> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00308> CN* = 80.0 Ia = Dep. Storage (Above)00309> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00310> THAN THE STORAGE COEFFICIENT.00311> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00312> 00313> --------------------------------------------------------------------------------00314> 001:0011------------------------------------------------------------------------00315> *#-----------------|-----------------------------------------------------------|00316> ---------------------00317> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00318> | IN>04:(0523 ) |00319> | OUT<05:(0528 ) | ========= OUTLFOW STORAGE TABLE =========00320> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00321> (cms) (ha.m.) | (cms) (ha.m.)00322> .000 .0000E+00 | .009 .1200E-0100323> .003 .4000E-02 | .012 .1600E-0100324> .006 .8000E-02 | .000 .0000E+0000325> 00326> ROUTING RESULTS AREA QPEAK TPEAK R.V.00327> -------------------- (ha) (cms) (hrs) (mm)00328> INFLOW >04: (0523 ) .16 .011 5.250 51.76400329> OUTFLOW<05: (0528 ) .16 .003 5.367 51.76300330> OVERFLOW<06: (0040OV) .00 .000 .000 .00000331> 00332> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000333> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000334> PERCENTAGE OF TIME OVERFLOWING (%)= .0000335> 00336> 00337> PEAK FLOW REDUCTION [Qout/Qin](%)= 31.45600338> TIME SHIFT OF PEAK FLOW (min)= 7.0000339> MAXIMUM STORAGE USED (ha.m.)=.4614E-0200340> 00341> --------------------------------------------------------------------------------00342> 001:0012------------------------------------------------------------------------00343> ------------------------00344> | ADD HYD (0532 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00345> ------------------------ (ha) (cms) (hrs) (mm) (cms)00346> ID1 02:0527 .05 .002 5.30 51.76 .000 00347> +ID2 05:0528 .16 .003 5.37 51.76 .000 00348> ===========================================================00349> SUM 07:0532 .21 .005 5.33 51.76 .000 00350> 00351> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00352> 00353> --------------------------------------------------------------------------------00354> 001:0013------------------------------------------------------------------------00355> ------------------------00356> | ADD HYD (0534 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00357> ------------------------ (ha) (cms) (hrs) (mm) (cms)00358> ID1 07:0532 .21 .005 5.33 51.76 .000 00359> +ID2 10:0533 .08 .003 5.28 51.76 .000 00360> ===========================================================00361> SUM 08:0534 .29 .008 5.30 51.76 .000 00362> 00363> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00364> 00365> --------------------------------------------------------------------------------00366> 001:0014------------------------------------------------------------------------00367> ----------------------00368> | CALIB STANDHYD | Area (ha)= .2100369> | 02:0526 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000370> ----------------------00371> IMPERVIOUS PERVIOUS (i)00372> Surface Area (ha)= .21 .0000373> Dep. Storage (mm)= 2.00 5.0000374> Average Slope (%)= 2.00 2.0000375> Length (m)= 30.00 30.0000376> Mannings n = .013 .25000377> 00378> Max.eff.Inten.(mm/hr)= 25.02 13.5900379> over (min) 2.00 15.0000380> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00381> Unit Hyd. Tpeak (min)= 2.00 15.0000382> Unit Hyd. peak (cms)= .61 .0800383> *TOTALS*00384> PEAK FLOW (cms)= .01 .00 .014 (iii)00385> TIME TO PEAK (hrs)= 4.82 5.30 5.25000386> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400387> TOTAL RAINFALL (mm)= 54.38 54.38 54.380

00388> RUNOFF COEFFICIENT = .96 .40 .95200389> 00390> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00391> CN* = 80.0 Ia = Dep. Storage (Above)00392> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00393> THAN THE STORAGE COEFFICIENT.00394> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00395> 00396> --------------------------------------------------------------------------------00397> 001:0015------------------------------------------------------------------------00398> *#-----------------|-----------------------------------------------------------|00399> ---------------------00400> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00401> | IN>02:(0526 ) |00402> | OUT<03:(0531 ) | ========= OUTLFOW STORAGE TABLE =========00403> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00404> (cms) (ha.m.) | (cms) (ha.m.)00405> .000 .0000E+00 | .009 .1580E-0100406> .003 .5300E-02 | .012 .2100E-0100407> .006 .1050E-01 | .000 .0000E+0000408> 00409> ROUTING RESULTS AREA QPEAK TPEAK R.V.00410> -------------------- (ha) (cms) (hrs) (mm)00411> INFLOW >02: (0526 ) .21 .014 5.250 51.76400412> OUTFLOW<03: (0531 ) .21 .004 6.267 51.76300413> OVERFLOW<04: (0040OV) .00 .000 .000 .00000414> 00415> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000416> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000417> PERCENTAGE OF TIME OVERFLOWING (%)= .0000418> 00419> 00420> PEAK FLOW REDUCTION [Qout/Qin](%)= 25.75300421> TIME SHIFT OF PEAK FLOW (min)= 61.0000422> MAXIMUM STORAGE USED (ha.m.)=.6546E-0200423> 00424> --------------------------------------------------------------------------------00425> 001:0016------------------------------------------------------------------------00426> ------------------------00427> | ADD HYD (0535 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00428> ------------------------ (ha) (cms) (hrs) (mm) (cms)00429> ID1 08:0534 .29 .008 5.30 51.76 .000 00430> +ID2 03:0531 .21 .004 6.27 51.76 .000 00431> ===========================================================00432> SUM 09:0535 .50 .012 5.32 51.76 .000 00433> 00434> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00435> 00436> --------------------------------------------------------------------------------00437> 001:0017------------------------------------------------------------------------00438> ----------------------00439> | CALIB STANDHYD | Area (ha)= .1400440> | 01:0505 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000441> ----------------------00442> IMPERVIOUS PERVIOUS (i)00443> Surface Area (ha)= .14 .0000444> Dep. Storage (mm)= 2.00 5.0000445> Average Slope (%)= 2.00 2.0000446> Length (m)= 30.00 30.0000447> Mannings n = .013 .25000448> 00449> Max.eff.Inten.(mm/hr)= 25.02 13.5900450> over (min) 2.00 15.0000451> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00452> Unit Hyd. Tpeak (min)= 2.00 15.0000453> Unit Hyd. peak (cms)= .61 .0800454> *TOTALS*00455> PEAK FLOW (cms)= .01 .00 .010 (iii)00456> TIME TO PEAK (hrs)= 4.82 5.30 5.25000457> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400458> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000459> RUNOFF COEFFICIENT = .96 .40 .95200460> 00461> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00462> CN* = 80.0 Ia = Dep. Storage (Above)00463> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00464> THAN THE STORAGE COEFFICIENT.00465> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00466> 00467> --------------------------------------------------------------------------------00468> 001:0018------------------------------------------------------------------------00469> *#-----------------|-----------------------------------------------------------|00470> ---------------------00471> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00472> | IN>01:(0505 ) |00473> | OUT<02:(0506 ) | ========= OUTLFOW STORAGE TABLE =========00474> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00475> (cms) (ha.m.) | (cms) (ha.m.)00476> .000 .0000E+00 | .007 .1050E-0100477> .002 .3500E-02 | .009 .1400E-0100478> .004 .7000E-02 | .000 .0000E+0000479> 00480> ROUTING RESULTS AREA QPEAK TPEAK R.V.00481> -------------------- (ha) (cms) (hrs) (mm)00482> INFLOW >01: (0505 ) .14 .010 5.250 51.76400483> OUTFLOW<02: (0506 ) .14 .002 6.267 51.76300484> OVERFLOW<03: (0040OV) .00 .000 .000 .00000485> 00486> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000487> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000488> PERCENTAGE OF TIME OVERFLOWING (%)= .0000489> 00490> 00491> PEAK FLOW REDUCTION [Qout/Qin](%)= 25.84500492> TIME SHIFT OF PEAK FLOW (min)= 61.0000493> MAXIMUM STORAGE USED (ha.m.)=.4354E-0200494> 00495> --------------------------------------------------------------------------------00496> 001:0019------------------------------------------------------------------------00497> ------------------------00498> | ADD HYD (0059 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00499> ------------------------ (ha) (cms) (hrs) (mm) (cms)00500> ID1 09:0535 .50 .012 5.32 51.76 .000 00501> +ID2 02:0506 .14 .002 6.27 51.76 .000 00502> ===========================================================00503> SUM 03:0059 .64 .014 5.33 51.76 .000 00504> 00505> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00506> 00507> --------------------------------------------------------------------------------00508> 001:0020------------------------------------------------------------------------00509> ----------------------00510> | CALIB STANDHYD | Area (ha)= 2.0000511> | 05:0033 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000512> ----------------------00513> IMPERVIOUS PERVIOUS (i)00514> Surface Area (ha)= 1.60 .4000515> Dep. Storage (mm)= 2.00 5.0000516> Average Slope (%)= 2.00 2.00



00517> Length (m)= 30.00 30.0000518> Mannings n = .013 .25000519> 00520> Max.eff.Inten.(mm/hr)= 25.02 13.5900521> over (min) 2.00 15.0000522> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00523> Unit Hyd. Tpeak (min)= 2.00 15.0000524> Unit Hyd. peak (cms)= .61 .0800525> *TOTALS*00526> PEAK FLOW (cms)= .11 .01 .124 (iii)00527> TIME TO PEAK (hrs)= 4.82 5.30 5.25000528> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400529> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000530> RUNOFF COEFFICIENT = .96 .40 .85000531> 00532> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00533> CN* = 80.0 Ia = Dep. Storage (Above)00534> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00535> THAN THE STORAGE COEFFICIENT.00536> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00537> 00538> --------------------------------------------------------------------------------00539> 001:0021------------------------------------------------------------------------00540> *#-----------------|-----------------------------------------------------------|00541> ------------------------00542> | ADD HYD (0536 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00543> ------------------------ (ha) (cms) (hrs) (mm) (cms)00544> ID1 03:0059 .64 .014 5.33 51.76 .000 00545> +ID2 05:0033 2.00 .124 5.25 46.22 .000 00546> ===========================================================00547> SUM 06:0536 2.64 .138 5.25 47.57 .000 00548> 00549> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00550> 00551> --------------------------------------------------------------------------------00552> 001:0022------------------------------------------------------------------------00553> ---------------------00554> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00555> | IN>06:(0536 ) |00556> | OUT<07:(0036 ) | ========= OUTLFOW STORAGE TABLE =========00557> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00558> (cms) (ha.m.) | (cms) (ha.m.)00559> .000 .0000E+00 | .266 .2710E-0100560> .254 .9500E-02 | .272 .6800E-0100561> .260 .1170E-01 | .000 .0000E+0000562> 00563> ROUTING RESULTS AREA QPEAK TPEAK R.V.00564> -------------------- (ha) (cms) (hrs) (mm)00565> INFLOW >06: (0536 ) 2.64 .138 5.250 47.56700566> OUTFLOW<07: (0036 ) 2.64 .136 5.250 47.56700567> OVERFLOW<08: (0040OV) .00 .000 .000 .00000568> 00569> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000570> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000571> PERCENTAGE OF TIME OVERFLOWING (%)= .0000572> 00573> 00574> PEAK FLOW REDUCTION [Qout/Qin](%)= 98.64800575> TIME SHIFT OF PEAK FLOW (min)= .0000576> MAXIMUM STORAGE USED (ha.m.)=.5095E-0200577> 00578> --------------------------------------------------------------------------------00579> 001:0023------------------------------------------------------------------------00580> ----------------------00581> | CALIB STANDHYD | Area (ha)= .6300582> | 01:0538 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000583> ----------------------00584> IMPERVIOUS PERVIOUS (i)00585> Surface Area (ha)= .50 .1300586> Dep. Storage (mm)= 2.00 5.0000587> Average Slope (%)= 2.00 2.0000588> Length (m)= 30.00 30.0000589> Mannings n = .013 .25000590> 00591> Max.eff.Inten.(mm/hr)= 25.02 13.5900592> over (min) 2.00 15.0000593> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00594> Unit Hyd. Tpeak (min)= 2.00 15.0000595> Unit Hyd. peak (cms)= .61 .0800596> *TOTALS*00597> PEAK FLOW (cms)= .04 .00 .039 (iii)00598> TIME TO PEAK (hrs)= 4.82 5.30 5.25000599> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400600> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000601> RUNOFF COEFFICIENT = .96 .40 .85000602> 00603> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00604> CN* = 80.0 Ia = Dep. Storage (Above)00605> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00606> THAN THE STORAGE COEFFICIENT.00607> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00608> 00609> --------------------------------------------------------------------------------00610> 001:0024------------------------------------------------------------------------00611> *#-----------------|-----------------------------------------------------------|00612> ------------------------00613> | ADD HYD (0537 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00614> ------------------------ (ha) (cms) (hrs) (mm) (cms)00615> ID1 07:0036 2.64 .136 5.25 47.57 .000 00616> +ID2 01:0538 .63 .039 5.25 46.22 .000 00617> ===========================================================00618> SUM 09:0537 3.27 .175 5.25 47.31 .000 00619> 00620> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00621> 00622> --------------------------------------------------------------------------------00623> 001:0025------------------------------------------------------------------------00624> ----------------------00625> | CALIB STANDHYD | Area (ha)= .2300626> | 02:0510 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000627> ----------------------00628> IMPERVIOUS PERVIOUS (i)00629> Surface Area (ha)= .18 .0500630> Dep. Storage (mm)= 2.00 5.0000631> Average Slope (%)= 2.00 2.0000632> Length (m)= 30.00 30.0000633> Mannings n = .013 .25000634> 00635> Max.eff.Inten.(mm/hr)= 25.02 13.5900636> over (min) 2.00 15.0000637> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00638> Unit Hyd. Tpeak (min)= 2.00 15.0000639> Unit Hyd. peak (cms)= .61 .0800640> *TOTALS*00641> PEAK FLOW (cms)= .01 .00 .014 (iii)00642> TIME TO PEAK (hrs)= 4.82 5.30 5.25000643> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400644> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000645> RUNOFF COEFFICIENT = .96 .40 .850

00646> 00647> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00648> CN* = 80.0 Ia = Dep. Storage (Above)00649> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00650> THAN THE STORAGE COEFFICIENT.00651> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00652> 00653> --------------------------------------------------------------------------------00654> 001:0026------------------------------------------------------------------------00655> *#-----------------|-----------------------------------------------------------|00656> ----------------------00657> | CALIB STANDHYD | Area (ha)= 1.0900658> | 03:0035 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000659> ----------------------00660> IMPERVIOUS PERVIOUS (i)00661> Surface Area (ha)= 1.07 .0200662> Dep. Storage (mm)= 2.00 5.0000663> Average Slope (%)= 2.00 2.0000664> Length (m)= 30.00 30.0000665> Mannings n = .013 .25000666> 00667> Max.eff.Inten.(mm/hr)= 25.02 13.5900668> over (min) 2.00 15.0000669> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00670> Unit Hyd. Tpeak (min)= 2.00 15.0000671> Unit Hyd. peak (cms)= .61 .0800672> *TOTALS*00673> PEAK FLOW (cms)= .07 .00 .075 (iii)00674> TIME TO PEAK (hrs)= 4.82 5.30 5.25000675> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400676> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000677> RUNOFF COEFFICIENT = .96 .40 .95200678> 00679> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00680> CN* = 80.0 Ia = Dep. Storage (Above)00681> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00682> THAN THE STORAGE COEFFICIENT.00683> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00684> 00685> --------------------------------------------------------------------------------00686> 001:0027------------------------------------------------------------------------00687> *#-----------------|-----------------------------------------------------------|00688> ---------------------00689> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00690> | IN>03:(0035 ) |00691> | OUT<04:(0040 ) | ========= OUTLFOW STORAGE TABLE =========00692> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00693> (cms) (ha.m.) | (cms) (ha.m.)00694> .000 .0000E+00 | .034 .8190E-0100695> .011 .2730E-01 | .045 .1060E+0000696> .022 .5460E-01 | .000 .0000E+0000697> 00698> ROUTING RESULTS AREA QPEAK TPEAK R.V.00699> -------------------- (ha) (cms) (hrs) (mm)00700> INFLOW >03: (0035 ) 1.09 .075 5.250 51.76400701> OUTFLOW<04: (0040 ) 1.09 .015 6.300 51.76400702> OVERFLOW<05: (0040OV) .00 .000 .000 .00000703> 00704> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000705> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000706> PERCENTAGE OF TIME OVERFLOWING (%)= .0000707> 00708> 00709> PEAK FLOW REDUCTION [Qout/Qin](%)= 19.99900710> TIME SHIFT OF PEAK FLOW (min)= 63.0000711> MAXIMUM STORAGE USED (ha.m.)=.3720E-0100712> 00713> --------------------------------------------------------------------------------00714> 001:0028------------------------------------------------------------------------00715> ------------------------00716> | ADD HYD (0511 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00717> ------------------------ (ha) (cms) (hrs) (mm) (cms)00718> ID1 02:0510 .23 .014 5.25 46.22 .000 00719> +ID2 04:0040 1.09 .015 6.30 51.76 .000 00720> ===========================================================00721> SUM 06:0511 1.32 .028 5.25 50.80 .000 00722> 00723> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00724> 00725> --------------------------------------------------------------------------------00726> 001:0029------------------------------------------------------------------------00727> ------------------------00728> | ADD HYD (0515 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00729> ------------------------ (ha) (cms) (hrs) (mm) (cms)00730> ID1 06:0511 1.32 .028 5.25 50.80 .000 00731> +ID2 09:0537 3.27 .175 5.25 47.31 .000 00732> ===========================================================00733> SUM 10:0515 4.59 .203 5.25 48.31 .000 00734> 00735> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00736> 00737> --------------------------------------------------------------------------------00738> 001:0030------------------------------------------------------------------------00739> ----------------------00740> | CALIB STANDHYD | Area (ha)= .0600741> | 01:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000742> ----------------------00743> IMPERVIOUS PERVIOUS (i)00744> Surface Area (ha)= .06 .0000745> Dep. Storage (mm)= 2.00 5.0000746> Average Slope (%)= 2.00 2.0000747> Length (m)= 30.00 30.0000748> Mannings n = .013 .25000749> 00750> Max.eff.Inten.(mm/hr)= 25.02 13.5900751> over (min) 2.00 15.0000752> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00753> Unit Hyd. Tpeak (min)= 2.00 15.0000754> Unit Hyd. peak (cms)= .61 .0800755> *TOTALS*00756> PEAK FLOW (cms)= .00 .00 .004 (iii)00757> TIME TO PEAK (hrs)= 4.82 5.30 5.25000758> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400759> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000760> RUNOFF COEFFICIENT = .96 .40 .95200761> 00762> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00763> CN* = 80.0 Ia = Dep. Storage (Above)00764> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00765> THAN THE STORAGE COEFFICIENT.00766> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00767> 00768> --------------------------------------------------------------------------------00769> 001:0031------------------------------------------------------------------------00770> *#-----------------|-----------------------------------------------------------|00771> ---------------------00772> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00773> | IN>01:(0503 ) |00774> | OUT<02:(0047 ) | ========= OUTLFOW STORAGE TABLE =========



00775> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00776> (cms) (ha.m.) | (cms) (ha.m.)00777> .000 .0000E+00 | .004 .4500E-0200778> .002 .1500E-02 | .006 .6000E-0200779> .003 .3000E-02 | .000 .0000E+0000780> 00781> ROUTING RESULTS AREA QPEAK TPEAK R.V.00782> -------------------- (ha) (cms) (hrs) (mm)00783> INFLOW >01: (0503 ) .06 .004 5.250 51.76400784> OUTFLOW<02: (0047 ) .06 .002 5.300 51.76300785> OVERFLOW<03: (0040OV) .00 .000 .000 .00000786> 00787> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000788> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000789> PERCENTAGE OF TIME OVERFLOWING (%)= .0000790> 00791> 00792> PEAK FLOW REDUCTION [Qout/Qin](%)= 47.71400793> TIME SHIFT OF PEAK FLOW (min)= 3.0000794> MAXIMUM STORAGE USED (ha.m.)=.1476E-0200795> 00796> --------------------------------------------------------------------------------00797> 001:0032------------------------------------------------------------------------00798> ----------------------00799> | CALIB STANDHYD | Area (ha)= .1100800> | 04:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000801> ----------------------00802> IMPERVIOUS PERVIOUS (i)00803> Surface Area (ha)= .11 .0000804> Dep. Storage (mm)= 2.00 5.0000805> Average Slope (%)= 2.00 2.0000806> Length (m)= 30.00 30.0000807> Mannings n = .013 .25000808> 00809> Max.eff.Inten.(mm/hr)= 25.02 13.5900810> over (min) 2.00 15.0000811> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00812> Unit Hyd. Tpeak (min)= 2.00 15.0000813> Unit Hyd. peak (cms)= .61 .0800814> *TOTALS*00815> PEAK FLOW (cms)= .01 .00 .008 (iii)00816> TIME TO PEAK (hrs)= 4.82 5.30 5.25000817> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400818> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000819> RUNOFF COEFFICIENT = .96 .40 .95200820> 00821> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00822> CN* = 80.0 Ia = Dep. Storage (Above)00823> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00824> THAN THE STORAGE COEFFICIENT.00825> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00826> 00827> --------------------------------------------------------------------------------00828> 001:0033------------------------------------------------------------------------00829> *#-----------------|-----------------------------------------------------------|00830> ---------------------00831> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00832> | IN>04:(0503 ) |00833> | OUT<05:(0517 ) | ========= OUTLFOW STORAGE TABLE =========00834> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00835> (cms) (ha.m.) | (cms) (ha.m.)00836> .000 .0000E+00 | .007 .8300E-0200837> .002 .2800E-02 | .009 .1100E-0100838> .004 .5500E-02 | .000 .0000E+0000839> 00840> ROUTING RESULTS AREA QPEAK TPEAK R.V.00841> -------------------- (ha) (cms) (hrs) (mm)00842> INFLOW >04: (0503 ) .11 .008 5.250 51.76400843> OUTFLOW<05: (0517 ) .11 .002 5.383 51.76300844> OVERFLOW<06: (0040OV) .00 .000 .000 .00000845> 00846> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000847> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000848> PERCENTAGE OF TIME OVERFLOWING (%)= .0000849> 00850> 00851> PEAK FLOW REDUCTION [Qout/Qin](%)= 30.41500852> TIME SHIFT OF PEAK FLOW (min)= 8.0000853> MAXIMUM STORAGE USED (ha.m.)=.3206E-0200854> 00855> --------------------------------------------------------------------------------00856> 001:0034------------------------------------------------------------------------00857> ------------------------00858> | ADD HYD (0520 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00859> ------------------------ (ha) (cms) (hrs) (mm) (cms)00860> ID1 05:0517 .11 .002 5.38 51.76 .000 00861> +ID2 02:0047 .06 .002 5.30 51.76 .000 00862> ===========================================================00863> SUM 07:0520 .17 .004 5.32 51.76 .000 00864> 00865> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00866> 00867> --------------------------------------------------------------------------------00868> 001:0035------------------------------------------------------------------------00869> ----------------------00870> | CALIB STANDHYD | Area (ha)= .1200871> | 01:0518 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000872> ----------------------00873> IMPERVIOUS PERVIOUS (i)00874> Surface Area (ha)= .12 .0000875> Dep. Storage (mm)= 2.00 5.0000876> Average Slope (%)= 2.00 2.0000877> Length (m)= 30.00 30.0000878> Mannings n = .013 .25000879> 00880> Max.eff.Inten.(mm/hr)= 25.02 13.5900881> over (min) 2.00 15.0000882> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00883> Unit Hyd. Tpeak (min)= 2.00 15.0000884> Unit Hyd. peak (cms)= .61 .0800885> *TOTALS*00886> PEAK FLOW (cms)= .01 .00 .008 (iii)00887> TIME TO PEAK (hrs)= 4.82 5.30 5.25000888> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400889> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000890> RUNOFF COEFFICIENT = .96 .40 .95200891> 00892> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00893> CN* = 80.0 Ia = Dep. Storage (Above)00894> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00895> THAN THE STORAGE COEFFICIENT.00896> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00897> 00898> --------------------------------------------------------------------------------00899> 001:0036------------------------------------------------------------------------00900> *#-----------------|-----------------------------------------------------------|00901> ---------------------00902> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00903> | IN>01:(0518 ) |

00904> | OUT<02:(0519 ) | ========= OUTLFOW STORAGE TABLE =========00905> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00906> (cms) (ha.m.) | (cms) (ha.m.)00907> .000 .0000E+00 | .007 .9000E-0200908> .002 .3000E-02 | .009 .1200E-0100909> .004 .6000E-02 | .000 .0000E+0000910> 00911> ROUTING RESULTS AREA QPEAK TPEAK R.V.00912> -------------------- (ha) (cms) (hrs) (mm)00913> INFLOW >01: (0518 ) .12 .008 5.250 51.76400914> OUTFLOW<02: (0519 ) .12 .002 5.550 51.76300915> OVERFLOW<03: (0040OV) .00 .000 .000 .00000916> 00917> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000918> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000919> PERCENTAGE OF TIME OVERFLOWING (%)= .0000920> 00921> 00922> PEAK FLOW REDUCTION [Qout/Qin](%)= 28.68800923> TIME SHIFT OF PEAK FLOW (min)= 18.0000924> MAXIMUM STORAGE USED (ha.m.)=.3551E-0200925> 00926> --------------------------------------------------------------------------------00927> 001:0037------------------------------------------------------------------------00928> ----------------------00929> | CALIB STANDHYD | Area (ha)= .9300930> | 04:0032 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000931> ----------------------00932> IMPERVIOUS PERVIOUS (i)00933> Surface Area (ha)= .74 .1900934> Dep. Storage (mm)= 2.00 5.0000935> Average Slope (%)= 2.00 2.0000936> Length (m)= 30.00 30.0000937> Mannings n = .013 .25000938> 00939> Max.eff.Inten.(mm/hr)= 25.02 13.5900940> over (min) 2.00 15.0000941> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00942> Unit Hyd. Tpeak (min)= 2.00 15.0000943> Unit Hyd. peak (cms)= .61 .0800944> *TOTALS*00945> PEAK FLOW (cms)= .05 .01 .058 (iii)00946> TIME TO PEAK (hrs)= 4.82 5.30 5.25000947> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400948> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000949> RUNOFF COEFFICIENT = .96 .40 .85000950> 00951> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00952> CN* = 80.0 Ia = Dep. Storage (Above)00953> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00954> THAN THE STORAGE COEFFICIENT.00955> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00956> 00957> --------------------------------------------------------------------------------00958> 001:0038------------------------------------------------------------------------00959> *#-----------------|-----------------------------------------------------------|00960> ------------------------00961> | ADD HYD (0521 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00962> ------------------------ (ha) (cms) (hrs) (mm) (cms)00963> ID1 04:0032 .93 .058 5.25 46.22 .000 00964> +ID2 02:0519 .12 .002 5.55 51.76 .000 00965> ===========================================================00966> SUM 05:0521 1.05 .060 5.25 46.86 .000 00967> 00968> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00969> 00970> --------------------------------------------------------------------------------00971> 001:0039------------------------------------------------------------------------00972> ------------------------00973> | ADD HYD (0060 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00974> ------------------------ (ha) (cms) (hrs) (mm) (cms)00975> ID1 07:0520 .17 .004 5.32 51.76 .000 00976> +ID2 05:0521 1.05 .060 5.25 46.86 .000 00977> ===========================================================00978> SUM 08:0060 1.22 .064 5.25 47.54 .000 00979> 00980> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00981> 00982> --------------------------------------------------------------------------------00983> 001:0040------------------------------------------------------------------------00984> ---------------------00985> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00986> | IN>08:(0060 ) |00987> | OUT<09:(0504 ) | ========= OUTLFOW STORAGE TABLE =========00988> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00989> (cms) (ha.m.) | (cms) (ha.m.)00990> .000 .0000E+00 | .118 .1730E-0100991> .111 .6400E-02 | .121 .4250E-0100992> .114 .7700E-02 | .000 .0000E+0000993> 00994> ROUTING RESULTS AREA QPEAK TPEAK R.V.00995> -------------------- (ha) (cms) (hrs) (mm)00996> INFLOW >08: (0060 ) 1.22 .064 5.250 47.54100997> OUTFLOW<09: (0504 ) 1.22 .063 5.250 47.54100998> OVERFLOW<06: (0040OV) .00 .000 .000 .00000999> 01000> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001001> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001002> PERCENTAGE OF TIME OVERFLOWING (%)= .0001003> 01004> 01005> PEAK FLOW REDUCTION [Qout/Qin](%)= 97.70601006> TIME SHIFT OF PEAK FLOW (min)= .0001007> MAXIMUM STORAGE USED (ha.m.)=.3622E-0201008> 01009> --------------------------------------------------------------------------------01010> 001:0041------------------------------------------------------------------------01011> ----------------------01012> | CALIB STANDHYD | Area (ha)= 3.0001013> | 01:0508 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001014> ----------------------01015> IMPERVIOUS PERVIOUS (i)01016> Surface Area (ha)= 2.25 .7501017> Dep. Storage (mm)= 2.00 5.0001018> Average Slope (%)= 2.00 2.0001019> Length (m)= 30.00 30.0001020> Mannings n = .013 .25001021> 01022> Max.eff.Inten.(mm/hr)= 25.02 13.5901023> over (min) 2.00 15.0001024> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01025> Unit Hyd. Tpeak (min)= 2.00 15.0001026> Unit Hyd. peak (cms)= .61 .0801027> *TOTALS*01028> PEAK FLOW (cms)= .16 .02 .181 (iii)01029> TIME TO PEAK (hrs)= 4.82 5.30 5.25001030> RUNOFF VOLUME (mm)= 52.38 21.60 44.68501031> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001032> RUNOFF COEFFICIENT = .96 .40 .822



01033> 01034> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01035> CN* = 80.0 Ia = Dep. Storage (Above)01036> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01037> THAN THE STORAGE COEFFICIENT.01038> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01039> 01040> --------------------------------------------------------------------------------01041> 001:0042------------------------------------------------------------------------01042> *#-----------------|-----------------------------------------------------------|01043> ------------------------01044> | ADD HYD (0509 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01045> ------------------------ (ha) (cms) (hrs) (mm) (cms)01046> ID1 09:0504 1.22 .063 5.25 47.54 .000 01047> +ID2 01:0508 3.00 .181 5.25 44.69 .000 01048> ===========================================================01049> SUM 02:0509 4.22 .243 5.25 45.51 .000 01050> 01051> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01052> 01053> --------------------------------------------------------------------------------01054> 001:0043------------------------------------------------------------------------01055> ----------------------01056> | CALIB STANDHYD | Area (ha)= 3.1601057> | 03:0502 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001058> ----------------------01059> IMPERVIOUS PERVIOUS (i)01060> Surface Area (ha)= 2.53 .6301061> Dep. Storage (mm)= 2.00 5.0001062> Average Slope (%)= 2.00 2.0001063> Length (m)= 30.00 30.0001064> Mannings n = .013 .25001065> 01066> Max.eff.Inten.(mm/hr)= 25.02 13.5901067> over (min) 2.00 15.0001068> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01069> Unit Hyd. Tpeak (min)= 2.00 15.0001070> Unit Hyd. peak (cms)= .61 .0801071> *TOTALS*01072> PEAK FLOW (cms)= .18 .02 .196 (iii)01073> TIME TO PEAK (hrs)= 4.82 5.30 5.25001074> RUNOFF VOLUME (mm)= 52.38 21.60 46.22401075> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001076> RUNOFF COEFFICIENT = .96 .40 .85001077> 01078> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01079> CN* = 80.0 Ia = Dep. Storage (Above)01080> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01081> THAN THE STORAGE COEFFICIENT.01082> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01083> 01084> --------------------------------------------------------------------------------01085> 001:0044------------------------------------------------------------------------01086> *#-----------------|-----------------------------------------------------------|01087> ---------------------01088> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01089> | IN>03:(0502 ) |01090> | OUT<04:(0019 ) | ========= OUTLFOW STORAGE TABLE =========01091> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01092> (cms) (ha.m.) | (cms) (ha.m.)01093> .000 .0000E+00 | .313 .5900E-0101094> .298 .1000E-01 | .321 .1735E+0001095> .306 .1590E-01 | .000 .0000E+0001096> 01097> ROUTING RESULTS AREA QPEAK TPEAK R.V.01098> -------------------- (ha) (cms) (hrs) (mm)01099> INFLOW >03: (0502 ) 3.16 .196 5.250 46.22401100> OUTFLOW<04: (0019 ) 3.16 .195 5.250 46.22401101> OVERFLOW<05: (0040OV) .00 .000 .000 .00001102> 01103> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001104> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001105> PERCENTAGE OF TIME OVERFLOWING (%)= .0001106> 01107> 01108> PEAK FLOW REDUCTION [Qout/Qin](%)= 99.29301109> TIME SHIFT OF PEAK FLOW (min)= .0001110> MAXIMUM STORAGE USED (ha.m.)=.6538E-0201111> 01112> --------------------------------------------------------------------------------01113> 001:0045------------------------------------------------------------------------01114> ------------------------01115> | ADD HYD (0061 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01116> ------------------------ (ha) (cms) (hrs) (mm) (cms)01117> ID1 02:0509 4.22 .243 5.25 45.51 .000 01118> +ID2 04:0019 3.16 .195 5.25 46.22 .000 01119> ===========================================================01120> SUM 06:0061 7.38 .438 5.25 45.82 .000 01121> 01122> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01123> 01124> --------------------------------------------------------------------------------01125> 001:0046------------------------------------------------------------------------01126> ----------------------01127> | CALIB STANDHYD | Area (ha)= 2.0001128> | 07:0002 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001129> ----------------------01130> IMPERVIOUS PERVIOUS (i)01131> Surface Area (ha)= 1.60 .4001132> Dep. Storage (mm)= 2.00 5.0001133> Average Slope (%)= 2.00 2.0001134> Length (m)= 30.00 30.0001135> Mannings n = .013 .25001136> 01137> Max.eff.Inten.(mm/hr)= 25.02 13.5901138> over (min) 2.00 15.0001139> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01140> Unit Hyd. Tpeak (min)= 2.00 15.0001141> Unit Hyd. peak (cms)= .61 .0801142> *TOTALS*01143> PEAK FLOW (cms)= .11 .01 .124 (iii)01144> TIME TO PEAK (hrs)= 4.82 5.30 5.25001145> RUNOFF VOLUME (mm)= 52.38 21.60 46.22401146> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001147> RUNOFF COEFFICIENT = .96 .40 .85001148> 01149> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01150> CN* = 80.0 Ia = Dep. Storage (Above)01151> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01152> THAN THE STORAGE COEFFICIENT.01153> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01154> 01155> --------------------------------------------------------------------------------01156> 001:0047------------------------------------------------------------------------01157> *#-----------------|-----------------------------------------------------------|01158> ------------------------01159> | ADD HYD (0052 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01160> ------------------------ (ha) (cms) (hrs) (mm) (cms)01161> ID1 06:0061 7.38 .438 5.25 45.82 .000

01162> +ID2 07:0002 2.00 .124 5.25 46.22 .000 01163> ===========================================================01164> SUM 08:0052 9.38 .562 5.25 45.90 .000 01165> 01166> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01167> 01168> --------------------------------------------------------------------------------01169> 001:0048------------------------------------------------------------------------01170> ------------------------01171> | ADD HYD (0057 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01172> ------------------------ (ha) (cms) (hrs) (mm) (cms)01173> ID1 08:0052 9.38 .562 5.25 45.90 .000 01174> +ID2 10:0515 4.59 .203 5.25 48.31 .000 01175> ===========================================================01176> SUM 09:0057 13.97 .765 5.25 46.69 .000 01177> 01178> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01179> 01180> --------------------------------------------------------------------------------01181> 001:0049------------------------------------------------------------------------01182> ----------------------01183> | CALIB STANDHYD | Area (ha)= .5401184> | 01:0540 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001185> ----------------------01186> IMPERVIOUS PERVIOUS (i)01187> Surface Area (ha)= .41 .1401188> Dep. Storage (mm)= 2.00 5.0001189> Average Slope (%)= 2.00 2.0001190> Length (m)= 30.00 30.0001191> Mannings n = .013 .25001192> 01193> Max.eff.Inten.(mm/hr)= 25.02 13.5901194> over (min) 2.00 15.0001195> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01196> Unit Hyd. Tpeak (min)= 2.00 15.0001197> Unit Hyd. peak (cms)= .61 .0801198> *TOTALS*01199> PEAK FLOW (cms)= .03 .00 .033 (iii)01200> TIME TO PEAK (hrs)= 4.82 5.30 5.25001201> RUNOFF VOLUME (mm)= 52.38 21.60 44.68501202> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001203> RUNOFF COEFFICIENT = .96 .40 .82201204> 01205> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01206> CN* = 80.0 Ia = Dep. Storage (Above)01207> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01208> THAN THE STORAGE COEFFICIENT.01209> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01210> 01211> --------------------------------------------------------------------------------01212> 001:0050------------------------------------------------------------------------01213> *#-----------------|-----------------------------------------------------------|01214> ------------------------01215> | ADD HYD (0541 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01216> ------------------------ (ha) (cms) (hrs) (mm) (cms)01217> ID1 01:0540 .54 .033 5.25 44.69 .000 01218> +ID2 09:0057 13.97 .765 5.25 46.69 .000 01219> ===========================================================01220> SUM 02:0541 14.51 .798 5.25 46.62 .000 01221> 01222> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01223> 01224> --------------------------------------------------------------------------------01225> 001:0051------------------------------------------------------------------------01226> ----------------------01227> | CALIB STANDHYD | Area (ha)= .7401228> | 03:0513 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0001229> ----------------------01230> IMPERVIOUS PERVIOUS (i)01231> Surface Area (ha)= .73 .0101232> Dep. Storage (mm)= 2.00 5.0001233> Average Slope (%)= 2.00 2.0001234> Length (m)= 30.00 30.0001235> Mannings n = .013 .25001236> 01237> Max.eff.Inten.(mm/hr)= 25.02 13.5901238> over (min) 2.00 15.0001239> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01240> Unit Hyd. Tpeak (min)= 2.00 15.0001241> Unit Hyd. peak (cms)= .61 .0801242> *TOTALS*01243> PEAK FLOW (cms)= .05 .00 .051 (iii)01244> TIME TO PEAK (hrs)= 4.82 5.30 5.25001245> RUNOFF VOLUME (mm)= 52.38 21.60 51.76401246> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001247> RUNOFF COEFFICIENT = .96 .40 .95201248> 01249> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01250> CN* = 80.0 Ia = Dep. Storage (Above)01251> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01252> THAN THE STORAGE COEFFICIENT.01253> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01254> 01255> --------------------------------------------------------------------------------01256> 001:0052------------------------------------------------------------------------01257> *#-----------------|-----------------------------------------------------------|01258> ------------------------01259> | ADD HYD (0514 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01260> ------------------------ (ha) (cms) (hrs) (mm) (cms)01261> ID1 02:0541 14.51 .798 5.25 46.62 .000 01262> +ID2 03:0513 .74 .051 5.25 51.76 .000 01263> ===========================================================01264> SUM 04:0514 15.25 .849 5.25 46.87 .000 01265> 01266> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01267> 01268> --------------------------------------------------------------------------------01269> 001:0053------------------------------------------------------------------------01270> ---------------------01271> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01272> | IN>04:(0514 ) |01273> | OUT<05:(0041 ) | ========= OUTLFOW STORAGE TABLE =========01274> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01275> (cms) (ha.m.) | (cms) (ha.m.)01276> .000 .0000E+00 | .010 .3672E+0001277> .004 .4160E-01 | .011 .4326E+0001278> .005 .8730E-01 | .012 .4995E+0001279> .007 .1332E+00 | .244 .5699E+0001280> .008 .1919E+00 | .667 .6440E+0001281> .009 .2478E+00 | 1.212 .6909E+0001282> .009 .3065E+00 | .000 .0000E+0001283> 01284> ROUTING RESULTS AREA QPEAK TPEAK R.V.01285> -------------------- (ha) (cms) (hrs) (mm)01286> INFLOW >04: (0514 ) 15.25 .849 5.250 46.86901287> OUTFLOW<05: (0041 ) 15.25 .130 7.333 46.86601288> OVERFLOW<06: (0040OV) .00 .000 .000 .00001289> 01290> TOTAL NUMBER OF SIMULATED OVERFLOWS = 0



01291> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001292> PERCENTAGE OF TIME OVERFLOWING (%)= .0001293> 01294> 01295> PEAK FLOW REDUCTION [Qout/Qin](%)= 15.36001296> TIME SHIFT OF PEAK FLOW (min)= 125.0001297> MAXIMUM STORAGE USED (ha.m.)=.5354E+0001298> 01299> --------------------------------------------------------------------------------01300> 001:0054------------------------------------------------------------------------01301> FINISH01302> --------------------------------------------------------------------------------01303> ********************************************************************************01304> WARNINGS / ERRORS / NOTES01305> -------------------------01306> Simulation ended on 2017-10-27 at 16:22:0301307> ================================================================================01308> 01309> 01310>

SWMHYMO Output File




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 4.0500006> S W W M M H H Y M M O O 9999 9999 Sept 201100007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 373701600009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> *******************************************************************************00012> ***************************** SWMHYMO Ver/4.05 ******************************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) 836-3884 *********00019> ********* Gatineau, Quebec: (819) 243-6858 *********00020> ********* E-Mail: [email protected] *********00021> *******************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++++ Licensed user: C.F. Crozier & Associates Inc. +++++++++00025> +++++++++ Collingwood SERIAL#:3737016 +++++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> *******************************************************************************00029> ********* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *********00030> ********* Maximum value for ID numbers : 10 *********00031> ********* Max. number of rainfall points: 105408 *********00032> ********* Max. number of flow points : 105408 *********00033> *******************************************************************************00034> 00035> 00036> ********************** D E T A I L E D O U T P U T **********************00037> *******************************************************************************00038> * DATE: 2017-10-27 TIME: 16:25:15 RUN COUNTER: 000054 *00039> *******************************************************************************00040> * Input filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE2.dat *00041> * Output filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE2.out *00042> * Summary filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE2.sum *00043> * User comments: *00044> * 1:__________________________________________________________________________*00045> * 2:__________________________________________________________________________*00046> * 3:__________________________________________________________________________*00047> *******************************************************************************00048> 00049> --------------------------------------------------------------------------------00050> 001:0001------------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [130 Thompson] Project Number: [1250-4442] 00053> *# Date : 10-10-2017 00054> *# Modeller : [BS] 00055> *# Company : C.F. CROZIER & ASSOCIATES INC. 00056> *# License # : 3737016 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\ 00060> -------------------- Rainfall dir.: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\ 00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> --------------------------------------------------------------------------------00066> 001:0002------------------------------------------------------------------------00067> *#-----------------|-----------------------------------------------------------|00068> *#-----------------| PRE-DEVELOPMENT CONDITIONS -------------------------------|00069> *#-----------------|-----------------------------------------------------------|00070> *#-----------------|-----------------------------------------------------------|00071> *#-----------------| 25-YEAR/12 Hour Storm ------------------------------------|00072> *#-----------------|-----------------------------------------------------------|00073> --------------------00074> | READ STORM | Filename: 25 yr 12 hr 00075> | Ptotal= 73.10 mm| Comments: 25 yr 12 hr 00076> --------------------00077> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00078> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00079> .25 .000 | 3.50 4.390 | 6.75 5.120 | 10.00 .73000080> .50 .730 | 3.75 12.430 | 7.00 5.120 | 10.25 .73000081> .75 .730 | 4.00 12.430 | 7.25 5.120 | 10.50 .73000082> 1.00 .730 | 4.25 12.430 | 7.50 5.120 | 10.75 .73000083> 1.25 .730 | 4.50 12.430 | 7.75 2.920 | 11.00 .73000084> 1.50 .730 | 4.75 33.630 | 8.00 2.920 | 11.25 .73000085> 1.75 .730 | 5.00 33.630 | 8.25 2.920 | 11.50 .73000086> 2.00 .730 | 5.25 33.630 | 8.50 2.920 | 11.75 .73000087> 2.25 .730 | 5.50 33.630 | 8.75 1.460 | 12.00 .73000088> 2.50 .730 | 5.75 9.500 | 9.00 1.460 | 12.25 .73000089> 2.75 4.390 | 6.00 9.500 | 9.25 1.460 |00090> 3.00 4.390 | 6.25 9.500 | 9.50 1.460 |00091> 3.25 4.390 | 6.50 9.500 | 9.75 .730 |00092> 00093> --------------------------------------------------------------------------------00094> 001:0003------------------------------------------------------------------------00095> ----------------------00096> | CALIB STANDHYD | Area (ha)= .0500097> | 05:0525 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000098> ----------------------00099> IMPERVIOUS PERVIOUS (i)00100> Surface Area (ha)= .05 .0000101> Dep. Storage (mm)= 2.00 5.0000102> Average Slope (%)= 2.00 2.0000103> Length (m)= 30.00 30.0000104> Mannings n = .013 .25000105> 00106> Max.eff.Inten.(mm/hr)= 33.63 21.8200107> over (min) 2.00 12.0000108> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00109> Unit Hyd. Tpeak (min)= 2.00 12.0000110> Unit Hyd. peak (cms)= .65 .0900111> *TOTALS*00112> PEAK FLOW (cms)= .00 .00 .005 (iii)00113> TIME TO PEAK (hrs)= 4.80 5.53 5.50000114> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300115> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000116> RUNOFF COEFFICIENT = .97 .48 .96300117> 00118> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00119> CN* = 80.0 Ia = Dep. Storage (Above)00120> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00121> THAN THE STORAGE COEFFICIENT.00122> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00123> 00124> --------------------------------------------------------------------------------00125> 001:0004------------------------------------------------------------------------00126> *#-----------------|-----------------------------------------------------------|00127> ---------------------00128> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00129> | IN>05:(0525 ) |

00130> | OUT<06:(0530 ) | ========= OUTLFOW STORAGE TABLE =========00131> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00132> (cms) (ha.m.) | (cms) (ha.m.)00133> .000 .0000E+00 | .004 .3800E-0200134> .002 .1300E-02 | .006 .5000E-0200135> .003 .2500E-02 | .000 .0000E+0000136> 00137> ROUTING RESULTS AREA QPEAK TPEAK R.V.00138> -------------------- (ha) (cms) (hrs) (mm)00139> INFLOW >05: (0525 ) .05 .005 5.500 70.38300140> OUTFLOW<06: (0530 ) .05 .002 5.550 70.38100141> OVERFLOW<07: (0040OV) .00 .000 .000 .00000142> 00143> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000144> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000145> PERCENTAGE OF TIME OVERFLOWING (%)= .0000146> 00147> 00148> PEAK FLOW REDUCTION [Qout/Qin](%)= 48.52900149> TIME SHIFT OF PEAK FLOW (min)= 3.0000150> MAXIMUM STORAGE USED (ha.m.)=.1599E-0200151> 00152> --------------------------------------------------------------------------------00153> 001:0005------------------------------------------------------------------------00154> ----------------------00155> | CALIB STANDHYD | Area (ha)= .0300156> | 08:0524 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000157> ----------------------00158> IMPERVIOUS PERVIOUS (i)00159> Surface Area (ha)= .03 .0000160> Dep. Storage (mm)= 2.00 5.0000161> Average Slope (%)= 2.00 2.0000162> Length (m)= 30.00 30.0000163> Mannings n = .013 .25000164> 00165> Max.eff.Inten.(mm/hr)= 33.63 21.8200166> over (min) 2.00 12.0000167> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00168> Unit Hyd. Tpeak (min)= 2.00 12.0000169> Unit Hyd. peak (cms)= .65 .0900170> *TOTALS*00171> PEAK FLOW (cms)= .00 .00 .003 (iii)00172> TIME TO PEAK (hrs)= 4.78 5.53 5.50000173> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300174> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000175> RUNOFF COEFFICIENT = .97 .48 .96300176> 00177> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00178> CN* = 80.0 Ia = Dep. Storage (Above)00179> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00180> THAN THE STORAGE COEFFICIENT.00181> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00182> 00183> --------------------------------------------------------------------------------00184> 001:0006------------------------------------------------------------------------00185> *#-----------------|-----------------------------------------------------------|00186> ---------------------00187> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00188> | IN>08:(0524 ) |00189> | OUT<09:(0529 ) | ========= OUTLFOW STORAGE TABLE =========00190> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00191> (cms) (ha.m.) | (cms) (ha.m.)00192> .000 .0000E+00 | .004 .2200E-0200193> .002 .8000E-03 | .006 .3000E-0200194> .003 .1500E-02 | .000 .0000E+0000195> 00196> ROUTING RESULTS AREA QPEAK TPEAK R.V.00197> -------------------- (ha) (cms) (hrs) (mm)00198> INFLOW >08: (0524 ) .03 .003 5.500 70.38300199> OUTFLOW<09: (0529 ) .03 .002 5.533 70.38100200> OVERFLOW<07: (0040OV) .00 .000 .000 .00000201> 00202> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000203> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000204> PERCENTAGE OF TIME OVERFLOWING (%)= .0000205> 00206> 00207> PEAK FLOW REDUCTION [Qout/Qin](%)= 59.80700208> TIME SHIFT OF PEAK FLOW (min)= 2.0000209> MAXIMUM STORAGE USED (ha.m.)=.8759E-0300210> 00211> --------------------------------------------------------------------------------00212> 001:0007------------------------------------------------------------------------00213> ------------------------00214> | ADD HYD (0533 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00215> ------------------------ (ha) (cms) (hrs) (mm) (cms)00216> ID1 09:0529 .03 .002 5.53 70.38 .000 00217> +ID2 06:0530 .05 .002 5.55 70.38 .000 00218> ===========================================================00219> SUM 10:0533 .08 .004 5.53 70.38 .000 00220> 00221> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00222> 00223> --------------------------------------------------------------------------------00224> 001:0008------------------------------------------------------------------------00225> ----------------------00226> | CALIB STANDHYD | Area (ha)= .0500227> | 01:0522 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000228> ----------------------00229> IMPERVIOUS PERVIOUS (i)00230> Surface Area (ha)= .05 .0000231> Dep. Storage (mm)= 2.00 5.0000232> Average Slope (%)= 2.00 2.0000233> Length (m)= 30.00 30.0000234> Mannings n = .013 .25000235> 00236> Max.eff.Inten.(mm/hr)= 33.63 21.8200237> over (min) 2.00 12.0000238> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00239> Unit Hyd. Tpeak (min)= 2.00 12.0000240> Unit Hyd. peak (cms)= .65 .0900241> *TOTALS*00242> PEAK FLOW (cms)= .00 .00 .005 (iii)00243> TIME TO PEAK (hrs)= 4.80 5.53 5.50000244> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300245> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000246> RUNOFF COEFFICIENT = .97 .48 .96300247> 00248> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00249> CN* = 80.0 Ia = Dep. Storage (Above)00250> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00251> THAN THE STORAGE COEFFICIENT.00252> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00253> 00254> --------------------------------------------------------------------------------00255> 001:0009------------------------------------------------------------------------00256> *#-----------------|-----------------------------------------------------------|00257> ---------------------00258> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.



00259> | IN>01:(0522 ) |00260> | OUT<02:(0527 ) | ========= OUTLFOW STORAGE TABLE =========00261> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00262> (cms) (ha.m.) | (cms) (ha.m.)00263> .000 .0000E+00 | .004 .3700E-0200264> .002 .1200E-02 | .006 .5000E-0200265> .003 .2500E-02 | .000 .0000E+0000266> 00267> ROUTING RESULTS AREA QPEAK TPEAK R.V.00268> -------------------- (ha) (cms) (hrs) (mm)00269> INFLOW >01: (0522 ) .05 .005 5.500 70.38300270> OUTFLOW<02: (0527 ) .05 .002 5.550 70.38100271> OVERFLOW<03: (0040OV) .00 .000 .000 .00000272> 00273> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000274> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000275> PERCENTAGE OF TIME OVERFLOWING (%)= .0000276> 00277> 00278> PEAK FLOW REDUCTION [Qout/Qin](%)= 45.10600279> TIME SHIFT OF PEAK FLOW (min)= 3.0000280> MAXIMUM STORAGE USED (ha.m.)=.1711E-0200281> 00282> --------------------------------------------------------------------------------00283> 001:0010------------------------------------------------------------------------00284> ----------------------00285> | CALIB STANDHYD | Area (ha)= .1600286> | 04:0523 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000287> ----------------------00288> IMPERVIOUS PERVIOUS (i)00289> Surface Area (ha)= .16 .0000290> Dep. Storage (mm)= 2.00 5.0000291> Average Slope (%)= 2.00 2.0000292> Length (m)= 30.00 30.0000293> Mannings n = .013 .25000294> 00295> Max.eff.Inten.(mm/hr)= 33.63 21.8200296> over (min) 2.00 12.0000297> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00298> Unit Hyd. Tpeak (min)= 2.00 12.0000299> Unit Hyd. peak (cms)= .65 .0900300> *TOTALS*00301> PEAK FLOW (cms)= .01 .00 .015 (iii)00302> TIME TO PEAK (hrs)= 4.83 5.53 5.50000303> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300304> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000305> RUNOFF COEFFICIENT = .97 .48 .96300306> 00307> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00308> CN* = 80.0 Ia = Dep. Storage (Above)00309> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00310> THAN THE STORAGE COEFFICIENT.00311> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00312> 00313> --------------------------------------------------------------------------------00314> 001:0011------------------------------------------------------------------------00315> *#-----------------|-----------------------------------------------------------|00316> ---------------------00317> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00318> | IN>04:(0523 ) |00319> | OUT<05:(0528 ) | ========= OUTLFOW STORAGE TABLE =========00320> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00321> (cms) (ha.m.) | (cms) (ha.m.)00322> .000 .0000E+00 | .009 .1200E-0100323> .003 .4000E-02 | .012 .1600E-0100324> .006 .8000E-02 | .000 .0000E+0000325> 00326> ROUTING RESULTS AREA QPEAK TPEAK R.V.00327> -------------------- (ha) (cms) (hrs) (mm)00328> INFLOW >04: (0523 ) .16 .015 5.500 70.38300329> OUTFLOW<05: (0528 ) .16 .005 5.600 70.38200330> OVERFLOW<06: (0040OV) .00 .000 .000 .00000331> 00332> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000333> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000334> PERCENTAGE OF TIME OVERFLOWING (%)= .0000335> 00336> 00337> PEAK FLOW REDUCTION [Qout/Qin](%)= 31.77100338> TIME SHIFT OF PEAK FLOW (min)= 6.0000339> MAXIMUM STORAGE USED (ha.m.)=.6280E-0200340> 00341> --------------------------------------------------------------------------------00342> 001:0012------------------------------------------------------------------------00343> ------------------------00344> | ADD HYD (0532 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00345> ------------------------ (ha) (cms) (hrs) (mm) (cms)00346> ID1 02:0527 .05 .002 5.55 70.38 .000 00347> +ID2 05:0528 .16 .005 5.60 70.38 .000 00348> ===========================================================00349> SUM 07:0532 .21 .007 5.57 70.38 .000 00350> 00351> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00352> 00353> --------------------------------------------------------------------------------00354> 001:0013------------------------------------------------------------------------00355> ------------------------00356> | ADD HYD (0534 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00357> ------------------------ (ha) (cms) (hrs) (mm) (cms)00358> ID1 07:0532 .21 .007 5.57 70.38 .000 00359> +ID2 10:0533 .08 .004 5.53 70.38 .000 00360> ===========================================================00361> SUM 08:0534 .29 .011 5.55 70.38 .000 00362> 00363> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00364> 00365> --------------------------------------------------------------------------------00366> 001:0014------------------------------------------------------------------------00367> ----------------------00368> | CALIB STANDHYD | Area (ha)= .2100369> | 02:0526 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000370> ----------------------00371> IMPERVIOUS PERVIOUS (i)00372> Surface Area (ha)= .21 .0000373> Dep. Storage (mm)= 2.00 5.0000374> Average Slope (%)= 2.00 2.0000375> Length (m)= 30.00 30.0000376> Mannings n = .013 .25000377> 00378> Max.eff.Inten.(mm/hr)= 33.63 21.8200379> over (min) 2.00 12.0000380> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00381> Unit Hyd. Tpeak (min)= 2.00 12.0000382> Unit Hyd. peak (cms)= .65 .0900383> *TOTALS*00384> PEAK FLOW (cms)= .02 .00 .019 (iii)00385> TIME TO PEAK (hrs)= 4.83 5.53 5.50000386> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300387> TOTAL RAINFALL (mm)= 73.10 73.10 73.100

00388> RUNOFF COEFFICIENT = .97 .48 .96300389> 00390> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00391> CN* = 80.0 Ia = Dep. Storage (Above)00392> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00393> THAN THE STORAGE COEFFICIENT.00394> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00395> 00396> --------------------------------------------------------------------------------00397> 001:0015------------------------------------------------------------------------00398> *#-----------------|-----------------------------------------------------------|00399> ---------------------00400> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00401> | IN>02:(0526 ) |00402> | OUT<03:(0531 ) | ========= OUTLFOW STORAGE TABLE =========00403> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00404> (cms) (ha.m.) | (cms) (ha.m.)00405> .000 .0000E+00 | .009 .1580E-0100406> .003 .5300E-02 | .012 .2100E-0100407> .006 .1050E-01 | .000 .0000E+0000408> 00409> ROUTING RESULTS AREA QPEAK TPEAK R.V.00410> -------------------- (ha) (cms) (hrs) (mm)00411> INFLOW >02: (0526 ) .21 .019 5.500 70.38300412> OUTFLOW<03: (0531 ) .21 .005 6.517 70.38200413> OVERFLOW<04: (0040OV) .00 .000 .000 .00000414> 00415> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000416> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000417> PERCENTAGE OF TIME OVERFLOWING (%)= .0000418> 00419> 00420> PEAK FLOW REDUCTION [Qout/Qin](%)= 26.06200421> TIME SHIFT OF PEAK FLOW (min)= 61.0000422> MAXIMUM STORAGE USED (ha.m.)=.8890E-0200423> 00424> --------------------------------------------------------------------------------00425> 001:0016------------------------------------------------------------------------00426> ------------------------00427> | ADD HYD (0535 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00428> ------------------------ (ha) (cms) (hrs) (mm) (cms)00429> ID1 08:0534 .29 .011 5.55 70.38 .000 00430> +ID2 03:0531 .21 .005 6.52 70.38 .000 00431> ===========================================================00432> SUM 09:0535 .50 .016 5.57 70.38 .000 00433> 00434> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00435> 00436> --------------------------------------------------------------------------------00437> 001:0017------------------------------------------------------------------------00438> ----------------------00439> | CALIB STANDHYD | Area (ha)= .1400440> | 01:0505 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000441> ----------------------00442> IMPERVIOUS PERVIOUS (i)00443> Surface Area (ha)= .14 .0000444> Dep. Storage (mm)= 2.00 5.0000445> Average Slope (%)= 2.00 2.0000446> Length (m)= 30.00 30.0000447> Mannings n = .013 .25000448> 00449> Max.eff.Inten.(mm/hr)= 33.63 21.8200450> over (min) 2.00 12.0000451> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00452> Unit Hyd. Tpeak (min)= 2.00 12.0000453> Unit Hyd. peak (cms)= .65 .0900454> *TOTALS*00455> PEAK FLOW (cms)= .01 .00 .013 (iii)00456> TIME TO PEAK (hrs)= 4.83 5.53 5.50000457> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300458> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000459> RUNOFF COEFFICIENT = .97 .48 .96300460> 00461> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00462> CN* = 80.0 Ia = Dep. Storage (Above)00463> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00464> THAN THE STORAGE COEFFICIENT.00465> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00466> 00467> --------------------------------------------------------------------------------00468> 001:0018------------------------------------------------------------------------00469> *#-----------------|-----------------------------------------------------------|00470> ---------------------00471> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00472> | IN>01:(0505 ) |00473> | OUT<02:(0506 ) | ========= OUTLFOW STORAGE TABLE =========00474> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00475> (cms) (ha.m.) | (cms) (ha.m.)00476> .000 .0000E+00 | .007 .1050E-0100477> .002 .3500E-02 | .009 .1400E-0100478> .004 .7000E-02 | .000 .0000E+0000479> 00480> ROUTING RESULTS AREA QPEAK TPEAK R.V.00481> -------------------- (ha) (cms) (hrs) (mm)00482> INFLOW >01: (0505 ) .14 .013 5.500 70.38300483> OUTFLOW<02: (0506 ) .14 .003 6.517 70.38100484> OVERFLOW<03: (0040OV) .00 .000 .000 .00000485> 00486> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000487> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000488> PERCENTAGE OF TIME OVERFLOWING (%)= .0000489> 00490> 00491> PEAK FLOW REDUCTION [Qout/Qin](%)= 26.07600492> TIME SHIFT OF PEAK FLOW (min)= 61.0000493> MAXIMUM STORAGE USED (ha.m.)=.5919E-0200494> 00495> --------------------------------------------------------------------------------00496> 001:0019------------------------------------------------------------------------00497> ------------------------00498> | ADD HYD (0059 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00499> ------------------------ (ha) (cms) (hrs) (mm) (cms)00500> ID1 09:0535 .50 .016 5.57 70.38 .000 00501> +ID2 02:0506 .14 .003 6.52 70.38 .000 00502> ===========================================================00503> SUM 03:0059 .64 .019 5.57 70.38 .000 00504> 00505> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00506> 00507> --------------------------------------------------------------------------------00508> 001:0020------------------------------------------------------------------------00509> ----------------------00510> | CALIB STANDHYD | Area (ha)= 2.0000511> | 05:0033 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000512> ----------------------00513> IMPERVIOUS PERVIOUS (i)00514> Surface Area (ha)= 1.60 .4000515> Dep. Storage (mm)= 2.00 5.0000516> Average Slope (%)= 2.00 2.00



00517> Length (m)= 30.00 30.0000518> Mannings n = .013 .25000519> 00520> Max.eff.Inten.(mm/hr)= 33.63 21.8200521> over (min) 2.00 12.0000522> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00523> Unit Hyd. Tpeak (min)= 2.00 12.0000524> Unit Hyd. peak (cms)= .65 .0900525> *TOTALS*00526> PEAK FLOW (cms)= .15 .02 .171 (iii)00527> TIME TO PEAK (hrs)= 4.88 5.53 5.50000528> RUNOFF VOLUME (mm)= 71.10 35.24 63.92800529> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000530> RUNOFF COEFFICIENT = .97 .48 .87500531> 00532> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00533> CN* = 80.0 Ia = Dep. Storage (Above)00534> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00535> THAN THE STORAGE COEFFICIENT.00536> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00537> 00538> --------------------------------------------------------------------------------00539> 001:0021------------------------------------------------------------------------00540> *#-----------------|-----------------------------------------------------------|00541> ------------------------00542> | ADD HYD (0536 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00543> ------------------------ (ha) (cms) (hrs) (mm) (cms)00544> ID1 03:0059 .64 .019 5.57 70.38 .000 00545> +ID2 05:0033 2.00 .171 5.50 63.93 .000 00546> ===========================================================00547> SUM 06:0536 2.64 .190 5.50 65.49 .000 00548> 00549> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00550> 00551> --------------------------------------------------------------------------------00552> 001:0022------------------------------------------------------------------------00553> ---------------------00554> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00555> | IN>06:(0536 ) |00556> | OUT<07:(0036 ) | ========= OUTLFOW STORAGE TABLE =========00557> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00558> (cms) (ha.m.) | (cms) (ha.m.)00559> .000 .0000E+00 | .266 .2710E-0100560> .254 .9500E-02 | .272 .6800E-0100561> .260 .1170E-01 | .000 .0000E+0000562> 00563> ROUTING RESULTS AREA QPEAK TPEAK R.V.00564> -------------------- (ha) (cms) (hrs) (mm)00565> INFLOW >06: (0536 ) 2.64 .190 5.500 65.49200566> OUTFLOW<07: (0036 ) 2.64 .188 5.500 65.49200567> OVERFLOW<08: (0040OV) .00 .000 .000 .00000568> 00569> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000570> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000571> PERCENTAGE OF TIME OVERFLOWING (%)= .0000572> 00573> 00574> PEAK FLOW REDUCTION [Qout/Qin](%)= 98.74600575> TIME SHIFT OF PEAK FLOW (min)= .0000576> MAXIMUM STORAGE USED (ha.m.)=.7029E-0200577> 00578> --------------------------------------------------------------------------------00579> 001:0023------------------------------------------------------------------------00580> ----------------------00581> | CALIB STANDHYD | Area (ha)= .6300582> | 01:0538 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000583> ----------------------00584> IMPERVIOUS PERVIOUS (i)00585> Surface Area (ha)= .50 .1300586> Dep. Storage (mm)= 2.00 5.0000587> Average Slope (%)= 2.00 2.0000588> Length (m)= 30.00 30.0000589> Mannings n = .013 .25000590> 00591> Max.eff.Inten.(mm/hr)= 33.63 21.8200592> over (min) 2.00 12.0000593> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00594> Unit Hyd. Tpeak (min)= 2.00 12.0000595> Unit Hyd. peak (cms)= .65 .0900596> *TOTALS*00597> PEAK FLOW (cms)= .05 .01 .054 (iii)00598> TIME TO PEAK (hrs)= 4.87 5.53 5.50000599> RUNOFF VOLUME (mm)= 71.10 35.24 63.92800600> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000601> RUNOFF COEFFICIENT = .97 .48 .87500602> 00603> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00604> CN* = 80.0 Ia = Dep. Storage (Above)00605> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00606> THAN THE STORAGE COEFFICIENT.00607> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00608> 00609> --------------------------------------------------------------------------------00610> 001:0024------------------------------------------------------------------------00611> *#-----------------|-----------------------------------------------------------|00612> ------------------------00613> | ADD HYD (0537 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00614> ------------------------ (ha) (cms) (hrs) (mm) (cms)00615> ID1 07:0036 2.64 .188 5.50 65.49 .000 00616> +ID2 01:0538 .63 .054 5.50 63.93 .000 00617> ===========================================================00618> SUM 09:0537 3.27 .242 5.50 65.19 .000 00619> 00620> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00621> 00622> --------------------------------------------------------------------------------00623> 001:0025------------------------------------------------------------------------00624> ----------------------00625> | CALIB STANDHYD | Area (ha)= .2300626> | 02:0510 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000627> ----------------------00628> IMPERVIOUS PERVIOUS (i)00629> Surface Area (ha)= .18 .0500630> Dep. Storage (mm)= 2.00 5.0000631> Average Slope (%)= 2.00 2.0000632> Length (m)= 30.00 30.0000633> Mannings n = .013 .25000634> 00635> Max.eff.Inten.(mm/hr)= 33.63 21.8200636> over (min) 2.00 12.0000637> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00638> Unit Hyd. Tpeak (min)= 2.00 12.0000639> Unit Hyd. peak (cms)= .65 .0900640> *TOTALS*00641> PEAK FLOW (cms)= .02 .00 .020 (iii)00642> TIME TO PEAK (hrs)= 4.83 5.53 5.50000643> RUNOFF VOLUME (mm)= 71.10 35.24 63.92800644> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000645> RUNOFF COEFFICIENT = .97 .48 .875

00646> 00647> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00648> CN* = 80.0 Ia = Dep. Storage (Above)00649> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00650> THAN THE STORAGE COEFFICIENT.00651> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00652> 00653> --------------------------------------------------------------------------------00654> 001:0026------------------------------------------------------------------------00655> *#-----------------|-----------------------------------------------------------|00656> ----------------------00657> | CALIB STANDHYD | Area (ha)= 1.0900658> | 03:0035 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000659> ----------------------00660> IMPERVIOUS PERVIOUS (i)00661> Surface Area (ha)= 1.07 .0200662> Dep. Storage (mm)= 2.00 5.0000663> Average Slope (%)= 2.00 2.0000664> Length (m)= 30.00 30.0000665> Mannings n = .013 .25000666> 00667> Max.eff.Inten.(mm/hr)= 33.63 21.8200668> over (min) 2.00 12.0000669> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00670> Unit Hyd. Tpeak (min)= 2.00 12.0000671> Unit Hyd. peak (cms)= .65 .0900672> *TOTALS*00673> PEAK FLOW (cms)= .10 .00 .101 (iii)00674> TIME TO PEAK (hrs)= 4.88 5.53 5.50000675> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300676> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000677> RUNOFF COEFFICIENT = .97 .48 .96300678> 00679> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00680> CN* = 80.0 Ia = Dep. Storage (Above)00681> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00682> THAN THE STORAGE COEFFICIENT.00683> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00684> 00685> --------------------------------------------------------------------------------00686> 001:0027------------------------------------------------------------------------00687> *#-----------------|-----------------------------------------------------------|00688> ---------------------00689> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00690> | IN>03:(0035 ) |00691> | OUT<04:(0040 ) | ========= OUTLFOW STORAGE TABLE =========00692> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00693> (cms) (ha.m.) | (cms) (ha.m.)00694> .000 .0000E+00 | .034 .8190E-0100695> .011 .2730E-01 | .045 .1060E+0000696> .022 .5460E-01 | .000 .0000E+0000697> 00698> ROUTING RESULTS AREA QPEAK TPEAK R.V.00699> -------------------- (ha) (cms) (hrs) (mm)00700> INFLOW >03: (0035 ) 1.09 .101 5.500 70.38300701> OUTFLOW<04: (0040 ) 1.09 .020 6.533 70.38200702> OVERFLOW<05: (0040OV) .00 .000 .000 .00000703> 00704> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000705> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000706> PERCENTAGE OF TIME OVERFLOWING (%)= .0000707> 00708> 00709> PEAK FLOW REDUCTION [Qout/Qin](%)= 20.20500710> TIME SHIFT OF PEAK FLOW (min)= 62.0000711> MAXIMUM STORAGE USED (ha.m.)=.5064E-0100712> 00713> --------------------------------------------------------------------------------00714> 001:0028------------------------------------------------------------------------00715> ------------------------00716> | ADD HYD (0511 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00717> ------------------------ (ha) (cms) (hrs) (mm) (cms)00718> ID1 02:0510 .23 .020 5.50 63.93 .000 00719> +ID2 04:0040 1.09 .020 6.53 70.38 .000 00720> ===========================================================00721> SUM 06:0511 1.32 .038 5.50 69.26 .000 00722> 00723> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00724> 00725> --------------------------------------------------------------------------------00726> 001:0029------------------------------------------------------------------------00727> ------------------------00728> | ADD HYD (0515 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00729> ------------------------ (ha) (cms) (hrs) (mm) (cms)00730> ID1 06:0511 1.32 .038 5.50 69.26 .000 00731> +ID2 09:0537 3.27 .242 5.50 65.19 .000 00732> ===========================================================00733> SUM 10:0515 4.59 .280 5.50 66.36 .000 00734> 00735> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00736> 00737> --------------------------------------------------------------------------------00738> 001:0030------------------------------------------------------------------------00739> ----------------------00740> | CALIB STANDHYD | Area (ha)= .0600741> | 01:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000742> ----------------------00743> IMPERVIOUS PERVIOUS (i)00744> Surface Area (ha)= .06 .0000745> Dep. Storage (mm)= 2.00 5.0000746> Average Slope (%)= 2.00 2.0000747> Length (m)= 30.00 30.0000748> Mannings n = .013 .25000749> 00750> Max.eff.Inten.(mm/hr)= 33.63 21.8200751> over (min) 2.00 12.0000752> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00753> Unit Hyd. Tpeak (min)= 2.00 12.0000754> Unit Hyd. peak (cms)= .65 .0900755> *TOTALS*00756> PEAK FLOW (cms)= .01 .00 .006 (iii)00757> TIME TO PEAK (hrs)= 4.80 5.53 5.50000758> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300759> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000760> RUNOFF COEFFICIENT = .97 .48 .96300761> 00762> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00763> CN* = 80.0 Ia = Dep. Storage (Above)00764> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00765> THAN THE STORAGE COEFFICIENT.00766> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00767> 00768> --------------------------------------------------------------------------------00769> 001:0031------------------------------------------------------------------------00770> *#-----------------|-----------------------------------------------------------|00771> ---------------------00772> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00773> | IN>01:(0503 ) |00774> | OUT<02:(0047 ) | ========= OUTLFOW STORAGE TABLE =========



00775> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00776> (cms) (ha.m.) | (cms) (ha.m.)00777> .000 .0000E+00 | .004 .4500E-0200778> .002 .1500E-02 | .006 .6000E-0200779> .003 .3000E-02 | .000 .0000E+0000780> 00781> ROUTING RESULTS AREA QPEAK TPEAK R.V.00782> -------------------- (ha) (cms) (hrs) (mm)00783> INFLOW >01: (0503 ) .06 .006 5.500 70.38300784> OUTFLOW<02: (0047 ) .06 .002 5.550 70.38100785> OVERFLOW<03: (0040OV) .00 .000 .000 .00000786> 00787> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000788> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000789> PERCENTAGE OF TIME OVERFLOWING (%)= .0000790> 00791> 00792> PEAK FLOW REDUCTION [Qout/Qin](%)= 42.36400793> TIME SHIFT OF PEAK FLOW (min)= 3.0000794> MAXIMUM STORAGE USED (ha.m.)=.2033E-0200795> 00796> --------------------------------------------------------------------------------00797> 001:0032------------------------------------------------------------------------00798> ----------------------00799> | CALIB STANDHYD | Area (ha)= .1100800> | 04:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000801> ----------------------00802> IMPERVIOUS PERVIOUS (i)00803> Surface Area (ha)= .11 .0000804> Dep. Storage (mm)= 2.00 5.0000805> Average Slope (%)= 2.00 2.0000806> Length (m)= 30.00 30.0000807> Mannings n = .013 .25000808> 00809> Max.eff.Inten.(mm/hr)= 33.63 21.8200810> over (min) 2.00 12.0000811> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00812> Unit Hyd. Tpeak (min)= 2.00 12.0000813> Unit Hyd. peak (cms)= .65 .0900814> *TOTALS*00815> PEAK FLOW (cms)= .01 .00 .010 (iii)00816> TIME TO PEAK (hrs)= 4.82 5.53 5.50000817> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300818> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000819> RUNOFF COEFFICIENT = .97 .48 .96300820> 00821> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00822> CN* = 80.0 Ia = Dep. Storage (Above)00823> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00824> THAN THE STORAGE COEFFICIENT.00825> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00826> 00827> --------------------------------------------------------------------------------00828> 001:0033------------------------------------------------------------------------00829> *#-----------------|-----------------------------------------------------------|00830> ---------------------00831> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00832> | IN>04:(0503 ) |00833> | OUT<05:(0517 ) | ========= OUTLFOW STORAGE TABLE =========00834> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00835> (cms) (ha.m.) | (cms) (ha.m.)00836> .000 .0000E+00 | .007 .8300E-0200837> .002 .2800E-02 | .009 .1100E-0100838> .004 .5500E-02 | .000 .0000E+0000839> 00840> ROUTING RESULTS AREA QPEAK TPEAK R.V.00841> -------------------- (ha) (cms) (hrs) (mm)00842> INFLOW >04: (0503 ) .11 .010 5.500 70.38300843> OUTFLOW<05: (0517 ) .11 .003 5.600 70.38100844> OVERFLOW<06: (0040OV) .00 .000 .000 .00000845> 00846> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000847> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000848> PERCENTAGE OF TIME OVERFLOWING (%)= .0000849> 00850> 00851> PEAK FLOW REDUCTION [Qout/Qin](%)= 30.95600852> TIME SHIFT OF PEAK FLOW (min)= 6.0000853> MAXIMUM STORAGE USED (ha.m.)=.4359E-0200854> 00855> --------------------------------------------------------------------------------00856> 001:0034------------------------------------------------------------------------00857> ------------------------00858> | ADD HYD (0520 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00859> ------------------------ (ha) (cms) (hrs) (mm) (cms)00860> ID1 05:0517 .11 .003 5.60 70.38 .000 00861> +ID2 02:0047 .06 .002 5.55 70.38 .000 00862> ===========================================================00863> SUM 07:0520 .17 .006 5.58 70.38 .000 00864> 00865> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00866> 00867> --------------------------------------------------------------------------------00868> 001:0035------------------------------------------------------------------------00869> ----------------------00870> | CALIB STANDHYD | Area (ha)= .1200871> | 01:0518 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000872> ----------------------00873> IMPERVIOUS PERVIOUS (i)00874> Surface Area (ha)= .12 .0000875> Dep. Storage (mm)= 2.00 5.0000876> Average Slope (%)= 2.00 2.0000877> Length (m)= 30.00 30.0000878> Mannings n = .013 .25000879> 00880> Max.eff.Inten.(mm/hr)= 33.63 21.8200881> over (min) 2.00 12.0000882> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00883> Unit Hyd. Tpeak (min)= 2.00 12.0000884> Unit Hyd. peak (cms)= .65 .0900885> *TOTALS*00886> PEAK FLOW (cms)= .01 .00 .011 (iii)00887> TIME TO PEAK (hrs)= 4.82 5.53 5.50000888> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300889> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000890> RUNOFF COEFFICIENT = .97 .48 .96300891> 00892> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00893> CN* = 80.0 Ia = Dep. Storage (Above)00894> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00895> THAN THE STORAGE COEFFICIENT.00896> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00897> 00898> --------------------------------------------------------------------------------00899> 001:0036------------------------------------------------------------------------00900> *#-----------------|-----------------------------------------------------------|00901> ---------------------00902> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00903> | IN>01:(0518 ) |

00904> | OUT<02:(0519 ) | ========= OUTLFOW STORAGE TABLE =========00905> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00906> (cms) (ha.m.) | (cms) (ha.m.)00907> .000 .0000E+00 | .007 .9000E-0200908> .002 .3000E-02 | .009 .1200E-0100909> .004 .6000E-02 | .000 .0000E+0000910> 00911> ROUTING RESULTS AREA QPEAK TPEAK R.V.00912> -------------------- (ha) (cms) (hrs) (mm)00913> INFLOW >01: (0518 ) .12 .011 5.500 70.38300914> OUTFLOW<02: (0519 ) .12 .003 5.683 70.38100915> OVERFLOW<03: (0040OV) .00 .000 .000 .00000916> 00917> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000918> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000919> PERCENTAGE OF TIME OVERFLOWING (%)= .0000920> 00921> 00922> PEAK FLOW REDUCTION [Qout/Qin](%)= 28.97900923> TIME SHIFT OF PEAK FLOW (min)= 11.0000924> MAXIMUM STORAGE USED (ha.m.)=.4833E-0200925> 00926> --------------------------------------------------------------------------------00927> 001:0037------------------------------------------------------------------------00928> ----------------------00929> | CALIB STANDHYD | Area (ha)= .9300930> | 04:0032 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000931> ----------------------00932> IMPERVIOUS PERVIOUS (i)00933> Surface Area (ha)= .74 .1900934> Dep. Storage (mm)= 2.00 5.0000935> Average Slope (%)= 2.00 2.0000936> Length (m)= 30.00 30.0000937> Mannings n = .013 .25000938> 00939> Max.eff.Inten.(mm/hr)= 33.63 21.8200940> over (min) 2.00 12.0000941> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00942> Unit Hyd. Tpeak (min)= 2.00 12.0000943> Unit Hyd. peak (cms)= .65 .0900944> *TOTALS*00945> PEAK FLOW (cms)= .07 .01 .080 (iii)00946> TIME TO PEAK (hrs)= 4.87 5.53 5.50000947> RUNOFF VOLUME (mm)= 71.10 35.23 63.92800948> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000949> RUNOFF COEFFICIENT = .97 .48 .87500950> 00951> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00952> CN* = 80.0 Ia = Dep. Storage (Above)00953> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00954> THAN THE STORAGE COEFFICIENT.00955> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00956> 00957> --------------------------------------------------------------------------------00958> 001:0038------------------------------------------------------------------------00959> *#-----------------|-----------------------------------------------------------|00960> ------------------------00961> | ADD HYD (0521 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00962> ------------------------ (ha) (cms) (hrs) (mm) (cms)00963> ID1 04:0032 .93 .080 5.50 63.93 .000 00964> +ID2 02:0519 .12 .003 5.68 70.38 .000 00965> ===========================================================00966> SUM 05:0521 1.05 .083 5.50 64.67 .000 00967> 00968> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00969> 00970> --------------------------------------------------------------------------------00971> 001:0039------------------------------------------------------------------------00972> ------------------------00973> | ADD HYD (0060 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00974> ------------------------ (ha) (cms) (hrs) (mm) (cms)00975> ID1 07:0520 .17 .006 5.58 70.38 .000 00976> +ID2 05:0521 1.05 .083 5.50 64.67 .000 00977> ===========================================================00978> SUM 08:0060 1.22 .088 5.50 65.46 .000 00979> 00980> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00981> 00982> --------------------------------------------------------------------------------00983> 001:0040------------------------------------------------------------------------00984> ---------------------00985> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00986> | IN>08:(0060 ) |00987> | OUT<09:(0504 ) | ========= OUTLFOW STORAGE TABLE =========00988> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00989> (cms) (ha.m.) | (cms) (ha.m.)00990> .000 .0000E+00 | .118 .1730E-0100991> .111 .6400E-02 | .121 .4250E-0100992> .114 .7700E-02 | .000 .0000E+0000993> 00994> ROUTING RESULTS AREA QPEAK TPEAK R.V.00995> -------------------- (ha) (cms) (hrs) (mm)00996> INFLOW >08: (0060 ) 1.22 .088 5.500 65.46200997> OUTFLOW<09: (0504 ) 1.22 .086 5.500 65.46200998> OVERFLOW<06: (0040OV) .00 .000 .000 .00000999> 01000> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001001> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001002> PERCENTAGE OF TIME OVERFLOWING (%)= .0001003> 01004> 01005> PEAK FLOW REDUCTION [Qout/Qin](%)= 97.90501006> TIME SHIFT OF PEAK FLOW (min)= .0001007> MAXIMUM STORAGE USED (ha.m.)=.4991E-0201008> 01009> --------------------------------------------------------------------------------01010> 001:0041------------------------------------------------------------------------01011> ----------------------01012> | CALIB STANDHYD | Area (ha)= 3.0001013> | 01:0508 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001014> ----------------------01015> IMPERVIOUS PERVIOUS (i)01016> Surface Area (ha)= 2.25 .7501017> Dep. Storage (mm)= 2.00 5.0001018> Average Slope (%)= 2.00 2.0001019> Length (m)= 30.00 30.0001020> Mannings n = .013 .25001021> 01022> Max.eff.Inten.(mm/hr)= 33.63 21.8201023> over (min) 2.00 12.0001024> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01025> Unit Hyd. Tpeak (min)= 2.00 12.0001026> Unit Hyd. peak (cms)= .65 .0901027> *TOTALS*01028> PEAK FLOW (cms)= .21 .04 .251 (iii)01029> TIME TO PEAK (hrs)= 4.90 5.53 5.50001030> RUNOFF VOLUME (mm)= 71.10 35.23 62.13501031> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001032> RUNOFF COEFFICIENT = .97 .48 .850



01033> 01034> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01035> CN* = 80.0 Ia = Dep. Storage (Above)01036> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01037> THAN THE STORAGE COEFFICIENT.01038> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01039> 01040> --------------------------------------------------------------------------------01041> 001:0042------------------------------------------------------------------------01042> *#-----------------|-----------------------------------------------------------|01043> ------------------------01044> | ADD HYD (0509 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01045> ------------------------ (ha) (cms) (hrs) (mm) (cms)01046> ID1 09:0504 1.22 .086 5.50 65.46 .000 01047> +ID2 01:0508 3.00 .251 5.50 62.13 .000 01048> ===========================================================01049> SUM 02:0509 4.22 .338 5.50 63.10 .000 01050> 01051> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01052> 01053> --------------------------------------------------------------------------------01054> 001:0043------------------------------------------------------------------------01055> ----------------------01056> | CALIB STANDHYD | Area (ha)= 3.1601057> | 03:0502 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001058> ----------------------01059> IMPERVIOUS PERVIOUS (i)01060> Surface Area (ha)= 2.53 .6301061> Dep. Storage (mm)= 2.00 5.0001062> Average Slope (%)= 2.00 2.0001063> Length (m)= 30.00 30.0001064> Mannings n = .013 .25001065> 01066> Max.eff.Inten.(mm/hr)= 33.63 21.8201067> over (min) 2.00 12.0001068> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01069> Unit Hyd. Tpeak (min)= 2.00 12.0001070> Unit Hyd. peak (cms)= .65 .0901071> *TOTALS*01072> PEAK FLOW (cms)= .24 .03 .271 (iii)01073> TIME TO PEAK (hrs)= 4.90 5.53 5.50001074> RUNOFF VOLUME (mm)= 71.10 35.24 63.92801075> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001076> RUNOFF COEFFICIENT = .97 .48 .87501077> 01078> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01079> CN* = 80.0 Ia = Dep. Storage (Above)01080> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01081> THAN THE STORAGE COEFFICIENT.01082> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01083> 01084> --------------------------------------------------------------------------------01085> 001:0044------------------------------------------------------------------------01086> *#-----------------|-----------------------------------------------------------|01087> ---------------------01088> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01089> | IN>03:(0502 ) |01090> | OUT<04:(0019 ) | ========= OUTLFOW STORAGE TABLE =========01091> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01092> (cms) (ha.m.) | (cms) (ha.m.)01093> .000 .0000E+00 | .313 .5900E-0101094> .298 .1000E-01 | .321 .1735E+0001095> .306 .1590E-01 | .000 .0000E+0001096> 01097> ROUTING RESULTS AREA QPEAK TPEAK R.V.01098> -------------------- (ha) (cms) (hrs) (mm)01099> INFLOW >03: (0502 ) 3.16 .271 5.500 63.92801100> OUTFLOW<04: (0019 ) 3.16 .269 5.500 63.92801101> OVERFLOW<05: (0040OV) .00 .000 .000 .00001102> 01103> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001104> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001105> PERCENTAGE OF TIME OVERFLOWING (%)= .0001106> 01107> 01108> PEAK FLOW REDUCTION [Qout/Qin](%)= 99.35101109> TIME SHIFT OF PEAK FLOW (min)= .0001110> MAXIMUM STORAGE USED (ha.m.)=.9038E-0201111> 01112> --------------------------------------------------------------------------------01113> 001:0045------------------------------------------------------------------------01114> ------------------------01115> | ADD HYD (0061 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01116> ------------------------ (ha) (cms) (hrs) (mm) (cms)01117> ID1 02:0509 4.22 .338 5.50 63.10 .000 01118> +ID2 04:0019 3.16 .269 5.50 63.93 .000 01119> ===========================================================01120> SUM 06:0061 7.38 .607 5.50 63.45 .000 01121> 01122> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01123> 01124> --------------------------------------------------------------------------------01125> 001:0046------------------------------------------------------------------------01126> ----------------------01127> | CALIB STANDHYD | Area (ha)= 2.0001128> | 07:0002 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001129> ----------------------01130> IMPERVIOUS PERVIOUS (i)01131> Surface Area (ha)= 1.60 .4001132> Dep. Storage (mm)= 2.00 5.0001133> Average Slope (%)= 2.00 2.0001134> Length (m)= 30.00 30.0001135> Mannings n = .013 .25001136> 01137> Max.eff.Inten.(mm/hr)= 33.63 21.8201138> over (min) 2.00 12.0001139> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01140> Unit Hyd. Tpeak (min)= 2.00 12.0001141> Unit Hyd. peak (cms)= .65 .0901142> *TOTALS*01143> PEAK FLOW (cms)= .15 .02 .171 (iii)01144> TIME TO PEAK (hrs)= 4.88 5.53 5.50001145> RUNOFF VOLUME (mm)= 71.10 35.24 63.92801146> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001147> RUNOFF COEFFICIENT = .97 .48 .87501148> 01149> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01150> CN* = 80.0 Ia = Dep. Storage (Above)01151> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01152> THAN THE STORAGE COEFFICIENT.01153> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01154> 01155> --------------------------------------------------------------------------------01156> 001:0047------------------------------------------------------------------------01157> *#-----------------|-----------------------------------------------------------|01158> ------------------------01159> | ADD HYD (0052 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01160> ------------------------ (ha) (cms) (hrs) (mm) (cms)01161> ID1 06:0061 7.38 .607 5.50 63.45 .000

01162> +ID2 07:0002 2.00 .171 5.50 63.93 .000 01163> ===========================================================01164> SUM 08:0052 9.38 .779 5.50 63.55 .000 01165> 01166> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01167> 01168> --------------------------------------------------------------------------------01169> 001:0048------------------------------------------------------------------------01170> ------------------------01171> | ADD HYD (0057 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01172> ------------------------ (ha) (cms) (hrs) (mm) (cms)01173> ID1 08:0052 9.38 .779 5.50 63.55 .000 01174> +ID2 10:0515 4.59 .280 5.50 66.36 .000 01175> ===========================================================01176> SUM 09:0057 13.97 1.059 5.50 64.48 .000 01177> 01178> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01179> 01180> --------------------------------------------------------------------------------01181> 001:0049------------------------------------------------------------------------01182> ----------------------01183> | CALIB STANDHYD | Area (ha)= .5401184> | 01:0540 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001185> ----------------------01186> IMPERVIOUS PERVIOUS (i)01187> Surface Area (ha)= .41 .1401188> Dep. Storage (mm)= 2.00 5.0001189> Average Slope (%)= 2.00 2.0001190> Length (m)= 30.00 30.0001191> Mannings n = .013 .25001192> 01193> Max.eff.Inten.(mm/hr)= 33.63 21.8201194> over (min) 2.00 12.0001195> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01196> Unit Hyd. Tpeak (min)= 2.00 12.0001197> Unit Hyd. peak (cms)= .65 .0901198> *TOTALS*01199> PEAK FLOW (cms)= .04 .01 .045 (iii)01200> TIME TO PEAK (hrs)= 4.85 5.53 5.50001201> RUNOFF VOLUME (mm)= 71.10 35.24 62.13501202> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001203> RUNOFF COEFFICIENT = .97 .48 .85001204> 01205> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01206> CN* = 80.0 Ia = Dep. Storage (Above)01207> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01208> THAN THE STORAGE COEFFICIENT.01209> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01210> 01211> --------------------------------------------------------------------------------01212> 001:0050------------------------------------------------------------------------01213> *#-----------------|-----------------------------------------------------------|01214> ------------------------01215> | ADD HYD (0541 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01216> ------------------------ (ha) (cms) (hrs) (mm) (cms)01217> ID1 01:0540 .54 .045 5.50 62.13 .000 01218> +ID2 09:0057 13.97 1.059 5.50 64.48 .000 01219> ===========================================================01220> SUM 02:0541 14.51 1.104 5.50 64.39 .000 01221> 01222> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01223> 01224> --------------------------------------------------------------------------------01225> 001:0051------------------------------------------------------------------------01226> ----------------------01227> | CALIB STANDHYD | Area (ha)= .7401228> | 03:0513 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0001229> ----------------------01230> IMPERVIOUS PERVIOUS (i)01231> Surface Area (ha)= .73 .0101232> Dep. Storage (mm)= 2.00 5.0001233> Average Slope (%)= 2.00 2.0001234> Length (m)= 30.00 30.0001235> Mannings n = .013 .25001236> 01237> Max.eff.Inten.(mm/hr)= 33.63 21.8201238> over (min) 2.00 12.0001239> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01240> Unit Hyd. Tpeak (min)= 2.00 12.0001241> Unit Hyd. peak (cms)= .65 .0901242> *TOTALS*01243> PEAK FLOW (cms)= .07 .00 .069 (iii)01244> TIME TO PEAK (hrs)= 4.87 5.53 5.50001245> RUNOFF VOLUME (mm)= 71.10 35.24 70.38301246> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001247> RUNOFF COEFFICIENT = .97 .48 .96301248> 01249> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01250> CN* = 80.0 Ia = Dep. Storage (Above)01251> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01252> THAN THE STORAGE COEFFICIENT.01253> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01254> 01255> --------------------------------------------------------------------------------01256> 001:0052------------------------------------------------------------------------01257> *#-----------------|-----------------------------------------------------------|01258> ------------------------01259> | ADD HYD (0514 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01260> ------------------------ (ha) (cms) (hrs) (mm) (cms)01261> ID1 02:0541 14.51 1.104 5.50 64.39 .000 01262> +ID2 03:0513 .74 .069 5.50 70.38 .000 01263> ===========================================================01264> SUM 04:0514 15.25 1.173 5.50 64.68 .000 01265> 01266> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01267> 01268> --------------------------------------------------------------------------------01269> 001:0053------------------------------------------------------------------------01270> ---------------------01271> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01272> | IN>04:(0514 ) |01273> | OUT<05:(0041 ) | ========= OUTLFOW STORAGE TABLE =========01274> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01275> (cms) (ha.m.) | (cms) (ha.m.)01276> .000 .0000E+00 | .010 .3672E+0001277> .004 .4160E-01 | .011 .4326E+0001278> .005 .8730E-01 | .012 .4995E+0001279> .007 .1332E+00 | .244 .5699E+0001280> .008 .1919E+00 | .667 .6440E+0001281> .009 .2478E+00 | 1.212 .6909E+0001282> .009 .3065E+00 | .000 .0000E+0001283> 01284> ROUTING RESULTS AREA QPEAK TPEAK R.V.01285> -------------------- (ha) (cms) (hrs) (mm)01286> INFLOW >04: (0514 ) 15.25 1.173 5.500 64.67901287> OUTFLOW<05: (0041 ) 15.25 .371 6.517 64.67601288> OVERFLOW<06: (0040OV) .00 .000 .000 .00001289> 01290> TOTAL NUMBER OF SIMULATED OVERFLOWS = 0



01291> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001292> PERCENTAGE OF TIME OVERFLOWING (%)= .0001293> 01294> 01295> PEAK FLOW REDUCTION [Qout/Qin](%)= 31.59601296> TIME SHIFT OF PEAK FLOW (min)= 61.0001297> MAXIMUM STORAGE USED (ha.m.)=.5921E+0001298> 01299> --------------------------------------------------------------------------------01300> 001:0054------------------------------------------------------------------------01301> FINISH01302> --------------------------------------------------------------------------------01303> ********************************************************************************01304> WARNINGS / ERRORS / NOTES01305> -------------------------01306> Simulation ended on 2017-10-27 at 16:25:1701307> ================================================================================01308> 01309> 01310>

SWMHYMO Output File




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 4.0500006> S W W M M H H Y M M O O 9999 9999 Sept 201100007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 373701600009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> *******************************************************************************00012> ***************************** SWMHYMO Ver/4.05 ******************************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) 836-3884 *********00019> ********* Gatineau, Quebec: (819) 243-6858 *********00020> ********* E-Mail: [email protected] *********00021> *******************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++++ Licensed user: C.F. Crozier & Associates Inc. +++++++++00025> +++++++++ Collingwood SERIAL#:3737016 +++++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> *******************************************************************************00029> ********* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *********00030> ********* Maximum value for ID numbers : 10 *********00031> ********* Max. number of rainfall points: 105408 *********00032> ********* Max. number of flow points : 105408 *********00033> *******************************************************************************00034> 00035> 00036> ********************** D E T A I L E D O U T P U T **********************00037> *******************************************************************************00038> * DATE: 2017-10-27 TIME: 16:27:53 RUN COUNTER: 000055 *00039> *******************************************************************************00040> * Input filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE3.dat *00041> * Output filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE3.out *00042> * Summary filename: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\PRE3.sum *00043> * User comments: *00044> * 1:__________________________________________________________________________*00045> * 2:__________________________________________________________________________*00046> * 3:__________________________________________________________________________*00047> *******************************************************************************00048> 00049> --------------------------------------------------------------------------------00050> 001:0001------------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [130 Thompson] Project Number: [1250-4442] 00053> *# Date : 10-10-2017 00054> *# Modeller : [BS] 00055> *# Company : C.F. CROZIER & ASSOCIATES INC. 00056> *# License # : 3737016 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\ 00060> -------------------- Rainfall dir.: I:\1200\1250-M~1\4442-1~1\Design\SWMHYMO\ 00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> --------------------------------------------------------------------------------00066> 001:0002------------------------------------------------------------------------00067> *#-----------------|-----------------------------------------------------------|00068> *#-----------------| PRE-DEVELOPMENT CONDITIONS -------------------------------|00069> *#-----------------|-----------------------------------------------------------|00070> *#-----------------|-----------------------------------------------------------|00071> *#-----------------| 100-YEAR SCS 12 HR DESIGN STORM --------------------------|00072> *#-----------------|-----------------------------------------------------------|00073> --------------------00074> | READ STORM | Filename: 100 yr 12 hr 00075> | Ptotal= 96.71 mm| Comments: 100 yr 12 hr 00076> --------------------00077> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00078> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00079> .20 .000 | 3.20 3.850 | 6.20 23.600 | 9.20 3.85000080> .40 1.930 | 3.40 3.850 | 6.40 13.970 | 9.40 3.85000081> .60 1.930 | 3.60 3.850 | 6.60 10.110 | 9.60 3.85000082> .80 1.930 | 3.80 3.850 | 6.80 9.630 | 9.80 3.85000083> 1.00 1.930 | 4.00 3.850 | 7.00 6.740 | 10.00 3.85000084> 1.20 1.930 | 4.20 6.740 | 7.20 5.780 | 10.20 1.93000085> 1.40 1.930 | 4.40 6.740 | 7.40 5.780 | 10.40 1.93000086> 1.60 1.930 | 4.60 6.740 | 7.60 5.780 | 10.60 1.93000087> 1.80 1.930 | 4.80 6.740 | 7.80 5.780 | 10.80 1.93000088> 2.00 1.930 | 5.00 6.740 | 8.00 5.780 | 11.00 1.93000089> 2.20 1.930 | 5.20 8.670 | 8.20 3.850 | 11.20 1.93000090> 2.40 3.850 | 5.40 12.520 | 8.40 3.850 | 11.40 1.93000091> 2.60 3.850 | 5.60 28.900 | 8.60 3.850 | 11.60 1.93000092> 2.80 3.850 | 5.80 63.100 | 8.80 3.850 | 11.80 1.93000093> 3.00 3.850 | 6.00 131.970 | 9.00 3.850 | 12.00 1.93000094> 00095> --------------------------------------------------------------------------------00096> 001:0003------------------------------------------------------------------------00097> ----------------------00098> | CALIB STANDHYD | Area (ha)= .0500099> | 05:0525 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000100> ----------------------00101> IMPERVIOUS PERVIOUS (i)00102> Surface Area (ha)= .05 .0000103> Dep. Storage (mm)= 2.00 5.0000104> Average Slope (%)= 2.00 2.0000105> Length (m)= 30.00 30.0000106> Mannings n = .013 .25000107> 00108> Max.eff.Inten.(mm/hr)= 131.97 93.1700109> over (min) 1.00 7.0000110> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00111> Unit Hyd. Tpeak (min)= 1.00 7.0000112> Unit Hyd. peak (cms)= 1.14 .1600113> *TOTALS*00114> PEAK FLOW (cms)= .02 .00 .018 (iii)00115> TIME TO PEAK (hrs)= 5.98 6.03 6.00000116> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200117> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300118> RUNOFF COEFFICIENT = .98 .56 .97100119> 00120> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00121> CN* = 80.0 Ia = Dep. Storage (Above)00122> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00123> THAN THE STORAGE COEFFICIENT.00124> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00125> 00126> --------------------------------------------------------------------------------00127> 001:0004------------------------------------------------------------------------00128> *#-----------------|-----------------------------------------------------------|00129> ---------------------

00130> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00131> | IN>05:(0525 ) |00132> | OUT<06:(0530 ) | ========= OUTLFOW STORAGE TABLE =========00133> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00134> (cms) (ha.m.) | (cms) (ha.m.)00135> .000 .0000E+00 | .004 .3800E-0200136> .002 .1300E-02 | .006 .5000E-0200137> .003 .2500E-02 | .000 .0000E+0000138> 00139> ROUTING RESULTS AREA QPEAK TPEAK R.V.00140> -------------------- (ha) (cms) (hrs) (mm)00141> INFLOW >05: (0525 ) .05 .018 6.000 93.90200142> OUTFLOW<06: (0530 ) .05 .003 6.200 93.90100143> OVERFLOW<07: (0040OV) .00 .000 .000 .00000144> 00145> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000146> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000147> PERCENTAGE OF TIME OVERFLOWING (%)= .0000148> 00149> 00150> PEAK FLOW REDUCTION [Qout/Qin](%)= 16.03700151> TIME SHIFT OF PEAK FLOW (min)= 12.0000152> MAXIMUM STORAGE USED (ha.m.)=.2396E-0200153> 00154> --------------------------------------------------------------------------------00155> 001:0005------------------------------------------------------------------------00156> ----------------------00157> | CALIB STANDHYD | Area (ha)= .0300158> | 08:0524 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000159> ----------------------00160> IMPERVIOUS PERVIOUS (i)00161> Surface Area (ha)= .03 .0000162> Dep. Storage (mm)= 2.00 5.0000163> Average Slope (%)= 2.00 2.0000164> Length (m)= 30.00 30.0000165> Mannings n = .013 .25000166> 00167> Max.eff.Inten.(mm/hr)= 131.97 93.1700168> over (min) 1.00 7.0000169> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00170> Unit Hyd. Tpeak (min)= 1.00 7.0000171> Unit Hyd. peak (cms)= 1.14 .1600172> *TOTALS*00173> PEAK FLOW (cms)= .01 .00 .011 (iii)00174> TIME TO PEAK (hrs)= 5.98 6.03 6.00000175> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200176> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300177> RUNOFF COEFFICIENT = .98 .56 .97100178> 00179> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00180> CN* = 80.0 Ia = Dep. Storage (Above)00181> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00182> THAN THE STORAGE COEFFICIENT.00183> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00184> 00185> --------------------------------------------------------------------------------00186> 001:0006------------------------------------------------------------------------00187> *#-----------------|-----------------------------------------------------------|00188> ---------------------00189> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00190> | IN>08:(0524 ) |00191> | OUT<09:(0529 ) | ========= OUTLFOW STORAGE TABLE =========00192> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00193> (cms) (ha.m.) | (cms) (ha.m.)00194> .000 .0000E+00 | .004 .2200E-0200195> .002 .8000E-03 | .006 .3000E-0200196> .003 .1500E-02 | .000 .0000E+0000197> 00198> ROUTING RESULTS AREA QPEAK TPEAK R.V.00199> -------------------- (ha) (cms) (hrs) (mm)00200> INFLOW >08: (0524 ) .03 .011 6.000 93.90200201> OUTFLOW<09: (0529 ) .03 .003 6.050 93.90000202> OVERFLOW<07: (0040OV) .00 .000 .000 .00000203> 00204> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000205> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000206> PERCENTAGE OF TIME OVERFLOWING (%)= .0000207> 00208> 00209> PEAK FLOW REDUCTION [Qout/Qin](%)= 24.12900210> TIME SHIFT OF PEAK FLOW (min)= 3.0000211> MAXIMUM STORAGE USED (ha.m.)=.1328E-0200212> 00213> --------------------------------------------------------------------------------00214> 001:0007------------------------------------------------------------------------00215> ------------------------00216> | ADD HYD (0533 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00217> ------------------------ (ha) (cms) (hrs) (mm) (cms)00218> ID1 09:0529 .03 .003 6.05 93.90 .000 00219> +ID2 06:0530 .05 .003 6.20 93.90 .000 00220> ===========================================================00221> SUM 10:0533 .08 .006 6.05 93.90 .000 00222> 00223> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00224> 00225> --------------------------------------------------------------------------------00226> 001:0008------------------------------------------------------------------------00227> ----------------------00228> | CALIB STANDHYD | Area (ha)= .0500229> | 01:0522 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000230> ----------------------00231> IMPERVIOUS PERVIOUS (i)00232> Surface Area (ha)= .05 .0000233> Dep. Storage (mm)= 2.00 5.0000234> Average Slope (%)= 2.00 2.0000235> Length (m)= 30.00 30.0000236> Mannings n = .013 .25000237> 00238> Max.eff.Inten.(mm/hr)= 131.97 93.1700239> over (min) 1.00 7.0000240> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00241> Unit Hyd. Tpeak (min)= 1.00 7.0000242> Unit Hyd. peak (cms)= 1.14 .1600243> *TOTALS*00244> PEAK FLOW (cms)= .02 .00 .018 (iii)00245> TIME TO PEAK (hrs)= 5.98 6.03 6.00000246> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200247> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300248> RUNOFF COEFFICIENT = .98 .56 .97100249> 00250> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00251> CN* = 80.0 Ia = Dep. Storage (Above)00252> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00253> THAN THE STORAGE COEFFICIENT.00254> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00255> 00256> --------------------------------------------------------------------------------00257> 001:0009------------------------------------------------------------------------00258> *#-----------------|-----------------------------------------------------------|



00259> ---------------------00260> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00261> | IN>01:(0522 ) |00262> | OUT<02:(0527 ) | ========= OUTLFOW STORAGE TABLE =========00263> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00264> (cms) (ha.m.) | (cms) (ha.m.)00265> .000 .0000E+00 | .004 .3700E-0200266> .002 .1200E-02 | .006 .5000E-0200267> .003 .2500E-02 | .000 .0000E+0000268> 00269> ROUTING RESULTS AREA QPEAK TPEAK R.V.00270> -------------------- (ha) (cms) (hrs) (mm)00271> INFLOW >01: (0522 ) .05 .018 6.000 93.90200272> OUTFLOW<02: (0527 ) .05 .003 6.200 93.90000273> OVERFLOW<03: (0040OV) .00 .000 .000 .00000274> 00275> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000276> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000277> PERCENTAGE OF TIME OVERFLOWING (%)= .0000278> 00279> 00280> PEAK FLOW REDUCTION [Qout/Qin](%)= 16.36400281> TIME SHIFT OF PEAK FLOW (min)= 12.0000282> MAXIMUM STORAGE USED (ha.m.)=.2476E-0200283> 00284> --------------------------------------------------------------------------------00285> 001:0010------------------------------------------------------------------------00286> ----------------------00287> | CALIB STANDHYD | Area (ha)= .1600288> | 04:0523 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000289> ----------------------00290> IMPERVIOUS PERVIOUS (i)00291> Surface Area (ha)= .16 .0000292> Dep. Storage (mm)= 2.00 5.0000293> Average Slope (%)= 2.00 2.0000294> Length (m)= 30.00 30.0000295> Mannings n = .013 .25000296> 00297> Max.eff.Inten.(mm/hr)= 131.97 93.1700298> over (min) 1.00 7.0000299> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00300> Unit Hyd. Tpeak (min)= 1.00 7.0000301> Unit Hyd. peak (cms)= 1.14 .1600302> *TOTALS*00303> PEAK FLOW (cms)= .06 .00 .058 (iii)00304> TIME TO PEAK (hrs)= 6.00 6.03 6.00000305> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200306> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300307> RUNOFF COEFFICIENT = .98 .56 .97100308> 00309> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00310> CN* = 80.0 Ia = Dep. Storage (Above)00311> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00312> THAN THE STORAGE COEFFICIENT.00313> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00314> 00315> --------------------------------------------------------------------------------00316> 001:0011------------------------------------------------------------------------00317> *#-----------------|-----------------------------------------------------------|00318> ---------------------00319> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00320> | IN>04:(0523 ) |00321> | OUT<05:(0528 ) | ========= OUTLFOW STORAGE TABLE =========00322> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00323> (cms) (ha.m.) | (cms) (ha.m.)00324> .000 .0000E+00 | .009 .1200E-0100325> .003 .4000E-02 | .012 .1600E-0100326> .006 .8000E-02 | .000 .0000E+0000327> 00328> ROUTING RESULTS AREA QPEAK TPEAK R.V.00329> -------------------- (ha) (cms) (hrs) (mm)00330> INFLOW >04: (0523 ) .16 .058 6.000 93.90200331> OUTFLOW<05: (0528 ) .16 .007 6.250 93.90100332> OVERFLOW<06: (0040OV) .00 .000 .000 .00000333> 00334> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000335> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000336> PERCENTAGE OF TIME OVERFLOWING (%)= .0000337> 00338> 00339> PEAK FLOW REDUCTION [Qout/Qin](%)= 11.41000340> TIME SHIFT OF PEAK FLOW (min)= 15.0000341> MAXIMUM STORAGE USED (ha.m.)=.8840E-0200342> 00343> --------------------------------------------------------------------------------00344> 001:0012------------------------------------------------------------------------00345> ------------------------00346> | ADD HYD (0532 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00347> ------------------------ (ha) (cms) (hrs) (mm) (cms)00348> ID1 02:0527 .05 .003 6.20 93.90 .000 00349> +ID2 05:0528 .16 .007 6.25 93.90 .000 00350> ===========================================================00351> SUM 07:0532 .21 .010 6.22 93.90 .000 00352> 00353> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00354> 00355> --------------------------------------------------------------------------------00356> 001:0013------------------------------------------------------------------------00357> ------------------------00358> | ADD HYD (0534 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00359> ------------------------ (ha) (cms) (hrs) (mm) (cms)00360> ID1 07:0532 .21 .010 6.22 93.90 .000 00361> +ID2 10:0533 .08 .006 6.05 93.90 .000 00362> ===========================================================00363> SUM 08:0534 .29 .015 6.20 93.90 .000 00364> 00365> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00366> 00367> --------------------------------------------------------------------------------00368> 001:0014------------------------------------------------------------------------00369> ----------------------00370> | CALIB STANDHYD | Area (ha)= .2100371> | 02:0526 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000372> ----------------------00373> IMPERVIOUS PERVIOUS (i)00374> Surface Area (ha)= .21 .0000375> Dep. Storage (mm)= 2.00 5.0000376> Average Slope (%)= 2.00 2.0000377> Length (m)= 30.00 30.0000378> Mannings n = .013 .25000379> 00380> Max.eff.Inten.(mm/hr)= 131.97 93.1700381> over (min) 1.00 7.0000382> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00383> Unit Hyd. Tpeak (min)= 1.00 7.0000384> Unit Hyd. peak (cms)= 1.14 .1600385> *TOTALS*00386> PEAK FLOW (cms)= .08 .00 .076 (iii)00387> TIME TO PEAK (hrs)= 6.00 6.03 6.000

00388> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200389> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300390> RUNOFF COEFFICIENT = .98 .56 .97100391> 00392> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00393> CN* = 80.0 Ia = Dep. Storage (Above)00394> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00395> THAN THE STORAGE COEFFICIENT.00396> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00397> 00398> --------------------------------------------------------------------------------00399> 001:0015------------------------------------------------------------------------00400> *#-----------------|-----------------------------------------------------------|00401> ---------------------00402> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00403> | IN>02:(0526 ) |00404> | OUT<03:(0531 ) | ========= OUTLFOW STORAGE TABLE =========00405> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00406> (cms) (ha.m.) | (cms) (ha.m.)00407> .000 .0000E+00 | .009 .1580E-0100408> .003 .5300E-02 | .012 .2100E-0100409> .006 .1050E-01 | .000 .0000E+0000410> 00411> ROUTING RESULTS AREA QPEAK TPEAK R.V.00412> -------------------- (ha) (cms) (hrs) (mm)00413> INFLOW >02: (0526 ) .21 .076 6.000 93.90200414> OUTFLOW<03: (0531 ) .21 .007 6.417 93.90200415> OVERFLOW<04: (0040OV) .00 .000 .000 .00000416> 00417> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000418> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000419> PERCENTAGE OF TIME OVERFLOWING (%)= .0000420> 00421> 00422> PEAK FLOW REDUCTION [Qout/Qin](%)= 9.16400423> TIME SHIFT OF PEAK FLOW (min)= 25.0000424> MAXIMUM STORAGE USED (ha.m.)=.1225E-0100425> 00426> --------------------------------------------------------------------------------00427> 001:0016------------------------------------------------------------------------00428> ------------------------00429> | ADD HYD (0535 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00430> ------------------------ (ha) (cms) (hrs) (mm) (cms)00431> ID1 08:0534 .29 .015 6.20 93.90 .000 00432> +ID2 03:0531 .21 .007 6.42 93.90 .000 00433> ===========================================================00434> SUM 09:0535 .50 .022 6.22 93.90 .000 00435> 00436> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00437> 00438> --------------------------------------------------------------------------------00439> 001:0017------------------------------------------------------------------------00440> ----------------------00441> | CALIB STANDHYD | Area (ha)= .1400442> | 01:0505 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000443> ----------------------00444> IMPERVIOUS PERVIOUS (i)00445> Surface Area (ha)= .14 .0000446> Dep. Storage (mm)= 2.00 5.0000447> Average Slope (%)= 2.00 2.0000448> Length (m)= 30.00 30.0000449> Mannings n = .013 .25000450> 00451> Max.eff.Inten.(mm/hr)= 131.97 93.1700452> over (min) 1.00 7.0000453> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00454> Unit Hyd. Tpeak (min)= 1.00 7.0000455> Unit Hyd. peak (cms)= 1.14 .1600456> *TOTALS*00457> PEAK FLOW (cms)= .05 .00 .051 (iii)00458> TIME TO PEAK (hrs)= 6.00 6.03 6.00000459> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200460> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300461> RUNOFF COEFFICIENT = .98 .56 .97100462> 00463> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00464> CN* = 80.0 Ia = Dep. Storage (Above)00465> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00466> THAN THE STORAGE COEFFICIENT.00467> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00468> 00469> --------------------------------------------------------------------------------00470> 001:0018------------------------------------------------------------------------00471> *#-----------------|-----------------------------------------------------------|00472> ---------------------00473> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00474> | IN>01:(0505 ) |00475> | OUT<02:(0506 ) | ========= OUTLFOW STORAGE TABLE =========00476> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00477> (cms) (ha.m.) | (cms) (ha.m.)00478> .000 .0000E+00 | .007 .1050E-0100479> .002 .3500E-02 | .009 .1400E-0100480> .004 .7000E-02 | .000 .0000E+0000481> 00482> ROUTING RESULTS AREA QPEAK TPEAK R.V.00483> -------------------- (ha) (cms) (hrs) (mm)00484> INFLOW >01: (0505 ) .14 .051 6.000 93.90200485> OUTFLOW<02: (0506 ) .14 .005 6.400 93.90100486> OVERFLOW<03: (0040OV) .00 .000 .000 .00000487> 00488> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000489> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000490> PERCENTAGE OF TIME OVERFLOWING (%)= .0000491> 00492> 00493> PEAK FLOW REDUCTION [Qout/Qin](%)= 9.75000494> TIME SHIFT OF PEAK FLOW (min)= 24.0000495> MAXIMUM STORAGE USED (ha.m.)=.8118E-0200496> 00497> --------------------------------------------------------------------------------00498> 001:0019------------------------------------------------------------------------00499> ------------------------00500> | ADD HYD (0059 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00501> ------------------------ (ha) (cms) (hrs) (mm) (cms)00502> ID1 09:0535 .50 .022 6.22 93.90 .000 00503> +ID2 02:0506 .14 .005 6.40 93.90 .000 00504> ===========================================================00505> SUM 03:0059 .64 .027 6.22 93.90 .000 00506> 00507> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00508> 00509> --------------------------------------------------------------------------------00510> 001:0020------------------------------------------------------------------------00511> ----------------------00512> | CALIB STANDHYD | Area (ha)= 2.0000513> | 05:0033 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000514> ----------------------00515> IMPERVIOUS PERVIOUS (i)00516> Surface Area (ha)= 1.60 .40



00517> Dep. Storage (mm)= 2.00 5.0000518> Average Slope (%)= 2.00 2.0000519> Length (m)= 30.00 30.0000520> Mannings n = .013 .25000521> 00522> Max.eff.Inten.(mm/hr)= 131.97 93.1700523> over (min) 1.00 7.0000524> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00525> Unit Hyd. Tpeak (min)= 1.00 7.0000526> Unit Hyd. peak (cms)= 1.14 .1600527> *TOTALS*00528> PEAK FLOW (cms)= .59 .08 .665 (iii)00529> TIME TO PEAK (hrs)= 6.00 6.03 6.00000530> RUNOFF VOLUME (mm)= 94.71 54.19 86.60800531> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300532> RUNOFF COEFFICIENT = .98 .56 .89600533> 00534> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00535> CN* = 80.0 Ia = Dep. Storage (Above)00536> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00537> THAN THE STORAGE COEFFICIENT.00538> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00539> 00540> --------------------------------------------------------------------------------00541> 001:0021------------------------------------------------------------------------00542> *#-----------------|-----------------------------------------------------------|00543> ------------------------00544> | ADD HYD (0536 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00545> ------------------------ (ha) (cms) (hrs) (mm) (cms)00546> ID1 03:0059 .64 .027 6.22 93.90 .000 00547> +ID2 05:0033 2.00 .665 6.00 86.61 .000 00548> ===========================================================00549> SUM 06:0536 2.64 .690 6.00 88.38 .000 00550> 00551> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00552> 00553> --------------------------------------------------------------------------------00554> 001:0022------------------------------------------------------------------------00555> ---------------------00556> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00557> | IN>06:(0536 ) |00558> | OUT<07:(0036 ) | ========= OUTLFOW STORAGE TABLE =========00559> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00560> (cms) (ha.m.) | (cms) (ha.m.)00561> .000 .0000E+00 | .266 .2710E-0100562> .254 .9500E-02 | .272 .6800E-0100563> .260 .1170E-01 | .000 .0000E+0000564> 00565> ROUTING RESULTS AREA QPEAK TPEAK R.V.00566> -------------------- (ha) (cms) (hrs) (mm)00567> INFLOW >06: (0536 ) 2.64 .690 6.000 88.37500568> OUTFLOW<07: (0036 ) 2.64 .268 6.033 88.37500569> OVERFLOW<08: (0040OV) .00 .000 .000 .00000570> 00571> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000572> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000573> PERCENTAGE OF TIME OVERFLOWING (%)= .0000574> 00575> 00576> PEAK FLOW REDUCTION [Qout/Qin](%)= 38.81800577> TIME SHIFT OF PEAK FLOW (min)= 2.0000578> MAXIMUM STORAGE USED (ha.m.)=.3931E-0100579> 00580> --------------------------------------------------------------------------------00581> 001:0023------------------------------------------------------------------------00582> ----------------------00583> | CALIB STANDHYD | Area (ha)= .6300584> | 01:0538 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000585> ----------------------00586> IMPERVIOUS PERVIOUS (i)00587> Surface Area (ha)= .50 .1300588> Dep. Storage (mm)= 2.00 5.0000589> Average Slope (%)= 2.00 2.0000590> Length (m)= 30.00 30.0000591> Mannings n = .013 .25000592> 00593> Max.eff.Inten.(mm/hr)= 131.97 93.1700594> over (min) 1.00 7.0000595> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00596> Unit Hyd. Tpeak (min)= 1.00 7.0000597> Unit Hyd. peak (cms)= 1.14 .1600598> *TOTALS*00599> PEAK FLOW (cms)= .18 .03 .209 (iii)00600> TIME TO PEAK (hrs)= 6.00 6.03 6.00000601> RUNOFF VOLUME (mm)= 94.71 54.19 86.60800602> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300603> RUNOFF COEFFICIENT = .98 .56 .89600604> 00605> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00606> CN* = 80.0 Ia = Dep. Storage (Above)00607> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00608> THAN THE STORAGE COEFFICIENT.00609> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00610> 00611> --------------------------------------------------------------------------------00612> 001:0024------------------------------------------------------------------------00613> *#-----------------|-----------------------------------------------------------|00614> ------------------------00615> | ADD HYD (0537 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00616> ------------------------ (ha) (cms) (hrs) (mm) (cms)00617> ID1 07:0036 2.64 .268 6.03 88.38 .000 00618> +ID2 01:0538 .63 .209 6.00 86.61 .000 00619> ===========================================================00620> SUM 09:0537 3.27 .477 6.00 88.04 .000 00621> 00622> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00623> 00624> --------------------------------------------------------------------------------00625> 001:0025------------------------------------------------------------------------00626> ----------------------00627> | CALIB STANDHYD | Area (ha)= .2300628> | 02:0510 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000629> ----------------------00630> IMPERVIOUS PERVIOUS (i)00631> Surface Area (ha)= .18 .0500632> Dep. Storage (mm)= 2.00 5.0000633> Average Slope (%)= 2.00 2.0000634> Length (m)= 30.00 30.0000635> Mannings n = .013 .25000636> 00637> Max.eff.Inten.(mm/hr)= 131.97 93.1700638> over (min) 1.00 7.0000639> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00640> Unit Hyd. Tpeak (min)= 1.00 7.0000641> Unit Hyd. peak (cms)= 1.14 .1600642> *TOTALS*00643> PEAK FLOW (cms)= .07 .01 .076 (iii)00644> TIME TO PEAK (hrs)= 6.00 6.03 6.00000645> RUNOFF VOLUME (mm)= 94.71 54.19 86.608

00646> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300647> RUNOFF COEFFICIENT = .98 .56 .89600648> 00649> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00650> CN* = 80.0 Ia = Dep. Storage (Above)00651> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00652> THAN THE STORAGE COEFFICIENT.00653> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00654> 00655> --------------------------------------------------------------------------------00656> 001:0026------------------------------------------------------------------------00657> *#-----------------|-----------------------------------------------------------|00658> ----------------------00659> | CALIB STANDHYD | Area (ha)= 1.0900660> | 03:0035 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000661> ----------------------00662> IMPERVIOUS PERVIOUS (i)00663> Surface Area (ha)= 1.07 .0200664> Dep. Storage (mm)= 2.00 5.0000665> Average Slope (%)= 2.00 2.0000666> Length (m)= 30.00 30.0000667> Mannings n = .013 .25000668> 00669> Max.eff.Inten.(mm/hr)= 131.97 93.1700670> over (min) 1.00 7.0000671> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00672> Unit Hyd. Tpeak (min)= 1.00 7.0000673> Unit Hyd. peak (cms)= 1.14 .1600674> *TOTALS*00675> PEAK FLOW (cms)= .39 .00 .396 (iii)00676> TIME TO PEAK (hrs)= 6.00 6.03 6.00000677> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200678> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300679> RUNOFF COEFFICIENT = .98 .56 .97100680> 00681> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00682> CN* = 80.0 Ia = Dep. Storage (Above)00683> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00684> THAN THE STORAGE COEFFICIENT.00685> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00686> 00687> --------------------------------------------------------------------------------00688> 001:0027------------------------------------------------------------------------00689> *#-----------------|-----------------------------------------------------------|00690> ---------------------00691> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00692> | IN>03:(0035 ) |00693> | OUT<04:(0040 ) | ========= OUTLFOW STORAGE TABLE =========00694> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00695> (cms) (ha.m.) | (cms) (ha.m.)00696> .000 .0000E+00 | .034 .8190E-0100697> .011 .2730E-01 | .045 .1060E+0000698> .022 .5460E-01 | .000 .0000E+0000699> 00700> ROUTING RESULTS AREA QPEAK TPEAK R.V.00701> -------------------- (ha) (cms) (hrs) (mm)00702> INFLOW >03: (0035 ) 1.09 .396 6.000 93.90200703> OUTFLOW<04: (0040 ) 1.09 .028 6.800 93.90100704> OVERFLOW<05: (0040OV) .00 .000 .000 .00000705> 00706> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000707> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000708> PERCENTAGE OF TIME OVERFLOWING (%)= .0000709> 00710> 00711> PEAK FLOW REDUCTION [Qout/Qin](%)= 6.98300712> TIME SHIFT OF PEAK FLOW (min)= 48.0000713> MAXIMUM STORAGE USED (ha.m.)=.6744E-0100714> 00715> --------------------------------------------------------------------------------00716> 001:0028------------------------------------------------------------------------00717> ------------------------00718> | ADD HYD (0511 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00719> ------------------------ (ha) (cms) (hrs) (mm) (cms)00720> ID1 02:0510 .23 .076 6.00 86.61 .000 00721> +ID2 04:0040 1.09 .028 6.80 93.90 .000 00722> ===========================================================00723> SUM 06:0511 1.32 .101 6.00 92.63 .000 00724> 00725> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00726> 00727> --------------------------------------------------------------------------------00728> 001:0029------------------------------------------------------------------------00729> ------------------------00730> | ADD HYD (0515 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00731> ------------------------ (ha) (cms) (hrs) (mm) (cms)00732> ID1 06:0511 1.32 .101 6.00 92.63 .000 00733> +ID2 09:0537 3.27 .477 6.00 88.04 .000 00734> ===========================================================00735> SUM 10:0515 4.59 .578 6.00 89.36 .000 00736> 00737> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00738> 00739> --------------------------------------------------------------------------------00740> 001:0030------------------------------------------------------------------------00741> ----------------------00742> | CALIB STANDHYD | Area (ha)= .0600743> | 01:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000744> ----------------------00745> IMPERVIOUS PERVIOUS (i)00746> Surface Area (ha)= .06 .0000747> Dep. Storage (mm)= 2.00 5.0000748> Average Slope (%)= 2.00 2.0000749> Length (m)= 30.00 30.0000750> Mannings n = .013 .25000751> 00752> Max.eff.Inten.(mm/hr)= 131.97 93.1700753> over (min) 1.00 7.0000754> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00755> Unit Hyd. Tpeak (min)= 1.00 7.0000756> Unit Hyd. peak (cms)= 1.14 .1600757> *TOTALS*00758> PEAK FLOW (cms)= .02 .00 .022 (iii)00759> TIME TO PEAK (hrs)= 5.98 6.03 6.00000760> RUNOFF VOLUME (mm)= 94.71 54.19 93.90100761> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300762> RUNOFF COEFFICIENT = .98 .56 .97100763> 00764> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00765> CN* = 80.0 Ia = Dep. Storage (Above)00766> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00767> THAN THE STORAGE COEFFICIENT.00768> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00769> 00770> --------------------------------------------------------------------------------00771> 001:0031------------------------------------------------------------------------00772> *#-----------------|-----------------------------------------------------------|00773> ---------------------00774> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.



00775> | IN>01:(0503 ) |00776> | OUT<02:(0047 ) | ========= OUTLFOW STORAGE TABLE =========00777> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00778> (cms) (ha.m.) | (cms) (ha.m.)00779> .000 .0000E+00 | .004 .4500E-0200780> .002 .1500E-02 | .006 .6000E-0200781> .003 .3000E-02 | .000 .0000E+0000782> 00783> ROUTING RESULTS AREA QPEAK TPEAK R.V.00784> -------------------- (ha) (cms) (hrs) (mm)00785> INFLOW >01: (0503 ) .06 .022 6.000 93.90100786> OUTFLOW<02: (0047 ) .06 .003 6.217 93.90000787> OVERFLOW<03: (0040OV) .00 .000 .000 .00000788> 00789> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000790> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000791> PERCENTAGE OF TIME OVERFLOWING (%)= .0000792> 00793> 00794> PEAK FLOW REDUCTION [Qout/Qin](%)= 13.77200795> TIME SHIFT OF PEAK FLOW (min)= 13.0000796> MAXIMUM STORAGE USED (ha.m.)=.3002E-0200797> 00798> --------------------------------------------------------------------------------00799> 001:0032------------------------------------------------------------------------00800> ----------------------00801> | CALIB STANDHYD | Area (ha)= .1100802> | 04:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000803> ----------------------00804> IMPERVIOUS PERVIOUS (i)00805> Surface Area (ha)= .11 .0000806> Dep. Storage (mm)= 2.00 5.0000807> Average Slope (%)= 2.00 2.0000808> Length (m)= 30.00 30.0000809> Mannings n = .013 .25000810> 00811> Max.eff.Inten.(mm/hr)= 131.97 93.1700812> over (min) 1.00 7.0000813> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00814> Unit Hyd. Tpeak (min)= 1.00 7.0000815> Unit Hyd. peak (cms)= 1.14 .1600816> *TOTALS*00817> PEAK FLOW (cms)= .04 .00 .040 (iii)00818> TIME TO PEAK (hrs)= 6.00 6.03 6.00000819> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200820> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300821> RUNOFF COEFFICIENT = .98 .56 .97100822> 00823> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00824> CN* = 80.0 Ia = Dep. Storage (Above)00825> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00826> THAN THE STORAGE COEFFICIENT.00827> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00828> 00829> --------------------------------------------------------------------------------00830> 001:0033------------------------------------------------------------------------00831> *#-----------------|-----------------------------------------------------------|00832> ---------------------00833> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00834> | IN>04:(0503 ) |00835> | OUT<05:(0517 ) | ========= OUTLFOW STORAGE TABLE =========00836> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00837> (cms) (ha.m.) | (cms) (ha.m.)00838> .000 .0000E+00 | .007 .8300E-0200839> .002 .2800E-02 | .009 .1100E-0100840> .004 .5500E-02 | .000 .0000E+0000841> 00842> ROUTING RESULTS AREA QPEAK TPEAK R.V.00843> -------------------- (ha) (cms) (hrs) (mm)00844> INFLOW >04: (0503 ) .11 .040 6.000 93.90200845> OUTFLOW<05: (0517 ) .11 .005 6.233 93.90100846> OVERFLOW<06: (0040OV) .00 .000 .000 .00000847> 00848> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000849> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000850> PERCENTAGE OF TIME OVERFLOWING (%)= .0000851> 00852> 00853> PEAK FLOW REDUCTION [Qout/Qin](%)= 11.64700854> TIME SHIFT OF PEAK FLOW (min)= 14.0000855> MAXIMUM STORAGE USED (ha.m.)=.6109E-0200856> 00857> --------------------------------------------------------------------------------00858> 001:0034------------------------------------------------------------------------00859> ------------------------00860> | ADD HYD (0520 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00861> ------------------------ (ha) (cms) (hrs) (mm) (cms)00862> ID1 05:0517 .11 .005 6.23 93.90 .000 00863> +ID2 02:0047 .06 .003 6.22 93.90 .000 00864> ===========================================================00865> SUM 07:0520 .17 .008 6.23 93.90 .000 00866> 00867> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00868> 00869> --------------------------------------------------------------------------------00870> 001:0035------------------------------------------------------------------------00871> ----------------------00872> | CALIB STANDHYD | Area (ha)= .1200873> | 01:0518 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000874> ----------------------00875> IMPERVIOUS PERVIOUS (i)00876> Surface Area (ha)= .12 .0000877> Dep. Storage (mm)= 2.00 5.0000878> Average Slope (%)= 2.00 2.0000879> Length (m)= 30.00 30.0000880> Mannings n = .013 .25000881> 00882> Max.eff.Inten.(mm/hr)= 131.97 93.1700883> over (min) 1.00 7.0000884> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00885> Unit Hyd. Tpeak (min)= 1.00 7.0000886> Unit Hyd. peak (cms)= 1.14 .1600887> *TOTALS*00888> PEAK FLOW (cms)= .04 .00 .044 (iii)00889> TIME TO PEAK (hrs)= 6.00 6.03 6.00000890> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200891> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300892> RUNOFF COEFFICIENT = .98 .56 .97100893> 00894> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00895> CN* = 80.0 Ia = Dep. Storage (Above)00896> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00897> THAN THE STORAGE COEFFICIENT.00898> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00899> 00900> --------------------------------------------------------------------------------00901> 001:0036------------------------------------------------------------------------00902> *#-----------------|-----------------------------------------------------------|00903> ---------------------

00904> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00905> | IN>01:(0518 ) |00906> | OUT<02:(0519 ) | ========= OUTLFOW STORAGE TABLE =========00907> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00908> (cms) (ha.m.) | (cms) (ha.m.)00909> .000 .0000E+00 | .007 .9000E-0200910> .002 .3000E-02 | .009 .1200E-0100911> .004 .6000E-02 | .000 .0000E+0000912> 00913> ROUTING RESULTS AREA QPEAK TPEAK R.V.00914> -------------------- (ha) (cms) (hrs) (mm)00915> INFLOW >01: (0518 ) .12 .044 6.000 93.90200916> OUTFLOW<02: (0519 ) .12 .005 6.283 93.90100917> OVERFLOW<03: (0040OV) .00 .000 .000 .00000918> 00919> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000920> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000921> PERCENTAGE OF TIME OVERFLOWING (%)= .0000922> 00923> 00924> PEAK FLOW REDUCTION [Qout/Qin](%)= 10.91600925> TIME SHIFT OF PEAK FLOW (min)= 17.0000926> MAXIMUM STORAGE USED (ha.m.)=.6757E-0200927> 00928> --------------------------------------------------------------------------------00929> 001:0037------------------------------------------------------------------------00930> ----------------------00931> | CALIB STANDHYD | Area (ha)= .9300932> | 04:0032 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000933> ----------------------00934> IMPERVIOUS PERVIOUS (i)00935> Surface Area (ha)= .74 .1900936> Dep. Storage (mm)= 2.00 5.0000937> Average Slope (%)= 2.00 2.0000938> Length (m)= 30.00 30.0000939> Mannings n = .013 .25000940> 00941> Max.eff.Inten.(mm/hr)= 131.97 93.1700942> over (min) 1.00 7.0000943> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00944> Unit Hyd. Tpeak (min)= 1.00 7.0000945> Unit Hyd. peak (cms)= 1.14 .1600946> *TOTALS*00947> PEAK FLOW (cms)= .27 .04 .309 (iii)00948> TIME TO PEAK (hrs)= 6.00 6.03 6.00000949> RUNOFF VOLUME (mm)= 94.71 54.19 86.60800950> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300951> RUNOFF COEFFICIENT = .98 .56 .89600952> 00953> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00954> CN* = 80.0 Ia = Dep. Storage (Above)00955> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00956> THAN THE STORAGE COEFFICIENT.00957> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00958> 00959> --------------------------------------------------------------------------------00960> 001:0038------------------------------------------------------------------------00961> *#-----------------|-----------------------------------------------------------|00962> ------------------------00963> | ADD HYD (0521 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00964> ------------------------ (ha) (cms) (hrs) (mm) (cms)00965> ID1 04:0032 .93 .309 6.00 86.61 .000 00966> +ID2 02:0519 .12 .005 6.28 93.90 .000 00967> ===========================================================00968> SUM 05:0521 1.05 .313 6.00 87.44 .000 00969> 00970> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00971> 00972> --------------------------------------------------------------------------------00973> 001:0039------------------------------------------------------------------------00974> ------------------------00975> | ADD HYD (0060 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00976> ------------------------ (ha) (cms) (hrs) (mm) (cms)00977> ID1 07:0520 .17 .008 6.23 93.90 .000 00978> +ID2 05:0521 1.05 .313 6.00 87.44 .000 00979> ===========================================================00980> SUM 08:0060 1.22 .320 6.00 88.34 .000 00981> 00982> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00983> 00984> --------------------------------------------------------------------------------00985> 001:0040------------------------------------------------------------------------00986> ---------------------00987> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00988> | IN>08:(0060 ) |00989> | OUT<09:(0504 ) | ========= OUTLFOW STORAGE TABLE =========00990> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00991> (cms) (ha.m.) | (cms) (ha.m.)00992> .000 .0000E+00 | .118 .1730E-0100993> .111 .6400E-02 | .121 .4250E-0100994> .114 .7700E-02 | .000 .0000E+0000995> 00996> ROUTING RESULTS AREA QPEAK TPEAK R.V.00997> -------------------- (ha) (cms) (hrs) (mm)00998> INFLOW >08: (0060 ) 1.22 .320 6.000 88.34100999> OUTFLOW<09: (0504 ) 1.22 .118 6.033 88.34101000> OVERFLOW<06: (0040OV) .00 .000 .000 .00001001> 01002> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001003> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001004> PERCENTAGE OF TIME OVERFLOWING (%)= .0001005> 01006> 01007> PEAK FLOW REDUCTION [Qout/Qin](%)= 36.94401008> TIME SHIFT OF PEAK FLOW (min)= 2.0001009> MAXIMUM STORAGE USED (ha.m.)=.2055E-0101010> 01011> --------------------------------------------------------------------------------01012> 001:0041------------------------------------------------------------------------01013> ----------------------01014> | CALIB STANDHYD | Area (ha)= 3.0001015> | 01:0508 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001016> ----------------------01017> IMPERVIOUS PERVIOUS (i)01018> Surface Area (ha)= 2.25 .7501019> Dep. Storage (mm)= 2.00 5.0001020> Average Slope (%)= 2.00 2.0001021> Length (m)= 30.00 30.0001022> Mannings n = .013 .25001023> 01024> Max.eff.Inten.(mm/hr)= 131.97 93.1701025> over (min) 1.00 7.0001026> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01027> Unit Hyd. Tpeak (min)= 1.00 7.0001028> Unit Hyd. peak (cms)= 1.14 .1601029> *TOTALS*01030> PEAK FLOW (cms)= .82 .15 .971 (iii)01031> TIME TO PEAK (hrs)= 6.00 6.03 6.00001032> RUNOFF VOLUME (mm)= 94.71 54.19 84.582



01033> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301034> RUNOFF COEFFICIENT = .98 .56 .87501035> 01036> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01037> CN* = 80.0 Ia = Dep. Storage (Above)01038> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01039> THAN THE STORAGE COEFFICIENT.01040> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01041> 01042> --------------------------------------------------------------------------------01043> 001:0042------------------------------------------------------------------------01044> *#-----------------|-----------------------------------------------------------|01045> ------------------------01046> | ADD HYD (0509 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01047> ------------------------ (ha) (cms) (hrs) (mm) (cms)01048> ID1 09:0504 1.22 .118 6.03 88.34 .000 01049> +ID2 01:0508 3.00 .971 6.00 84.58 .000 01050> ===========================================================01051> SUM 02:0509 4.22 1.090 6.00 85.67 .000 01052> 01053> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01054> 01055> --------------------------------------------------------------------------------01056> 001:0043------------------------------------------------------------------------01057> ----------------------01058> | CALIB STANDHYD | Area (ha)= 3.1601059> | 03:0502 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001060> ----------------------01061> IMPERVIOUS PERVIOUS (i)01062> Surface Area (ha)= 2.53 .6301063> Dep. Storage (mm)= 2.00 5.0001064> Average Slope (%)= 2.00 2.0001065> Length (m)= 30.00 30.0001066> Mannings n = .013 .25001067> 01068> Max.eff.Inten.(mm/hr)= 131.97 93.1701069> over (min) 1.00 7.0001070> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01071> Unit Hyd. Tpeak (min)= 1.00 7.0001072> Unit Hyd. peak (cms)= 1.14 .1601073> *TOTALS*01074> PEAK FLOW (cms)= .93 .13 1.050 (iii)01075> TIME TO PEAK (hrs)= 6.00 6.03 6.00001076> RUNOFF VOLUME (mm)= 94.71 54.19 86.60801077> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301078> RUNOFF COEFFICIENT = .98 .56 .89601079> 01080> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01081> CN* = 80.0 Ia = Dep. Storage (Above)01082> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01083> THAN THE STORAGE COEFFICIENT.01084> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01085> 01086> --------------------------------------------------------------------------------01087> 001:0044------------------------------------------------------------------------01088> *#-----------------|-----------------------------------------------------------|01089> ---------------------01090> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01091> | IN>03:(0502 ) |01092> | OUT<04:(0019 ) | ========= OUTLFOW STORAGE TABLE =========01093> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01094> (cms) (ha.m.) | (cms) (ha.m.)01095> .000 .0000E+00 | .313 .5900E-0101096> .298 .1000E-01 | .321 .1735E+0001097> .306 .1590E-01 | .000 .0000E+0001098> 01099> ROUTING RESULTS AREA QPEAK TPEAK R.V.01100> -------------------- (ha) (cms) (hrs) (mm)01101> INFLOW >03: (0502 ) 3.16 1.050 6.000 86.60801102> OUTFLOW<04: (0019 ) 3.16 .314 6.050 86.60801103> OVERFLOW<05: (0040OV) .00 .000 .000 .00001104> 01105> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001106> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001107> PERCENTAGE OF TIME OVERFLOWING (%)= .0001108> 01109> 01110> PEAK FLOW REDUCTION [Qout/Qin](%)= 29.87801111> TIME SHIFT OF PEAK FLOW (min)= 3.0001112> MAXIMUM STORAGE USED (ha.m.)=.7015E-0101113> 01114> --------------------------------------------------------------------------------01115> 001:0045------------------------------------------------------------------------01116> ------------------------01117> | ADD HYD (0061 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01118> ------------------------ (ha) (cms) (hrs) (mm) (cms)01119> ID1 02:0509 4.22 1.090 6.00 85.67 .000 01120> +ID2 04:0019 3.16 .314 6.05 86.61 .000 01121> ===========================================================01122> SUM 06:0061 7.38 1.403 6.00 86.07 .000 01123> 01124> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01125> 01126> --------------------------------------------------------------------------------01127> 001:0046------------------------------------------------------------------------01128> ----------------------01129> | CALIB STANDHYD | Area (ha)= 2.0001130> | 07:0002 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001131> ----------------------01132> IMPERVIOUS PERVIOUS (i)01133> Surface Area (ha)= 1.60 .4001134> Dep. Storage (mm)= 2.00 5.0001135> Average Slope (%)= 2.00 2.0001136> Length (m)= 30.00 30.0001137> Mannings n = .013 .25001138> 01139> Max.eff.Inten.(mm/hr)= 131.97 93.1701140> over (min) 1.00 7.0001141> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01142> Unit Hyd. Tpeak (min)= 1.00 7.0001143> Unit Hyd. peak (cms)= 1.14 .1601144> *TOTALS*01145> PEAK FLOW (cms)= .59 .08 .665 (iii)01146> TIME TO PEAK (hrs)= 6.00 6.03 6.00001147> RUNOFF VOLUME (mm)= 94.71 54.19 86.60801148> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301149> RUNOFF COEFFICIENT = .98 .56 .89601150> 01151> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01152> CN* = 80.0 Ia = Dep. Storage (Above)01153> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01154> THAN THE STORAGE COEFFICIENT.01155> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01156> 01157> --------------------------------------------------------------------------------01158> 001:0047------------------------------------------------------------------------01159> *#-----------------|-----------------------------------------------------------|01160> ------------------------01161> | ADD HYD (0052 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF

01162> ------------------------ (ha) (cms) (hrs) (mm) (cms)01163> ID1 06:0061 7.38 1.403 6.00 86.07 .000 01164> +ID2 07:0002 2.00 .665 6.00 86.61 .000 01165> ===========================================================01166> SUM 08:0052 9.38 2.068 6.00 86.19 .000 01167> 01168> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01169> 01170> --------------------------------------------------------------------------------01171> 001:0048------------------------------------------------------------------------01172> ------------------------01173> | ADD HYD (0057 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01174> ------------------------ (ha) (cms) (hrs) (mm) (cms)01175> ID1 08:0052 9.38 2.068 6.00 86.19 .000 01176> +ID2 10:0515 4.59 .578 6.00 89.36 .000 01177> ===========================================================01178> SUM 09:0057 13.97 2.646 6.00 87.23 .000 01179> 01180> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01181> 01182> --------------------------------------------------------------------------------01183> 001:0049------------------------------------------------------------------------01184> ----------------------01185> | CALIB STANDHYD | Area (ha)= .5401186> | 01:0540 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001187> ----------------------01188> IMPERVIOUS PERVIOUS (i)01189> Surface Area (ha)= .41 .1401190> Dep. Storage (mm)= 2.00 5.0001191> Average Slope (%)= 2.00 2.0001192> Length (m)= 30.00 30.0001193> Mannings n = .013 .25001194> 01195> Max.eff.Inten.(mm/hr)= 131.97 93.1701196> over (min) 1.00 7.0001197> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01198> Unit Hyd. Tpeak (min)= 1.00 7.0001199> Unit Hyd. peak (cms)= 1.14 .1601200> *TOTALS*01201> PEAK FLOW (cms)= .15 .03 .175 (iii)01202> TIME TO PEAK (hrs)= 6.00 6.03 6.00001203> RUNOFF VOLUME (mm)= 94.71 54.19 84.58201204> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301205> RUNOFF COEFFICIENT = .98 .56 .87501206> 01207> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01208> CN* = 80.0 Ia = Dep. Storage (Above)01209> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01210> THAN THE STORAGE COEFFICIENT.01211> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01212> 01213> --------------------------------------------------------------------------------01214> 001:0050------------------------------------------------------------------------01215> *#-----------------|-----------------------------------------------------------|01216> ------------------------01217> | ADD HYD (0541 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01218> ------------------------ (ha) (cms) (hrs) (mm) (cms)01219> ID1 01:0540 .54 .175 6.00 84.58 .000 01220> +ID2 09:0057 13.97 2.646 6.00 87.23 .000 01221> ===========================================================01222> SUM 02:0541 14.51 2.821 6.00 87.13 .000 01223> 01224> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01225> 01226> --------------------------------------------------------------------------------01227> 001:0051------------------------------------------------------------------------01228> ----------------------01229> | CALIB STANDHYD | Area (ha)= .7401230> | 03:0513 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0001231> ----------------------01232> IMPERVIOUS PERVIOUS (i)01233> Surface Area (ha)= .73 .0101234> Dep. Storage (mm)= 2.00 5.0001235> Average Slope (%)= 2.00 2.0001236> Length (m)= 30.00 30.0001237> Mannings n = .013 .25001238> 01239> Max.eff.Inten.(mm/hr)= 131.97 93.1701240> over (min) 1.00 7.0001241> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01242> Unit Hyd. Tpeak (min)= 1.00 7.0001243> Unit Hyd. peak (cms)= 1.14 .1601244> *TOTALS*01245> PEAK FLOW (cms)= .27 .00 .269 (iii)01246> TIME TO PEAK (hrs)= 6.00 6.03 6.00001247> RUNOFF VOLUME (mm)= 94.71 54.19 93.90201248> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301249> RUNOFF COEFFICIENT = .98 .56 .97101250> 01251> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01252> CN* = 80.0 Ia = Dep. Storage (Above)01253> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01254> THAN THE STORAGE COEFFICIENT.01255> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01256> 01257> --------------------------------------------------------------------------------01258> 001:0052------------------------------------------------------------------------01259> *#-----------------|-----------------------------------------------------------|01260> ------------------------01261> | ADD HYD (0514 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01262> ------------------------ (ha) (cms) (hrs) (mm) (cms)01263> ID1 02:0541 14.51 2.821 6.00 87.13 .000 01264> +ID2 03:0513 .74 .269 6.00 93.90 .000 01265> ===========================================================01266> SUM 04:0514 15.25 3.089 6.00 87.46 .000 01267> 01268> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01269> 01270> --------------------------------------------------------------------------------01271> 001:0053------------------------------------------------------------------------01272> ---------------------01273> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01274> | IN>04:(0514 ) |01275> | OUT<05:(0041 ) | ========= OUTLFOW STORAGE TABLE =========01276> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01277> (cms) (ha.m.) | (cms) (ha.m.)01278> .000 .0000E+00 | .010 .3672E+0001279> .004 .4160E-01 | .011 .4326E+0001280> .005 .8730E-01 | .012 .4995E+0001281> .007 .1332E+00 | .244 .5699E+0001282> .008 .1919E+00 | .667 .6440E+0001283> .009 .2478E+00 | 1.212 .6909E+0001284> .009 .3065E+00 | .000 .0000E+0001285> 01286> ROUTING RESULTS AREA QPEAK TPEAK R.V.01287> -------------------- (ha) (cms) (hrs) (mm)01288> INFLOW >04: (0514 ) 15.25 3.089 6.000 87.45701289> OUTFLOW<05: (0041 ) 15.25 .923 6.517 87.45501290> OVERFLOW<06: (0040OV) .00 .000 .000 .000



01291> 01292> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001293> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001294> PERCENTAGE OF TIME OVERFLOWING (%)= .0001295> 01296> 01297> PEAK FLOW REDUCTION [Qout/Qin](%)= 29.86901298> TIME SHIFT OF PEAK FLOW (min)= 31.0001299> MAXIMUM STORAGE USED (ha.m.)=.6660E+0001300> 01301> --------------------------------------------------------------------------------01302> 001:0054------------------------------------------------------------------------01303> FINISH01304> --------------------------------------------------------------------------------01305> ********************************************************************************01306> WARNINGS / ERRORS / NOTES01307> -------------------------01308> Simulation ended on 2017-10-27 at 16:27:5501309> ================================================================================01310> 01311> 01312>

SWMHYMO Output File

5 Year Post-Development

(C:\...POST1.out) C.F. Crozier & Associates 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 4.0500006> S W W M M H H Y M M O O 9999 9999 Sept 201100007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 373701600009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> *******************************************************************************00012> ***************************** SWMHYMO Ver/4.05 ******************************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) 836-3884 *********00019> ********* Gatineau, Quebec: (819) 243-6858 *********00020> ********* E-Mail: [email protected] *********00021> *******************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++++ Licensed user: C.F. Crozier & Associates Inc. +++++++++00025> +++++++++ Collingwood SERIAL#:3737016 +++++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> *******************************************************************************00029> ********* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *********00030> ********* Maximum value for ID numbers : 10 *********00031> ********* Max. number of rainfall points: 105408 *********00032> ********* Max. number of flow points : 105408 *********00033> *******************************************************************************00034> 00035> 00036> ********************** D E T A I L E D O U T P U T **********************00037> *******************************************************************************00038> * DATE: 2018-02-26 TIME: 09:22:25 RUN COUNTER: 000023 *00039> *******************************************************************************00040> * Input filename: C:\Users\jormond\Desktop\POST1.dat *00041> * Output filename: C:\Users\jormond\Desktop\POST1.out *00042> * Summary filename: C:\Users\jormond\Desktop\POST1.sum *00043> * User comments: *00044> * 1:__________________________________________________________________________*00045> * 2:__________________________________________________________________________*00046> * 3:__________________________________________________________________________*00047> *******************************************************************************00048> 00049> --------------------------------------------------------------------------------00050> 001:0001------------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [160 Thompson] Project Number: [1250-4442] 00053> *# Date : 10-10-2017 00054> *# Modeller : [BS] 00055> *# Company : C.F. CROZIER & ASSOCIATES INC. 00056> *# License # : 3737016 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: C:\Users\jormond\Desktop\ 00060> -------------------- Rainfall dir.: C:\Users\jormond\Desktop\ 00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> --------------------------------------------------------------------------------00066> 001:0002------------------------------------------------------------------------00067> *#-----------------|-----------------------------------------------------------|00068> *#-----------------| POST-DEVELOPMENT CONDITIONS -------------------------------00069> *#-----------------|-----------------------------------------------------------|00070> *#-----------------|-----------------------------------------------------------|00071> *#-----------------| 5-YEAR/12 Hour Storm -------------------------------------|00072> *#-----------------|-----------------------------------------------------------|00073> --------------------00074> | READ STORM | Filename: 5 yr 12 hr 00075> | Ptotal= 54.38 mm| Comments: 5 yr 12 hr 00076> --------------------00077> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00078> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00079> .25 .000 | 3.50 9.250 | 6.75 3.810 | 10.00 .54000080> .50 .540 | 3.75 9.250 | 7.00 3.810 | 10.25 .54000081> .75 .540 | 4.00 9.250 | 7.25 3.810 | 10.50 .54000082> 1.00 .540 | 4.25 9.250 | 7.50 2.180 | 10.75 .54000083> 1.25 .540 | 4.50 25.020 | 7.75 2.180 | 11.00 .54000084> 1.50 .540 | 4.75 25.020 | 8.00 2.180 | 11.25 .54000085> 1.75 .540 | 5.00 25.020 | 8.25 2.180 | 11.50 .54000086> 2.00 .540 | 5.25 25.020 | 8.50 1.090 | 11.75 .54000087> 2.25 .540 | 5.50 7.070 | 8.75 1.090 | 12.00 .54000088> 2.50 3.260 | 5.75 7.070 | 9.00 1.090 | 12.25 .54000089> 2.75 3.260 | 6.00 7.070 | 9.25 1.090 |00090> 3.00 3.260 | 6.25 7.070 | 9.50 .540 |00091> 3.25 3.260 | 6.50 3.810 | 9.75 .540 |00092> 00093> --------------------------------------------------------------------------------00094> 001:0003------------------------------------------------------------------------00095> ----------------------00096> | CALIB STANDHYD | Area (ha)= .0500097> | 05:0525 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000098> ----------------------00099> IMPERVIOUS PERVIOUS (i)00100> Surface Area (ha)= .05 .0000101> Dep. Storage (mm)= 2.00 5.0000102> Average Slope (%)= 2.00 2.0000103> Length (m)= 30.00 30.0000104> Mannings n = .013 .25000105> 00106> Max.eff.Inten.(mm/hr)= 25.02 13.5900107> over (min) 2.00 15.0000108> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00109> Unit Hyd. Tpeak (min)= 2.00 15.0000110> Unit Hyd. peak (cms)= .61 .0800111> *TOTALS*00112> PEAK FLOW (cms)= .00 .00 .003 (iii)00113> TIME TO PEAK (hrs)= 4.82 5.30 5.25000114> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400115> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000116> RUNOFF COEFFICIENT = .96 .40 .95200117> 00118> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00119> CN* = 80.0 Ia = Dep. Storage (Above)00120> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00121> THAN THE STORAGE COEFFICIENT.00122> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00123> 00124> --------------------------------------------------------------------------------00125> 001:0004------------------------------------------------------------------------00126> *#-----------------|-----------------------------------------------------------|00127> ---------------------00128> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00129> | IN>05:(0525 ) |00130> | OUT<06:(0530 ) | ========= OUTLFOW STORAGE TABLE =========00131> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00132> (cms) (ha.m.) | (cms) (ha.m.)00133> .000 .0000E+00 | .004 .3800E-0200134> .002 .1300E-02 | .006 .5000E-0200135> .003 .2500E-02 | .000 .0000E+00

00136> 00137> ROUTING RESULTS AREA QPEAK TPEAK R.V.00138> -------------------- (ha) (cms) (hrs) (mm)00139> INFLOW >05: (0525 ) .05 .003 5.250 51.76400140> OUTFLOW<06: (0530 ) .05 .002 5.300 51.76300141> OVERFLOW<07: (0040OV) .00 .000 .000 .00000142> 00143> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000144> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000145> PERCENTAGE OF TIME OVERFLOWING (%)= .0000146> 00147> 00148> PEAK FLOW REDUCTION [Qout/Qin](%)= 52.29500149> TIME SHIFT OF PEAK FLOW (min)= 3.0000150> MAXIMUM STORAGE USED (ha.m.)=.1169E-0200151> 00152> --------------------------------------------------------------------------------00153> 001:0005------------------------------------------------------------------------00154> ----------------------00155> | CALIB STANDHYD | Area (ha)= .0300156> | 08:0524 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000157> ----------------------00158> IMPERVIOUS PERVIOUS (i)00159> Surface Area (ha)= .03 .0000160> Dep. Storage (mm)= 2.00 5.0000161> Average Slope (%)= 2.00 2.0000162> Length (m)= 30.00 30.0000163> Mannings n = .013 .25000164> 00165> Max.eff.Inten.(mm/hr)= 25.02 13.5900166> over (min) 2.00 15.0000167> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00168> Unit Hyd. Tpeak (min)= 2.00 15.0000169> Unit Hyd. peak (cms)= .61 .0800170> *TOTALS*00171> PEAK FLOW (cms)= .00 .00 .002 (iii)00172> TIME TO PEAK (hrs)= 4.82 5.30 5.25000173> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400174> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000175> RUNOFF COEFFICIENT = .96 .40 .95200176> 00177> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00178> CN* = 80.0 Ia = Dep. Storage (Above)00179> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00180> THAN THE STORAGE COEFFICIENT.00181> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00182> 00183> --------------------------------------------------------------------------------00184> 001:0006------------------------------------------------------------------------00185> *#-----------------|-----------------------------------------------------------|00186> ---------------------00187> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00188> | IN>08:(0524 ) |00189> | OUT<09:(0529 ) | ========= OUTLFOW STORAGE TABLE =========00190> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00191> (cms) (ha.m.) | (cms) (ha.m.)00192> .000 .0000E+00 | .004 .2200E-0200193> .002 .8000E-03 | .006 .3000E-0200194> .003 .1500E-02 | .000 .0000E+0000195> 00196> ROUTING RESULTS AREA QPEAK TPEAK R.V.00197> -------------------- (ha) (cms) (hrs) (mm)00198> INFLOW >08: (0524 ) .03 .002 5.250 51.76400199> OUTFLOW<09: (0529 ) .03 .001 5.283 51.76300200> OVERFLOW<07: (0040OV) .00 .000 .000 .00000201> 00202> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000203> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000204> PERCENTAGE OF TIME OVERFLOWING (%)= .0000205> 00206> 00207> PEAK FLOW REDUCTION [Qout/Qin](%)= 58.82500208> TIME SHIFT OF PEAK FLOW (min)= 2.0000209> MAXIMUM STORAGE USED (ha.m.)=.6475E-0300210> 00211> --------------------------------------------------------------------------------00212> 001:0007------------------------------------------------------------------------00213> ------------------------00214> | ADD HYD (0533 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00215> ------------------------ (ha) (cms) (hrs) (mm) (cms)00216> ID1 09:0529 .03 .001 5.28 51.76 .000 00217> +ID2 06:0530 .05 .002 5.30 51.76 .000 00218> ===========================================================00219> SUM 10:0533 .08 .003 5.28 51.76 .000 00220> 00221> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00222> 00223> --------------------------------------------------------------------------------00224> 001:0008------------------------------------------------------------------------00225> ----------------------00226> | CALIB STANDHYD | Area (ha)= .0500227> | 01:0522 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000228> ----------------------00229> IMPERVIOUS PERVIOUS (i)00230> Surface Area (ha)= .05 .0000231> Dep. Storage (mm)= 2.00 5.0000232> Average Slope (%)= 2.00 2.0000233> Length (m)= 30.00 30.0000234> Mannings n = .013 .25000235> 00236> Max.eff.Inten.(mm/hr)= 25.02 13.5900237> over (min) 2.00 15.0000238> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00239> Unit Hyd. Tpeak (min)= 2.00 15.0000240> Unit Hyd. peak (cms)= .61 .0800241> *TOTALS*00242> PEAK FLOW (cms)= .00 .00 .003 (iii)00243> TIME TO PEAK (hrs)= 4.82 5.30 5.25000244> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400245> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000246> RUNOFF COEFFICIENT = .96 .40 .95200247> 00248> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00249> CN* = 80.0 Ia = Dep. Storage (Above)00250> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00251> THAN THE STORAGE COEFFICIENT.00252> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00253> 00254> --------------------------------------------------------------------------------00255> 001:0009------------------------------------------------------------------------00256> *#-----------------|-----------------------------------------------------------|00257> ---------------------00258> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00259> | IN>01:(0522 ) |00260> | OUT<02:(0527 ) | ========= OUTLFOW STORAGE TABLE =========00261> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00262> (cms) (ha.m.) | (cms) (ha.m.)00263> .000 .0000E+00 | .004 .3700E-0200264> .002 .1200E-02 | .006 .5000E-0200265> .003 .2500E-02 | .000 .0000E+0000266> 00267> ROUTING RESULTS AREA QPEAK TPEAK R.V.00268> -------------------- (ha) (cms) (hrs) (mm)00269> INFLOW >01: (0522 ) .05 .003 5.250 51.76400270> OUTFLOW<02: (0527 ) .05 .002 5.300 51.763



00271> OVERFLOW<03: (0040OV) .00 .000 .000 .00000272> 00273> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000274> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000275> PERCENTAGE OF TIME OVERFLOWING (%)= .0000276> 00277> 00278> PEAK FLOW REDUCTION [Qout/Qin](%)= 45.54300279> TIME SHIFT OF PEAK FLOW (min)= 3.0000280> MAXIMUM STORAGE USED (ha.m.)=.1257E-0200281> 00282> --------------------------------------------------------------------------------00283> 001:0010------------------------------------------------------------------------00284> ----------------------00285> | CALIB STANDHYD | Area (ha)= .1600286> | 04:0523 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000287> ----------------------00288> IMPERVIOUS PERVIOUS (i)00289> Surface Area (ha)= .16 .0000290> Dep. Storage (mm)= 2.00 5.0000291> Average Slope (%)= 2.00 2.0000292> Length (m)= 30.00 30.0000293> Mannings n = .013 .25000294> 00295> Max.eff.Inten.(mm/hr)= 25.02 13.5900296> over (min) 2.00 15.0000297> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00298> Unit Hyd. Tpeak (min)= 2.00 15.0000299> Unit Hyd. peak (cms)= .61 .0800300> *TOTALS*00301> PEAK FLOW (cms)= .01 .00 .011 (iii)00302> TIME TO PEAK (hrs)= 4.82 5.30 5.25000303> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400304> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000305> RUNOFF COEFFICIENT = .96 .40 .95200306> 00307> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00308> CN* = 80.0 Ia = Dep. Storage (Above)00309> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00310> THAN THE STORAGE COEFFICIENT.00311> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00312> 00313> --------------------------------------------------------------------------------00314> 001:0011------------------------------------------------------------------------00315> *#-----------------|-----------------------------------------------------------|00316> ---------------------00317> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00318> | IN>04:(0523 ) |00319> | OUT<05:(0528 ) | ========= OUTLFOW STORAGE TABLE =========00320> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00321> (cms) (ha.m.) | (cms) (ha.m.)00322> .000 .0000E+00 | .009 .1200E-0100323> .003 .4000E-02 | .012 .1600E-0100324> .006 .8000E-02 | .000 .0000E+0000325> 00326> ROUTING RESULTS AREA QPEAK TPEAK R.V.00327> -------------------- (ha) (cms) (hrs) (mm)00328> INFLOW >04: (0523 ) .16 .011 5.250 51.76400329> OUTFLOW<05: (0528 ) .16 .003 5.367 51.76300330> OVERFLOW<06: (0040OV) .00 .000 .000 .00000331> 00332> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000333> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000334> PERCENTAGE OF TIME OVERFLOWING (%)= .0000335> 00336> 00337> PEAK FLOW REDUCTION [Qout/Qin](%)= 31.45600338> TIME SHIFT OF PEAK FLOW (min)= 7.0000339> MAXIMUM STORAGE USED (ha.m.)=.4614E-0200340> 00341> --------------------------------------------------------------------------------00342> 001:0012------------------------------------------------------------------------00343> ------------------------00344> | ADD HYD (0532 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00345> ------------------------ (ha) (cms) (hrs) (mm) (cms)00346> ID1 02:0527 .05 .002 5.30 51.76 .000 00347> +ID2 05:0528 .16 .003 5.37 51.76 .000 00348> ===========================================================00349> SUM 07:0532 .21 .005 5.33 51.76 .000 00350> 00351> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00352> 00353> --------------------------------------------------------------------------------00354> 001:0013------------------------------------------------------------------------00355> ------------------------00356> | ADD HYD (0534 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00357> ------------------------ (ha) (cms) (hrs) (mm) (cms)00358> ID1 07:0532 .21 .005 5.33 51.76 .000 00359> +ID2 10:0533 .08 .003 5.28 51.76 .000 00360> ===========================================================00361> SUM 08:0534 .29 .008 5.30 51.76 .000 00362> 00363> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00364> 00365> --------------------------------------------------------------------------------00366> 001:0014------------------------------------------------------------------------00367> ----------------------00368> | CALIB STANDHYD | Area (ha)= .2100369> | 02:0526 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000370> ----------------------00371> IMPERVIOUS PERVIOUS (i)00372> Surface Area (ha)= .21 .0000373> Dep. Storage (mm)= 2.00 5.0000374> Average Slope (%)= 2.00 2.0000375> Length (m)= 30.00 30.0000376> Mannings n = .013 .25000377> 00378> Max.eff.Inten.(mm/hr)= 25.02 13.5900379> over (min) 2.00 15.0000380> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00381> Unit Hyd. Tpeak (min)= 2.00 15.0000382> Unit Hyd. peak (cms)= .61 .0800383> *TOTALS*00384> PEAK FLOW (cms)= .01 .00 .014 (iii)00385> TIME TO PEAK (hrs)= 4.82 5.30 5.25000386> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400387> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000388> RUNOFF COEFFICIENT = .96 .40 .95200389> 00390> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00391> CN* = 80.0 Ia = Dep. Storage (Above)00392> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00393> THAN THE STORAGE COEFFICIENT.00394> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00395> 00396> --------------------------------------------------------------------------------00397> 001:0015------------------------------------------------------------------------00398> *#-----------------|-----------------------------------------------------------|00399> ---------------------00400> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00401> | IN>02:(0526 ) |00402> | OUT<03:(0531 ) | ========= OUTLFOW STORAGE TABLE =========00403> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00404> (cms) (ha.m.) | (cms) (ha.m.)00405> .000 .0000E+00 | .009 .1580E-01

00406> .003 .5300E-02 | .012 .2100E-0100407> .006 .1050E-01 | .000 .0000E+0000408> 00409> ROUTING RESULTS AREA QPEAK TPEAK R.V.00410> -------------------- (ha) (cms) (hrs) (mm)00411> INFLOW >02: (0526 ) .21 .014 5.250 51.76400412> OUTFLOW<03: (0531 ) .21 .004 6.267 51.76300413> OVERFLOW<04: (0040OV) .00 .000 .000 .00000414> 00415> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000416> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000417> PERCENTAGE OF TIME OVERFLOWING (%)= .0000418> 00419> 00420> PEAK FLOW REDUCTION [Qout/Qin](%)= 25.75300421> TIME SHIFT OF PEAK FLOW (min)= 61.0000422> MAXIMUM STORAGE USED (ha.m.)=.6546E-0200423> 00424> --------------------------------------------------------------------------------00425> 001:0016------------------------------------------------------------------------00426> ------------------------00427> | ADD HYD (0535 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00428> ------------------------ (ha) (cms) (hrs) (mm) (cms)00429> ID1 08:0534 .29 .008 5.30 51.76 .000 00430> +ID2 03:0531 .21 .004 6.27 51.76 .000 00431> ===========================================================00432> SUM 09:0535 .50 .012 5.32 51.76 .000 00433> 00434> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00435> 00436> --------------------------------------------------------------------------------00437> 001:0017------------------------------------------------------------------------00438> ----------------------00439> | CALIB STANDHYD | Area (ha)= .1400440> | 01:0505 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000441> ----------------------00442> IMPERVIOUS PERVIOUS (i)00443> Surface Area (ha)= .14 .0000444> Dep. Storage (mm)= 2.00 5.0000445> Average Slope (%)= 2.00 2.0000446> Length (m)= 30.00 30.0000447> Mannings n = .013 .25000448> 00449> Max.eff.Inten.(mm/hr)= 25.02 13.5900450> over (min) 2.00 15.0000451> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00452> Unit Hyd. Tpeak (min)= 2.00 15.0000453> Unit Hyd. peak (cms)= .61 .0800454> *TOTALS*00455> PEAK FLOW (cms)= .01 .00 .010 (iii)00456> TIME TO PEAK (hrs)= 4.82 5.30 5.25000457> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400458> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000459> RUNOFF COEFFICIENT = .96 .40 .95200460> 00461> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00462> CN* = 80.0 Ia = Dep. Storage (Above)00463> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00464> THAN THE STORAGE COEFFICIENT.00465> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00466> 00467> --------------------------------------------------------------------------------00468> 001:0018------------------------------------------------------------------------00469> *#-----------------|-----------------------------------------------------------|00470> ---------------------00471> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00472> | IN>01:(0505 ) |00473> | OUT<02:(0506 ) | ========= OUTLFOW STORAGE TABLE =========00474> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00475> (cms) (ha.m.) | (cms) (ha.m.)00476> .000 .0000E+00 | .007 .1050E-0100477> .002 .3500E-02 | .009 .1400E-0100478> .004 .7000E-02 | .000 .0000E+0000479> 00480> ROUTING RESULTS AREA QPEAK TPEAK R.V.00481> -------------------- (ha) (cms) (hrs) (mm)00482> INFLOW >01: (0505 ) .14 .010 5.250 51.76400483> OUTFLOW<02: (0506 ) .14 .002 6.267 51.76300484> OVERFLOW<03: (0040OV) .00 .000 .000 .00000485> 00486> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000487> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000488> PERCENTAGE OF TIME OVERFLOWING (%)= .0000489> 00490> 00491> PEAK FLOW REDUCTION [Qout/Qin](%)= 25.84500492> TIME SHIFT OF PEAK FLOW (min)= 61.0000493> MAXIMUM STORAGE USED (ha.m.)=.4354E-0200494> 00495> --------------------------------------------------------------------------------00496> 001:0019------------------------------------------------------------------------00497> ------------------------00498> | ADD HYD (0059 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00499> ------------------------ (ha) (cms) (hrs) (mm) (cms)00500> ID1 09:0535 .50 .012 5.32 51.76 .000 00501> +ID2 02:0506 .14 .002 6.27 51.76 .000 00502> ===========================================================00503> SUM 03:0059 .64 .014 5.33 51.76 .000 00504> 00505> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00506> 00507> --------------------------------------------------------------------------------00508> 001:0020------------------------------------------------------------------------00509> ----------------------00510> | CALIB STANDHYD | Area (ha)= 2.0000511> | 05:0033 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000512> ----------------------00513> IMPERVIOUS PERVIOUS (i)00514> Surface Area (ha)= 1.60 .4000515> Dep. Storage (mm)= 2.00 5.0000516> Average Slope (%)= 2.00 2.0000517> Length (m)= 30.00 30.0000518> Mannings n = .013 .25000519> 00520> Max.eff.Inten.(mm/hr)= 25.02 13.5900521> over (min) 2.00 15.0000522> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00523> Unit Hyd. Tpeak (min)= 2.00 15.0000524> Unit Hyd. peak (cms)= .61 .0800525> *TOTALS*00526> PEAK FLOW (cms)= .11 .01 .124 (iii)00527> TIME TO PEAK (hrs)= 4.82 5.30 5.25000528> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400529> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000530> RUNOFF COEFFICIENT = .96 .40 .85000531> 00532> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00533> CN* = 80.0 Ia = Dep. Storage (Above)00534> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00535> THAN THE STORAGE COEFFICIENT.00536> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00537> 00538> --------------------------------------------------------------------------------00539> 001:0021------------------------------------------------------------------------00540> *#-----------------|-----------------------------------------------------------|



00541> ------------------------00542> | ADD HYD (0536 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00543> ------------------------ (ha) (cms) (hrs) (mm) (cms)00544> ID1 03:0059 .64 .014 5.33 51.76 .000 00545> +ID2 05:0033 2.00 .124 5.25 46.22 .000 00546> ===========================================================00547> SUM 06:0536 2.64 .138 5.25 47.57 .000 00548> 00549> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00550> 00551> --------------------------------------------------------------------------------00552> 001:0022------------------------------------------------------------------------00553> ---------------------00554> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00555> | IN>06:(0536 ) |00556> | OUT<07:(0036 ) | ========= OUTLFOW STORAGE TABLE =========00557> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00558> (cms) (ha.m.) | (cms) (ha.m.)00559> .000 .0000E+00 | .266 .2710E-0100560> .254 .9500E-02 | .272 .6800E-0100561> .260 .1170E-01 | .000 .0000E+0000562> 00563> ROUTING RESULTS AREA QPEAK TPEAK R.V.00564> -------------------- (ha) (cms) (hrs) (mm)00565> INFLOW >06: (0536 ) 2.64 .138 5.250 47.56700566> OUTFLOW<07: (0036 ) 2.64 .136 5.250 47.56700567> OVERFLOW<08: (0040OV) .00 .000 .000 .00000568> 00569> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000570> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000571> PERCENTAGE OF TIME OVERFLOWING (%)= .0000572> 00573> 00574> PEAK FLOW REDUCTION [Qout/Qin](%)= 98.64800575> TIME SHIFT OF PEAK FLOW (min)= .0000576> MAXIMUM STORAGE USED (ha.m.)=.5095E-0200577> 00578> --------------------------------------------------------------------------------00579> 001:0023------------------------------------------------------------------------00580> ----------------------00581> | CALIB STANDHYD | Area (ha)= .6300582> | 01:0538 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000583> ----------------------00584> IMPERVIOUS PERVIOUS (i)00585> Surface Area (ha)= .50 .1300586> Dep. Storage (mm)= 2.00 5.0000587> Average Slope (%)= 2.00 2.0000588> Length (m)= 30.00 30.0000589> Mannings n = .013 .25000590> 00591> Max.eff.Inten.(mm/hr)= 25.02 13.5900592> over (min) 2.00 15.0000593> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00594> Unit Hyd. Tpeak (min)= 2.00 15.0000595> Unit Hyd. peak (cms)= .61 .0800596> *TOTALS*00597> PEAK FLOW (cms)= .04 .00 .039 (iii)00598> TIME TO PEAK (hrs)= 4.82 5.30 5.25000599> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400600> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000601> RUNOFF COEFFICIENT = .96 .40 .85000602> 00603> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00604> CN* = 80.0 Ia = Dep. Storage (Above)00605> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00606> THAN THE STORAGE COEFFICIENT.00607> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00608> 00609> --------------------------------------------------------------------------------00610> 001:0024------------------------------------------------------------------------00611> *#-----------------|-----------------------------------------------------------|00612> ------------------------00613> | ADD HYD (0537 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00614> ------------------------ (ha) (cms) (hrs) (mm) (cms)00615> ID1 07:0036 2.64 .136 5.25 47.57 .000 00616> +ID2 01:0538 .63 .039 5.25 46.22 .000 00617> ===========================================================00618> SUM 09:0537 3.27 .175 5.25 47.31 .000 00619> 00620> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00621> 00622> --------------------------------------------------------------------------------00623> 001:0025------------------------------------------------------------------------00624> ----------------------00625> | CALIB STANDHYD | Area (ha)= .2300626> | 02:0510 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000627> ----------------------00628> IMPERVIOUS PERVIOUS (i)00629> Surface Area (ha)= .18 .0500630> Dep. Storage (mm)= 2.00 5.0000631> Average Slope (%)= 2.00 2.0000632> Length (m)= 30.00 30.0000633> Mannings n = .013 .25000634> 00635> Max.eff.Inten.(mm/hr)= 25.02 13.5900636> over (min) 2.00 15.0000637> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00638> Unit Hyd. Tpeak (min)= 2.00 15.0000639> Unit Hyd. peak (cms)= .61 .0800640> *TOTALS*00641> PEAK FLOW (cms)= .01 .00 .014 (iii)00642> TIME TO PEAK (hrs)= 4.82 5.30 5.25000643> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400644> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000645> RUNOFF COEFFICIENT = .96 .40 .85000646> 00647> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00648> CN* = 80.0 Ia = Dep. Storage (Above)00649> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00650> THAN THE STORAGE COEFFICIENT.00651> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00652> 00653> --------------------------------------------------------------------------------00654> 001:0026------------------------------------------------------------------------00655> *#-----------------|-----------------------------------------------------------|00656> ----------------------00657> | CALIB STANDHYD | Area (ha)= 1.0900658> | 03:0035 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000659> ----------------------00660> IMPERVIOUS PERVIOUS (i)00661> Surface Area (ha)= 1.07 .0200662> Dep. Storage (mm)= 2.00 5.0000663> Average Slope (%)= 2.00 2.0000664> Length (m)= 30.00 30.0000665> Mannings n = .013 .25000666> 00667> Max.eff.Inten.(mm/hr)= 25.02 13.5900668> over (min) 2.00 15.0000669> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00670> Unit Hyd. Tpeak (min)= 2.00 15.0000671> Unit Hyd. peak (cms)= .61 .0800672> *TOTALS*00673> PEAK FLOW (cms)= .07 .00 .075 (iii)00674> TIME TO PEAK (hrs)= 4.82 5.30 5.25000675> RUNOFF VOLUME (mm)= 52.38 21.60 51.764

00676> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000677> RUNOFF COEFFICIENT = .96 .40 .95200678> 00679> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00680> CN* = 80.0 Ia = Dep. Storage (Above)00681> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00682> THAN THE STORAGE COEFFICIENT.00683> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00684> 00685> --------------------------------------------------------------------------------00686> 001:0027------------------------------------------------------------------------00687> *#-----------------|-----------------------------------------------------------|00688> ---------------------00689> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00690> | IN>03:(0035 ) |00691> | OUT<04:(0040 ) | ========= OUTLFOW STORAGE TABLE =========00692> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00693> (cms) (ha.m.) | (cms) (ha.m.)00694> .000 .0000E+00 | .034 .8190E-0100695> .011 .2730E-01 | .045 .1060E+0000696> .022 .5460E-01 | .000 .0000E+0000697> 00698> ROUTING RESULTS AREA QPEAK TPEAK R.V.00699> -------------------- (ha) (cms) (hrs) (mm)00700> INFLOW >03: (0035 ) 1.09 .075 5.250 51.76400701> OUTFLOW<04: (0040 ) 1.09 .015 6.300 51.76400702> OVERFLOW<05: (0040OV) .00 .000 .000 .00000703> 00704> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000705> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000706> PERCENTAGE OF TIME OVERFLOWING (%)= .0000707> 00708> 00709> PEAK FLOW REDUCTION [Qout/Qin](%)= 19.99900710> TIME SHIFT OF PEAK FLOW (min)= 63.0000711> MAXIMUM STORAGE USED (ha.m.)=.3720E-0100712> 00713> --------------------------------------------------------------------------------00714> 001:0028------------------------------------------------------------------------00715> ------------------------00716> | ADD HYD (0511 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00717> ------------------------ (ha) (cms) (hrs) (mm) (cms)00718> ID1 02:0510 .23 .014 5.25 46.22 .000 00719> +ID2 04:0040 1.09 .015 6.30 51.76 .000 00720> ===========================================================00721> SUM 06:0511 1.32 .028 5.25 50.80 .000 00722> 00723> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00724> 00725> --------------------------------------------------------------------------------00726> 001:0029------------------------------------------------------------------------00727> ------------------------00728> | ADD HYD (0515 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00729> ------------------------ (ha) (cms) (hrs) (mm) (cms)00730> ID1 06:0511 1.32 .028 5.25 50.80 .000 00731> +ID2 09:0537 3.27 .175 5.25 47.31 .000 00732> ===========================================================00733> SUM 10:0515 4.59 .203 5.25 48.31 .000 00734> 00735> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00736> 00737> --------------------------------------------------------------------------------00738> 001:0030------------------------------------------------------------------------00739> ----------------------00740> | CALIB STANDHYD | Area (ha)= .0600741> | 01:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000742> ----------------------00743> IMPERVIOUS PERVIOUS (i)00744> Surface Area (ha)= .06 .0000745> Dep. Storage (mm)= 2.00 5.0000746> Average Slope (%)= 2.00 2.0000747> Length (m)= 30.00 30.0000748> Mannings n = .013 .25000749> 00750> Max.eff.Inten.(mm/hr)= 25.02 13.5900751> over (min) 2.00 15.0000752> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00753> Unit Hyd. Tpeak (min)= 2.00 15.0000754> Unit Hyd. peak (cms)= .61 .0800755> *TOTALS*00756> PEAK FLOW (cms)= .00 .00 .004 (iii)00757> TIME TO PEAK (hrs)= 4.82 5.30 5.25000758> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400759> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000760> RUNOFF COEFFICIENT = .96 .40 .95200761> 00762> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00763> CN* = 80.0 Ia = Dep. Storage (Above)00764> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00765> THAN THE STORAGE COEFFICIENT.00766> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00767> 00768> --------------------------------------------------------------------------------00769> 001:0031------------------------------------------------------------------------00770> *#-----------------|-----------------------------------------------------------|00771> ---------------------00772> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00773> | IN>01:(0503 ) |00774> | OUT<02:(0047 ) | ========= OUTLFOW STORAGE TABLE =========00775> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00776> (cms) (ha.m.) | (cms) (ha.m.)00777> .000 .0000E+00 | .004 .4500E-0200778> .002 .1500E-02 | .006 .6000E-0200779> .003 .3000E-02 | .000 .0000E+0000780> 00781> ROUTING RESULTS AREA QPEAK TPEAK R.V.00782> -------------------- (ha) (cms) (hrs) (mm)00783> INFLOW >01: (0503 ) .06 .004 5.250 51.76400784> OUTFLOW<02: (0047 ) .06 .002 5.300 51.76300785> OVERFLOW<03: (0040OV) .00 .000 .000 .00000786> 00787> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000788> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000789> PERCENTAGE OF TIME OVERFLOWING (%)= .0000790> 00791> 00792> PEAK FLOW REDUCTION [Qout/Qin](%)= 47.71400793> TIME SHIFT OF PEAK FLOW (min)= 3.0000794> MAXIMUM STORAGE USED (ha.m.)=.1476E-0200795> 00796> --------------------------------------------------------------------------------00797> 001:0032------------------------------------------------------------------------00798> ----------------------00799> | CALIB STANDHYD | Area (ha)= .1100800> | 04:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000801> ----------------------00802> IMPERVIOUS PERVIOUS (i)00803> Surface Area (ha)= .11 .0000804> Dep. Storage (mm)= 2.00 5.0000805> Average Slope (%)= 2.00 2.0000806> Length (m)= 30.00 30.0000807> Mannings n = .013 .25000808> 00809> Max.eff.Inten.(mm/hr)= 25.02 13.5900810> over (min) 2.00 15.00



00811> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00812> Unit Hyd. Tpeak (min)= 2.00 15.0000813> Unit Hyd. peak (cms)= .61 .0800814> *TOTALS*00815> PEAK FLOW (cms)= .01 .00 .008 (iii)00816> TIME TO PEAK (hrs)= 4.82 5.30 5.25000817> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400818> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000819> RUNOFF COEFFICIENT = .96 .40 .95200820> 00821> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00822> CN* = 80.0 Ia = Dep. Storage (Above)00823> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00824> THAN THE STORAGE COEFFICIENT.00825> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00826> 00827> --------------------------------------------------------------------------------00828> 001:0033------------------------------------------------------------------------00829> *#-----------------|-----------------------------------------------------------|00830> ---------------------00831> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00832> | IN>04:(0503 ) |00833> | OUT<05:(0517 ) | ========= OUTLFOW STORAGE TABLE =========00834> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00835> (cms) (ha.m.) | (cms) (ha.m.)00836> .000 .0000E+00 | .007 .8300E-0200837> .002 .2800E-02 | .009 .1100E-0100838> .004 .5500E-02 | .000 .0000E+0000839> 00840> ROUTING RESULTS AREA QPEAK TPEAK R.V.00841> -------------------- (ha) (cms) (hrs) (mm)00842> INFLOW >04: (0503 ) .11 .008 5.250 51.76400843> OUTFLOW<05: (0517 ) .11 .002 5.383 51.76300844> OVERFLOW<06: (0040OV) .00 .000 .000 .00000845> 00846> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000847> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000848> PERCENTAGE OF TIME OVERFLOWING (%)= .0000849> 00850> 00851> PEAK FLOW REDUCTION [Qout/Qin](%)= 30.41500852> TIME SHIFT OF PEAK FLOW (min)= 8.0000853> MAXIMUM STORAGE USED (ha.m.)=.3206E-0200854> 00855> --------------------------------------------------------------------------------00856> 001:0034------------------------------------------------------------------------00857> ------------------------00858> | ADD HYD (0520 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00859> ------------------------ (ha) (cms) (hrs) (mm) (cms)00860> ID1 05:0517 .11 .002 5.38 51.76 .000 00861> +ID2 02:0047 .06 .002 5.30 51.76 .000 00862> ===========================================================00863> SUM 07:0520 .17 .004 5.32 51.76 .000 00864> 00865> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00866> 00867> --------------------------------------------------------------------------------00868> 001:0035------------------------------------------------------------------------00869> ----------------------00870> | CALIB STANDHYD | Area (ha)= .1200871> | 01:0518 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000872> ----------------------00873> IMPERVIOUS PERVIOUS (i)00874> Surface Area (ha)= .12 .0000875> Dep. Storage (mm)= 2.00 5.0000876> Average Slope (%)= 2.00 2.0000877> Length (m)= 30.00 30.0000878> Mannings n = .013 .25000879> 00880> Max.eff.Inten.(mm/hr)= 25.02 13.5900881> over (min) 2.00 15.0000882> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00883> Unit Hyd. Tpeak (min)= 2.00 15.0000884> Unit Hyd. peak (cms)= .61 .0800885> *TOTALS*00886> PEAK FLOW (cms)= .01 .00 .008 (iii)00887> TIME TO PEAK (hrs)= 4.82 5.30 5.25000888> RUNOFF VOLUME (mm)= 52.38 21.60 51.76400889> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000890> RUNOFF COEFFICIENT = .96 .40 .95200891> 00892> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00893> CN* = 80.0 Ia = Dep. Storage (Above)00894> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00895> THAN THE STORAGE COEFFICIENT.00896> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00897> 00898> --------------------------------------------------------------------------------00899> 001:0036------------------------------------------------------------------------00900> *#-----------------|-----------------------------------------------------------|00901> ---------------------00902> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00903> | IN>01:(0518 ) |00904> | OUT<02:(0519 ) | ========= OUTLFOW STORAGE TABLE =========00905> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00906> (cms) (ha.m.) | (cms) (ha.m.)00907> .000 .0000E+00 | .007 .9000E-0200908> .002 .3000E-02 | .009 .1200E-0100909> .004 .6000E-02 | .000 .0000E+0000910> 00911> ROUTING RESULTS AREA QPEAK TPEAK R.V.00912> -------------------- (ha) (cms) (hrs) (mm)00913> INFLOW >01: (0518 ) .12 .008 5.250 51.76400914> OUTFLOW<02: (0519 ) .12 .002 5.550 51.76300915> OVERFLOW<03: (0040OV) .00 .000 .000 .00000916> 00917> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000918> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000919> PERCENTAGE OF TIME OVERFLOWING (%)= .0000920> 00921> 00922> PEAK FLOW REDUCTION [Qout/Qin](%)= 28.68800923> TIME SHIFT OF PEAK FLOW (min)= 18.0000924> MAXIMUM STORAGE USED (ha.m.)=.3551E-0200925> 00926> --------------------------------------------------------------------------------00927> 001:0037------------------------------------------------------------------------00928> ----------------------00929> | CALIB STANDHYD | Area (ha)= .9300930> | 04:0032 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000931> ----------------------00932> IMPERVIOUS PERVIOUS (i)00933> Surface Area (ha)= .74 .1900934> Dep. Storage (mm)= 2.00 5.0000935> Average Slope (%)= 2.00 2.0000936> Length (m)= 30.00 30.0000937> Mannings n = .013 .25000938> 00939> Max.eff.Inten.(mm/hr)= 25.02 13.5900940> over (min) 2.00 15.0000941> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)00942> Unit Hyd. Tpeak (min)= 2.00 15.0000943> Unit Hyd. peak (cms)= .61 .0800944> *TOTALS*00945> PEAK FLOW (cms)= .05 .01 .058 (iii)

00946> TIME TO PEAK (hrs)= 4.82 5.30 5.25000947> RUNOFF VOLUME (mm)= 52.38 21.60 46.22400948> TOTAL RAINFALL (mm)= 54.38 54.38 54.38000949> RUNOFF COEFFICIENT = .96 .40 .85000950> 00951> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00952> CN* = 80.0 Ia = Dep. Storage (Above)00953> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00954> THAN THE STORAGE COEFFICIENT.00955> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00956> 00957> --------------------------------------------------------------------------------00958> 001:0038------------------------------------------------------------------------00959> *#-----------------|-----------------------------------------------------------|00960> ------------------------00961> | ADD HYD (0521 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00962> ------------------------ (ha) (cms) (hrs) (mm) (cms)00963> ID1 04:0032 .93 .058 5.25 46.22 .000 00964> +ID2 02:0519 .12 .002 5.55 51.76 .000 00965> ===========================================================00966> SUM 05:0521 1.05 .060 5.25 46.86 .000 00967> 00968> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00969> 00970> --------------------------------------------------------------------------------00971> 001:0039------------------------------------------------------------------------00972> ------------------------00973> | ADD HYD (0060 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00974> ------------------------ (ha) (cms) (hrs) (mm) (cms)00975> ID1 07:0520 .17 .004 5.32 51.76 .000 00976> +ID2 05:0521 1.05 .060 5.25 46.86 .000 00977> ===========================================================00978> SUM 08:0060 1.22 .064 5.25 47.54 .000 00979> 00980> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00981> 00982> --------------------------------------------------------------------------------00983> 001:0040------------------------------------------------------------------------00984> ---------------------00985> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00986> | IN>08:(0060 ) |00987> | OUT<09:(0504 ) | ========= OUTLFOW STORAGE TABLE =========00988> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00989> (cms) (ha.m.) | (cms) (ha.m.)00990> .000 .0000E+00 | .118 .1730E-0100991> .111 .6400E-02 | .121 .4250E-0100992> .114 .7700E-02 | .000 .0000E+0000993> 00994> ROUTING RESULTS AREA QPEAK TPEAK R.V.00995> -------------------- (ha) (cms) (hrs) (mm)00996> INFLOW >08: (0060 ) 1.22 .064 5.250 47.54100997> OUTFLOW<09: (0504 ) 1.22 .063 5.250 47.54100998> OVERFLOW<06: (0040OV) .00 .000 .000 .00000999> 01000> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001001> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001002> PERCENTAGE OF TIME OVERFLOWING (%)= .0001003> 01004> 01005> PEAK FLOW REDUCTION [Qout/Qin](%)= 97.70601006> TIME SHIFT OF PEAK FLOW (min)= .0001007> MAXIMUM STORAGE USED (ha.m.)=.3622E-0201008> 01009> --------------------------------------------------------------------------------01010> 001:0041------------------------------------------------------------------------01011> ----------------------01012> | CALIB STANDHYD | Area (ha)= 3.0001013> | 01:0508 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001014> ----------------------01015> IMPERVIOUS PERVIOUS (i)01016> Surface Area (ha)= 2.25 .7501017> Dep. Storage (mm)= 2.00 5.0001018> Average Slope (%)= 2.00 2.0001019> Length (m)= 30.00 30.0001020> Mannings n = .013 .25001021> 01022> Max.eff.Inten.(mm/hr)= 25.02 13.5901023> over (min) 2.00 15.0001024> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01025> Unit Hyd. Tpeak (min)= 2.00 15.0001026> Unit Hyd. peak (cms)= .61 .0801027> *TOTALS*01028> PEAK FLOW (cms)= .16 .02 .181 (iii)01029> TIME TO PEAK (hrs)= 4.82 5.30 5.25001030> RUNOFF VOLUME (mm)= 52.38 21.60 44.68501031> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001032> RUNOFF COEFFICIENT = .96 .40 .82201033> 01034> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01035> CN* = 80.0 Ia = Dep. Storage (Above)01036> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01037> THAN THE STORAGE COEFFICIENT.01038> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01039> 01040> --------------------------------------------------------------------------------01041> 001:0042------------------------------------------------------------------------01042> *#-----------------|-----------------------------------------------------------|01043> ------------------------01044> | ADD HYD (0509 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01045> ------------------------ (ha) (cms) (hrs) (mm) (cms)01046> ID1 09:0504 1.22 .063 5.25 47.54 .000 01047> +ID2 01:0508 3.00 .181 5.25 44.69 .000 01048> ===========================================================01049> SUM 02:0509 4.22 .243 5.25 45.51 .000 01050> 01051> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01052> 01053> --------------------------------------------------------------------------------01054> 001:0043------------------------------------------------------------------------01055> ----------------------01056> | CALIB STANDHYD | Area (ha)= 3.1601057> | 03:0502 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001058> ----------------------01059> IMPERVIOUS PERVIOUS (i)01060> Surface Area (ha)= 2.53 .6301061> Dep. Storage (mm)= 2.00 5.0001062> Average Slope (%)= 2.00 2.0001063> Length (m)= 30.00 30.0001064> Mannings n = .013 .25001065> 01066> Max.eff.Inten.(mm/hr)= 25.02 13.5901067> over (min) 2.00 15.0001068> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01069> Unit Hyd. Tpeak (min)= 2.00 15.0001070> Unit Hyd. peak (cms)= .61 .0801071> *TOTALS*01072> PEAK FLOW (cms)= .18 .02 .196 (iii)01073> TIME TO PEAK (hrs)= 4.82 5.30 5.25001074> RUNOFF VOLUME (mm)= 52.38 21.60 46.22401075> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001076> RUNOFF COEFFICIENT = .96 .40 .85001077> 01078> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01079> CN* = 80.0 Ia = Dep. Storage (Above)01080> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL



01081> THAN THE STORAGE COEFFICIENT.01082> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01083> 01084> --------------------------------------------------------------------------------01085> 001:0044------------------------------------------------------------------------01086> *#-----------------|-----------------------------------------------------------|01087> ---------------------01088> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01089> | IN>03:(0502 ) |01090> | OUT<04:(0019 ) | ========= OUTLFOW STORAGE TABLE =========01091> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01092> (cms) (ha.m.) | (cms) (ha.m.)01093> .000 .0000E+00 | .313 .5900E-0101094> .298 .1000E-01 | .321 .1735E+0001095> .306 .1590E-01 | .000 .0000E+0001096> 01097> ROUTING RESULTS AREA QPEAK TPEAK R.V.01098> -------------------- (ha) (cms) (hrs) (mm)01099> INFLOW >03: (0502 ) 3.16 .196 5.250 46.22401100> OUTFLOW<04: (0019 ) 3.16 .195 5.250 46.22401101> OVERFLOW<05: (0040OV) .00 .000 .000 .00001102> 01103> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001104> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001105> PERCENTAGE OF TIME OVERFLOWING (%)= .0001106> 01107> 01108> PEAK FLOW REDUCTION [Qout/Qin](%)= 99.29301109> TIME SHIFT OF PEAK FLOW (min)= .0001110> MAXIMUM STORAGE USED (ha.m.)=.6538E-0201111> 01112> --------------------------------------------------------------------------------01113> 001:0045------------------------------------------------------------------------01114> ------------------------01115> | ADD HYD (0061 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01116> ------------------------ (ha) (cms) (hrs) (mm) (cms)01117> ID1 02:0509 4.22 .243 5.25 45.51 .000 01118> +ID2 04:0019 3.16 .195 5.25 46.22 .000 01119> ===========================================================01120> SUM 06:0061 7.38 .438 5.25 45.82 .000 01121> 01122> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01123> 01124> --------------------------------------------------------------------------------01125> 001:0046------------------------------------------------------------------------01126> ----------------------01127> | CALIB STANDHYD | Area (ha)= 2.0001128> | 07:0002 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001129> ----------------------01130> IMPERVIOUS PERVIOUS (i)01131> Surface Area (ha)= 1.60 .4001132> Dep. Storage (mm)= 2.00 5.0001133> Average Slope (%)= 2.00 2.0001134> Length (m)= 30.00 30.0001135> Mannings n = .013 .25001136> 01137> Max.eff.Inten.(mm/hr)= 25.02 13.5901138> over (min) 2.00 15.0001139> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01140> Unit Hyd. Tpeak (min)= 2.00 15.0001141> Unit Hyd. peak (cms)= .61 .0801142> *TOTALS*01143> PEAK FLOW (cms)= .11 .01 .124 (iii)01144> TIME TO PEAK (hrs)= 4.82 5.30 5.25001145> RUNOFF VOLUME (mm)= 52.38 21.60 46.22401146> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001147> RUNOFF COEFFICIENT = .96 .40 .85001148> 01149> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01150> CN* = 80.0 Ia = Dep. Storage (Above)01151> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01152> THAN THE STORAGE COEFFICIENT.01153> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01154> 01155> --------------------------------------------------------------------------------01156> 001:0047------------------------------------------------------------------------01157> *#-----------------|-----------------------------------------------------------|01158> ------------------------01159> | ADD HYD (0052 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01160> ------------------------ (ha) (cms) (hrs) (mm) (cms)01161> ID1 06:0061 7.38 .438 5.25 45.82 .000 01162> +ID2 07:0002 2.00 .124 5.25 46.22 .000 01163> ===========================================================01164> SUM 08:0052 9.38 .562 5.25 45.90 .000 01165> 01166> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01167> 01168> --------------------------------------------------------------------------------01169> 001:0048------------------------------------------------------------------------01170> ------------------------01171> | ADD HYD (0057 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01172> ------------------------ (ha) (cms) (hrs) (mm) (cms)01173> ID1 08:0052 9.38 .562 5.25 45.90 .000 01174> +ID2 10:0515 4.59 .203 5.25 48.31 .000 01175> ===========================================================01176> SUM 09:0057 13.97 .765 5.25 46.69 .000 01177> 01178> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01179> 01180> --------------------------------------------------------------------------------01181> 001:0049------------------------------------------------------------------------01182> ----------------------01183> | CALIB STANDHYD | Area (ha)= 1.2901184> | 01:0540 DT= 1.00 | Total Imp(%)= 77.00 Dir. Conn.(%)= 77.0001185> ----------------------01186> IMPERVIOUS PERVIOUS (i)01187> Surface Area (ha)= .99 .3001188> Dep. Storage (mm)= 2.00 5.0001189> Average Slope (%)= 2.00 2.0001190> Length (m)= 30.00 30.0001191> Mannings n = .013 .25001192> 01193> Max.eff.Inten.(mm/hr)= 25.02 13.5901194> over (min) 2.00 15.0001195> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01196> Unit Hyd. Tpeak (min)= 2.00 15.0001197> Unit Hyd. peak (cms)= .61 .0801198> *TOTALS*01199> PEAK FLOW (cms)= .07 .01 .079 (iii)01200> TIME TO PEAK (hrs)= 4.82 5.30 5.25001201> RUNOFF VOLUME (mm)= 52.38 21.60 45.30101202> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001203> RUNOFF COEFFICIENT = .96 .40 .83301204> 01205> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01206> CN* = 80.0 Ia = Dep. Storage (Above)01207> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01208> THAN THE STORAGE COEFFICIENT.01209> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01210> 01211> --------------------------------------------------------------------------------01212> 001:0050------------------------------------------------------------------------01213> *#-----------------|-----------------------------------------------------------|01214> ------------------------01215> | ADD HYD (0541 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF

01216> ------------------------ (ha) (cms) (hrs) (mm) (cms)01217> ID1 01:0540 1.29 .079 5.25 45.30 .000 01218> +ID2 09:0057 13.97 .765 5.25 46.69 .000 01219> ===========================================================01220> SUM 02:0541 15.26 .844 5.25 46.58 .000 01221> 01222> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01223> 01224> --------------------------------------------------------------------------------01225> 001:0051------------------------------------------------------------------------01226> ----------------------01227> | CALIB STANDHYD | Area (ha)= .7401228> | 03:0513 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0001229> ----------------------01230> IMPERVIOUS PERVIOUS (i)01231> Surface Area (ha)= .73 .0101232> Dep. Storage (mm)= 2.00 5.0001233> Average Slope (%)= 2.00 2.0001234> Length (m)= 30.00 30.0001235> Mannings n = .013 .25001236> 01237> Max.eff.Inten.(mm/hr)= 25.02 13.5901238> over (min) 2.00 15.0001239> Storage Coeff. (min)= 1.75 (ii) 14.95 (ii)01240> Unit Hyd. Tpeak (min)= 2.00 15.0001241> Unit Hyd. peak (cms)= .61 .0801242> *TOTALS*01243> PEAK FLOW (cms)= .05 .00 .051 (iii)01244> TIME TO PEAK (hrs)= 4.82 5.30 5.25001245> RUNOFF VOLUME (mm)= 52.38 21.60 51.76401246> TOTAL RAINFALL (mm)= 54.38 54.38 54.38001247> RUNOFF COEFFICIENT = .96 .40 .95201248> 01249> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01250> CN* = 80.0 Ia = Dep. Storage (Above)01251> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01252> THAN THE STORAGE COEFFICIENT.01253> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01254> 01255> --------------------------------------------------------------------------------01256> 001:0052------------------------------------------------------------------------01257> *#-----------------|-----------------------------------------------------------|01258> ------------------------01259> | ADD HYD (0514 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01260> ------------------------ (ha) (cms) (hrs) (mm) (cms)01261> ID1 02:0541 15.26 .844 5.25 46.58 .000 01262> +ID2 03:0513 .74 .051 5.25 51.76 .000 01263> ===========================================================01264> SUM 04:0514 16.00 .895 5.25 46.82 .000 01265> 01266> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01267> 01268> --------------------------------------------------------------------------------01269> 001:0053------------------------------------------------------------------------01270> ---------------------01271> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01272> | IN>04:(0514 ) |01273> | OUT<05:(0041 ) | ========= OUTLFOW STORAGE TABLE =========01274> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01275> (cms) (ha.m.) | (cms) (ha.m.)01276> .000 .0000E+00 | .010 .3672E+0001277> .004 .4160E-01 | .011 .4326E+0001278> .005 .8730E-01 | .012 .4995E+0001279> .007 .1332E+00 | .244 .5699E+0001280> .008 .1919E+00 | .667 .6440E+0001281> .009 .2478E+00 | 1.212 .6909E+0001282> .009 .3065E+00 | .000 .0000E+0001283> 01284> ROUTING RESULTS AREA QPEAK TPEAK R.V.01285> -------------------- (ha) (cms) (hrs) (mm)01286> INFLOW >04: (0514 ) 16.00 .895 5.250 46.81601287> OUTFLOW<05: (0041 ) 16.00 .157 7.283 46.81301288> OVERFLOW<06: (0040OV) .00 .000 .000 .00001289> 01290> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001291> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001292> PERCENTAGE OF TIME OVERFLOWING (%)= .0001293> 01294> 01295> PEAK FLOW REDUCTION [Qout/Qin](%)= 17.51401296> TIME SHIFT OF PEAK FLOW (min)= 122.0001297> MAXIMUM STORAGE USED (ha.m.)=.5434E+0001298> 01299> --------------------------------------------------------------------------------01300> 001:0054------------------------------------------------------------------------01301> FINISH01302> --------------------------------------------------------------------------------01303> ********************************************************************************01304> WARNINGS / ERRORS / NOTES01305> -------------------------01306> Simulation ended on 2018-02-26 at 09:22:2801307> ================================================================================01308> 01309>

SWMHYMO Output File


.



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 4.0500006> S W W M M H H Y M M O O 9999 9999 Sept 201100007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 373701600009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> *******************************************************************************00012> ***************************** SWMHYMO Ver/4.05 ******************************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) 836-3884 *********00019> ********* Gatineau, Quebec: (819) 243-6858 *********00020> ********* E-Mail: [email protected] *********00021> *******************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++++ Licensed user: C.F. Crozier & Associates Inc. +++++++++00025> +++++++++ Collingwood SERIAL#:3737016 +++++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> *******************************************************************************00029> ********* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *********00030> ********* Maximum value for ID numbers : 10 *********00031> ********* Max. number of rainfall points: 105408 *********00032> ********* Max. number of flow points : 105408 *********00033> *******************************************************************************00034> 00035> 00036> ********************** D E T A I L E D O U T P U T **********************00037> *******************************************************************************00038> * DATE: 2018-02-26 TIME: 09:25:46 RUN COUNTER: 000024 *00039> *******************************************************************************00040> * Input filename: C:\Users\jormond\Desktop\POST2.dat *00041> * Output filename: C:\Users\jormond\Desktop\POST2.out *00042> * Summary filename: C:\Users\jormond\Desktop\POST2.sum *00043> * User comments: *00044> * 1:__________________________________________________________________________*00045> * 2:__________________________________________________________________________*00046> * 3:__________________________________________________________________________*00047> *******************************************************************************00048> 00049> --------------------------------------------------------------------------------00050> 001:0001------------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [160 Thompson] Project Number: [1250-4442] 00053> *# Date : 10-10-2017 00054> *# Modeller : [BS] 00055> *# Company : C.F. CROZIER & ASSOCIATES INC. 00056> *# License # : 3737016 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: C:\Users\jormond\Desktop\ 00060> -------------------- Rainfall dir.: C:\Users\jormond\Desktop\ 00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> --------------------------------------------------------------------------------00066> 001:0002------------------------------------------------------------------------00067> *#-----------------|-----------------------------------------------------------|00068> *#-----------------| POST-DEVELOPMENT CONDITIONS -------------------------------00069> *#-----------------|-----------------------------------------------------------|00070> *#-----------------|-----------------------------------------------------------|00071> *#-----------------| 25-YEAR/12 Hour Storm ------------------------------------|00072> *#-----------------|-----------------------------------------------------------|00073> --------------------00074> | READ STORM | Filename: 25 yr 12 hr 00075> | Ptotal= 73.10 mm| Comments: 25 yr 12 hr 00076> --------------------00077> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00078> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00079> .25 .000 | 3.50 4.390 | 6.75 5.120 | 10.00 .73000080> .50 .730 | 3.75 12.430 | 7.00 5.120 | 10.25 .73000081> .75 .730 | 4.00 12.430 | 7.25 5.120 | 10.50 .73000082> 1.00 .730 | 4.25 12.430 | 7.50 5.120 | 10.75 .73000083> 1.25 .730 | 4.50 12.430 | 7.75 2.920 | 11.00 .73000084> 1.50 .730 | 4.75 33.630 | 8.00 2.920 | 11.25 .73000085> 1.75 .730 | 5.00 33.630 | 8.25 2.920 | 11.50 .73000086> 2.00 .730 | 5.25 33.630 | 8.50 2.920 | 11.75 .73000087> 2.25 .730 | 5.50 33.630 | 8.75 1.460 | 12.00 .73000088> 2.50 .730 | 5.75 9.500 | 9.00 1.460 | 12.25 .73000089> 2.75 4.390 | 6.00 9.500 | 9.25 1.460 |00090> 3.00 4.390 | 6.25 9.500 | 9.50 1.460 |00091> 3.25 4.390 | 6.50 9.500 | 9.75 .730 |00092> 00093> --------------------------------------------------------------------------------00094> 001:0003------------------------------------------------------------------------00095> ----------------------00096> | CALIB STANDHYD | Area (ha)= .0500097> | 05:0525 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000098> ----------------------00099> IMPERVIOUS PERVIOUS (i)00100> Surface Area (ha)= .05 .0000101> Dep. Storage (mm)= 2.00 5.0000102> Average Slope (%)= 2.00 2.0000103> Length (m)= 30.00 30.0000104> Mannings n = .013 .25000105> 00106> Max.eff.Inten.(mm/hr)= 33.63 21.8200107> over (min) 2.00 12.0000108> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00109> Unit Hyd. Tpeak (min)= 2.00 12.0000110> Unit Hyd. peak (cms)= .65 .0900111> *TOTALS*00112> PEAK FLOW (cms)= .00 .00 .005 (iii)00113> TIME TO PEAK (hrs)= 4.80 5.53 5.50000114> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300115> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000116> RUNOFF COEFFICIENT = .97 .48 .96300117> 00118> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00119> CN* = 80.0 Ia = Dep. Storage (Above)00120> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00121> THAN THE STORAGE COEFFICIENT.00122> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00123> 00124> --------------------------------------------------------------------------------00125> 001:0004------------------------------------------------------------------------00126> *#-----------------|-----------------------------------------------------------|00127> ---------------------00128> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00129> | IN>05:(0525 ) |00130> | OUT<06:(0530 ) | ========= OUTLFOW STORAGE TABLE =========00131> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00132> (cms) (ha.m.) | (cms) (ha.m.)00133> .000 .0000E+00 | .004 .3800E-0200134> .002 .1300E-02 | .006 .5000E-0200135> .003 .2500E-02 | .000 .0000E+00

00136> 00137> ROUTING RESULTS AREA QPEAK TPEAK R.V.00138> -------------------- (ha) (cms) (hrs) (mm)00139> INFLOW >05: (0525 ) .05 .005 5.500 70.38300140> OUTFLOW<06: (0530 ) .05 .002 5.550 70.38100141> OVERFLOW<07: (0040OV) .00 .000 .000 .00000142> 00143> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000144> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000145> PERCENTAGE OF TIME OVERFLOWING (%)= .0000146> 00147> 00148> PEAK FLOW REDUCTION [Qout/Qin](%)= 48.52900149> TIME SHIFT OF PEAK FLOW (min)= 3.0000150> MAXIMUM STORAGE USED (ha.m.)=.1599E-0200151> 00152> --------------------------------------------------------------------------------00153> 001:0005------------------------------------------------------------------------00154> ----------------------00155> | CALIB STANDHYD | Area (ha)= .0300156> | 08:0524 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000157> ----------------------00158> IMPERVIOUS PERVIOUS (i)00159> Surface Area (ha)= .03 .0000160> Dep. Storage (mm)= 2.00 5.0000161> Average Slope (%)= 2.00 2.0000162> Length (m)= 30.00 30.0000163> Mannings n = .013 .25000164> 00165> Max.eff.Inten.(mm/hr)= 33.63 21.8200166> over (min) 2.00 12.0000167> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00168> Unit Hyd. Tpeak (min)= 2.00 12.0000169> Unit Hyd. peak (cms)= .65 .0900170> *TOTALS*00171> PEAK FLOW (cms)= .00 .00 .003 (iii)00172> TIME TO PEAK (hrs)= 4.78 5.53 5.50000173> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300174> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000175> RUNOFF COEFFICIENT = .97 .48 .96300176> 00177> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00178> CN* = 80.0 Ia = Dep. Storage (Above)00179> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00180> THAN THE STORAGE COEFFICIENT.00181> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00182> 00183> --------------------------------------------------------------------------------00184> 001:0006------------------------------------------------------------------------00185> *#-----------------|-----------------------------------------------------------|00186> ---------------------00187> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00188> | IN>08:(0524 ) |00189> | OUT<09:(0529 ) | ========= OUTLFOW STORAGE TABLE =========00190> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00191> (cms) (ha.m.) | (cms) (ha.m.)00192> .000 .0000E+00 | .004 .2200E-0200193> .002 .8000E-03 | .006 .3000E-0200194> .003 .1500E-02 | .000 .0000E+0000195> 00196> ROUTING RESULTS AREA QPEAK TPEAK R.V.00197> -------------------- (ha) (cms) (hrs) (mm)00198> INFLOW >08: (0524 ) .03 .003 5.500 70.38300199> OUTFLOW<09: (0529 ) .03 .002 5.533 70.38100200> OVERFLOW<07: (0040OV) .00 .000 .000 .00000201> 00202> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000203> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000204> PERCENTAGE OF TIME OVERFLOWING (%)= .0000205> 00206> 00207> PEAK FLOW REDUCTION [Qout/Qin](%)= 59.80700208> TIME SHIFT OF PEAK FLOW (min)= 2.0000209> MAXIMUM STORAGE USED (ha.m.)=.8759E-0300210> 00211> --------------------------------------------------------------------------------00212> 001:0007------------------------------------------------------------------------00213> ------------------------00214> | ADD HYD (0533 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00215> ------------------------ (ha) (cms) (hrs) (mm) (cms)00216> ID1 09:0529 .03 .002 5.53 70.38 .000 00217> +ID2 06:0530 .05 .002 5.55 70.38 .000 00218> ===========================================================00219> SUM 10:0533 .08 .004 5.53 70.38 .000 00220> 00221> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00222> 00223> --------------------------------------------------------------------------------00224> 001:0008------------------------------------------------------------------------00225> ----------------------00226> | CALIB STANDHYD | Area (ha)= .0500227> | 01:0522 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000228> ----------------------00229> IMPERVIOUS PERVIOUS (i)00230> Surface Area (ha)= .05 .0000231> Dep. Storage (mm)= 2.00 5.0000232> Average Slope (%)= 2.00 2.0000233> Length (m)= 30.00 30.0000234> Mannings n = .013 .25000235> 00236> Max.eff.Inten.(mm/hr)= 33.63 21.8200237> over (min) 2.00 12.0000238> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00239> Unit Hyd. Tpeak (min)= 2.00 12.0000240> Unit Hyd. peak (cms)= .65 .0900241> *TOTALS*00242> PEAK FLOW (cms)= .00 .00 .005 (iii)00243> TIME TO PEAK (hrs)= 4.80 5.53 5.50000244> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300245> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000246> RUNOFF COEFFICIENT = .97 .48 .96300247> 00248> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00249> CN* = 80.0 Ia = Dep. Storage (Above)00250> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00251> THAN THE STORAGE COEFFICIENT.00252> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00253> 00254> --------------------------------------------------------------------------------00255> 001:0009------------------------------------------------------------------------00256> *#-----------------|-----------------------------------------------------------|00257> ---------------------00258> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00259> | IN>01:(0522 ) |00260> | OUT<02:(0527 ) | ========= OUTLFOW STORAGE TABLE =========00261> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00262> (cms) (ha.m.) | (cms) (ha.m.)00263> .000 .0000E+00 | .004 .3700E-0200264> .002 .1200E-02 | .006 .5000E-0200265> .003 .2500E-02 | .000 .0000E+0000266> 00267> ROUTING RESULTS AREA QPEAK TPEAK R.V.00268> -------------------- (ha) (cms) (hrs) (mm)00269> INFLOW >01: (0522 ) .05 .005 5.500 70.38300270> OUTFLOW<02: (0527 ) .05 .002 5.550 70.381



00271> OVERFLOW<03: (0040OV) .00 .000 .000 .00000272> 00273> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000274> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000275> PERCENTAGE OF TIME OVERFLOWING (%)= .0000276> 00277> 00278> PEAK FLOW REDUCTION [Qout/Qin](%)= 45.10600279> TIME SHIFT OF PEAK FLOW (min)= 3.0000280> MAXIMUM STORAGE USED (ha.m.)=.1711E-0200281> 00282> --------------------------------------------------------------------------------00283> 001:0010------------------------------------------------------------------------00284> ----------------------00285> | CALIB STANDHYD | Area (ha)= .1600286> | 04:0523 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000287> ----------------------00288> IMPERVIOUS PERVIOUS (i)00289> Surface Area (ha)= .16 .0000290> Dep. Storage (mm)= 2.00 5.0000291> Average Slope (%)= 2.00 2.0000292> Length (m)= 30.00 30.0000293> Mannings n = .013 .25000294> 00295> Max.eff.Inten.(mm/hr)= 33.63 21.8200296> over (min) 2.00 12.0000297> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00298> Unit Hyd. Tpeak (min)= 2.00 12.0000299> Unit Hyd. peak (cms)= .65 .0900300> *TOTALS*00301> PEAK FLOW (cms)= .01 .00 .015 (iii)00302> TIME TO PEAK (hrs)= 4.83 5.53 5.50000303> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300304> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000305> RUNOFF COEFFICIENT = .97 .48 .96300306> 00307> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00308> CN* = 80.0 Ia = Dep. Storage (Above)00309> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00310> THAN THE STORAGE COEFFICIENT.00311> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00312> 00313> --------------------------------------------------------------------------------00314> 001:0011------------------------------------------------------------------------00315> *#-----------------|-----------------------------------------------------------|00316> ---------------------00317> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00318> | IN>04:(0523 ) |00319> | OUT<05:(0528 ) | ========= OUTLFOW STORAGE TABLE =========00320> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00321> (cms) (ha.m.) | (cms) (ha.m.)00322> .000 .0000E+00 | .009 .1200E-0100323> .003 .4000E-02 | .012 .1600E-0100324> .006 .8000E-02 | .000 .0000E+0000325> 00326> ROUTING RESULTS AREA QPEAK TPEAK R.V.00327> -------------------- (ha) (cms) (hrs) (mm)00328> INFLOW >04: (0523 ) .16 .015 5.500 70.38300329> OUTFLOW<05: (0528 ) .16 .005 5.600 70.38200330> OVERFLOW<06: (0040OV) .00 .000 .000 .00000331> 00332> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000333> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000334> PERCENTAGE OF TIME OVERFLOWING (%)= .0000335> 00336> 00337> PEAK FLOW REDUCTION [Qout/Qin](%)= 31.77100338> TIME SHIFT OF PEAK FLOW (min)= 6.0000339> MAXIMUM STORAGE USED (ha.m.)=.6280E-0200340> 00341> --------------------------------------------------------------------------------00342> 001:0012------------------------------------------------------------------------00343> ------------------------00344> | ADD HYD (0532 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00345> ------------------------ (ha) (cms) (hrs) (mm) (cms)00346> ID1 02:0527 .05 .002 5.55 70.38 .000 00347> +ID2 05:0528 .16 .005 5.60 70.38 .000 00348> ===========================================================00349> SUM 07:0532 .21 .007 5.57 70.38 .000 00350> 00351> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00352> 00353> --------------------------------------------------------------------------------00354> 001:0013------------------------------------------------------------------------00355> ------------------------00356> | ADD HYD (0534 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00357> ------------------------ (ha) (cms) (hrs) (mm) (cms)00358> ID1 07:0532 .21 .007 5.57 70.38 .000 00359> +ID2 10:0533 .08 .004 5.53 70.38 .000 00360> ===========================================================00361> SUM 08:0534 .29 .011 5.55 70.38 .000 00362> 00363> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00364> 00365> --------------------------------------------------------------------------------00366> 001:0014------------------------------------------------------------------------00367> ----------------------00368> | CALIB STANDHYD | Area (ha)= .2100369> | 02:0526 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000370> ----------------------00371> IMPERVIOUS PERVIOUS (i)00372> Surface Area (ha)= .21 .0000373> Dep. Storage (mm)= 2.00 5.0000374> Average Slope (%)= 2.00 2.0000375> Length (m)= 30.00 30.0000376> Mannings n = .013 .25000377> 00378> Max.eff.Inten.(mm/hr)= 33.63 21.8200379> over (min) 2.00 12.0000380> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00381> Unit Hyd. Tpeak (min)= 2.00 12.0000382> Unit Hyd. peak (cms)= .65 .0900383> *TOTALS*00384> PEAK FLOW (cms)= .02 .00 .019 (iii)00385> TIME TO PEAK (hrs)= 4.83 5.53 5.50000386> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300387> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000388> RUNOFF COEFFICIENT = .97 .48 .96300389> 00390> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00391> CN* = 80.0 Ia = Dep. Storage (Above)00392> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00393> THAN THE STORAGE COEFFICIENT.00394> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00395> 00396> --------------------------------------------------------------------------------00397> 001:0015------------------------------------------------------------------------00398> *#-----------------|-----------------------------------------------------------|00399> ---------------------00400> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00401> | IN>02:(0526 ) |00402> | OUT<03:(0531 ) | ========= OUTLFOW STORAGE TABLE =========00403> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00404> (cms) (ha.m.) | (cms) (ha.m.)00405> .000 .0000E+00 | .009 .1580E-01

00406> .003 .5300E-02 | .012 .2100E-0100407> .006 .1050E-01 | .000 .0000E+0000408> 00409> ROUTING RESULTS AREA QPEAK TPEAK R.V.00410> -------------------- (ha) (cms) (hrs) (mm)00411> INFLOW >02: (0526 ) .21 .019 5.500 70.38300412> OUTFLOW<03: (0531 ) .21 .005 6.517 70.38200413> OVERFLOW<04: (0040OV) .00 .000 .000 .00000414> 00415> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000416> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000417> PERCENTAGE OF TIME OVERFLOWING (%)= .0000418> 00419> 00420> PEAK FLOW REDUCTION [Qout/Qin](%)= 26.06200421> TIME SHIFT OF PEAK FLOW (min)= 61.0000422> MAXIMUM STORAGE USED (ha.m.)=.8890E-0200423> 00424> --------------------------------------------------------------------------------00425> 001:0016------------------------------------------------------------------------00426> ------------------------00427> | ADD HYD (0535 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00428> ------------------------ (ha) (cms) (hrs) (mm) (cms)00429> ID1 08:0534 .29 .011 5.55 70.38 .000 00430> +ID2 03:0531 .21 .005 6.52 70.38 .000 00431> ===========================================================00432> SUM 09:0535 .50 .016 5.57 70.38 .000 00433> 00434> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00435> 00436> --------------------------------------------------------------------------------00437> 001:0017------------------------------------------------------------------------00438> ----------------------00439> | CALIB STANDHYD | Area (ha)= .1400440> | 01:0505 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000441> ----------------------00442> IMPERVIOUS PERVIOUS (i)00443> Surface Area (ha)= .14 .0000444> Dep. Storage (mm)= 2.00 5.0000445> Average Slope (%)= 2.00 2.0000446> Length (m)= 30.00 30.0000447> Mannings n = .013 .25000448> 00449> Max.eff.Inten.(mm/hr)= 33.63 21.8200450> over (min) 2.00 12.0000451> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00452> Unit Hyd. Tpeak (min)= 2.00 12.0000453> Unit Hyd. peak (cms)= .65 .0900454> *TOTALS*00455> PEAK FLOW (cms)= .01 .00 .013 (iii)00456> TIME TO PEAK (hrs)= 4.83 5.53 5.50000457> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300458> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000459> RUNOFF COEFFICIENT = .97 .48 .96300460> 00461> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00462> CN* = 80.0 Ia = Dep. Storage (Above)00463> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00464> THAN THE STORAGE COEFFICIENT.00465> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00466> 00467> --------------------------------------------------------------------------------00468> 001:0018------------------------------------------------------------------------00469> *#-----------------|-----------------------------------------------------------|00470> ---------------------00471> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00472> | IN>01:(0505 ) |00473> | OUT<02:(0506 ) | ========= OUTLFOW STORAGE TABLE =========00474> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00475> (cms) (ha.m.) | (cms) (ha.m.)00476> .000 .0000E+00 | .007 .1050E-0100477> .002 .3500E-02 | .009 .1400E-0100478> .004 .7000E-02 | .000 .0000E+0000479> 00480> ROUTING RESULTS AREA QPEAK TPEAK R.V.00481> -------------------- (ha) (cms) (hrs) (mm)00482> INFLOW >01: (0505 ) .14 .013 5.500 70.38300483> OUTFLOW<02: (0506 ) .14 .003 6.517 70.38100484> OVERFLOW<03: (0040OV) .00 .000 .000 .00000485> 00486> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000487> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000488> PERCENTAGE OF TIME OVERFLOWING (%)= .0000489> 00490> 00491> PEAK FLOW REDUCTION [Qout/Qin](%)= 26.07600492> TIME SHIFT OF PEAK FLOW (min)= 61.0000493> MAXIMUM STORAGE USED (ha.m.)=.5919E-0200494> 00495> --------------------------------------------------------------------------------00496> 001:0019------------------------------------------------------------------------00497> ------------------------00498> | ADD HYD (0059 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00499> ------------------------ (ha) (cms) (hrs) (mm) (cms)00500> ID1 09:0535 .50 .016 5.57 70.38 .000 00501> +ID2 02:0506 .14 .003 6.52 70.38 .000 00502> ===========================================================00503> SUM 03:0059 .64 .019 5.57 70.38 .000 00504> 00505> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00506> 00507> --------------------------------------------------------------------------------00508> 001:0020------------------------------------------------------------------------00509> ----------------------00510> | CALIB STANDHYD | Area (ha)= 2.0000511> | 05:0033 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000512> ----------------------00513> IMPERVIOUS PERVIOUS (i)00514> Surface Area (ha)= 1.60 .4000515> Dep. Storage (mm)= 2.00 5.0000516> Average Slope (%)= 2.00 2.0000517> Length (m)= 30.00 30.0000518> Mannings n = .013 .25000519> 00520> Max.eff.Inten.(mm/hr)= 33.63 21.8200521> over (min) 2.00 12.0000522> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00523> Unit Hyd. Tpeak (min)= 2.00 12.0000524> Unit Hyd. peak (cms)= .65 .0900525> *TOTALS*00526> PEAK FLOW (cms)= .15 .02 .171 (iii)00527> TIME TO PEAK (hrs)= 4.88 5.53 5.50000528> RUNOFF VOLUME (mm)= 71.10 35.24 63.92800529> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000530> RUNOFF COEFFICIENT = .97 .48 .87500531> 00532> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00533> CN* = 80.0 Ia = Dep. Storage (Above)00534> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00535> THAN THE STORAGE COEFFICIENT.00536> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00537> 00538> --------------------------------------------------------------------------------00539> 001:0021------------------------------------------------------------------------00540> *#-----------------|-----------------------------------------------------------|



00541> ------------------------00542> | ADD HYD (0536 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00543> ------------------------ (ha) (cms) (hrs) (mm) (cms)00544> ID1 03:0059 .64 .019 5.57 70.38 .000 00545> +ID2 05:0033 2.00 .171 5.50 63.93 .000 00546> ===========================================================00547> SUM 06:0536 2.64 .190 5.50 65.49 .000 00548> 00549> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00550> 00551> --------------------------------------------------------------------------------00552> 001:0022------------------------------------------------------------------------00553> ---------------------00554> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00555> | IN>06:(0536 ) |00556> | OUT<07:(0036 ) | ========= OUTLFOW STORAGE TABLE =========00557> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00558> (cms) (ha.m.) | (cms) (ha.m.)00559> .000 .0000E+00 | .266 .2710E-0100560> .254 .9500E-02 | .272 .6800E-0100561> .260 .1170E-01 | .000 .0000E+0000562> 00563> ROUTING RESULTS AREA QPEAK TPEAK R.V.00564> -------------------- (ha) (cms) (hrs) (mm)00565> INFLOW >06: (0536 ) 2.64 .190 5.500 65.49200566> OUTFLOW<07: (0036 ) 2.64 .188 5.500 65.49200567> OVERFLOW<08: (0040OV) .00 .000 .000 .00000568> 00569> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000570> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000571> PERCENTAGE OF TIME OVERFLOWING (%)= .0000572> 00573> 00574> PEAK FLOW REDUCTION [Qout/Qin](%)= 98.74600575> TIME SHIFT OF PEAK FLOW (min)= .0000576> MAXIMUM STORAGE USED (ha.m.)=.7029E-0200577> 00578> --------------------------------------------------------------------------------00579> 001:0023------------------------------------------------------------------------00580> ----------------------00581> | CALIB STANDHYD | Area (ha)= .6300582> | 01:0538 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000583> ----------------------00584> IMPERVIOUS PERVIOUS (i)00585> Surface Area (ha)= .50 .1300586> Dep. Storage (mm)= 2.00 5.0000587> Average Slope (%)= 2.00 2.0000588> Length (m)= 30.00 30.0000589> Mannings n = .013 .25000590> 00591> Max.eff.Inten.(mm/hr)= 33.63 21.8200592> over (min) 2.00 12.0000593> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00594> Unit Hyd. Tpeak (min)= 2.00 12.0000595> Unit Hyd. peak (cms)= .65 .0900596> *TOTALS*00597> PEAK FLOW (cms)= .05 .01 .054 (iii)00598> TIME TO PEAK (hrs)= 4.87 5.53 5.50000599> RUNOFF VOLUME (mm)= 71.10 35.24 63.92800600> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000601> RUNOFF COEFFICIENT = .97 .48 .87500602> 00603> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00604> CN* = 80.0 Ia = Dep. Storage (Above)00605> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00606> THAN THE STORAGE COEFFICIENT.00607> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00608> 00609> --------------------------------------------------------------------------------00610> 001:0024------------------------------------------------------------------------00611> *#-----------------|-----------------------------------------------------------|00612> ------------------------00613> | ADD HYD (0537 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00614> ------------------------ (ha) (cms) (hrs) (mm) (cms)00615> ID1 07:0036 2.64 .188 5.50 65.49 .000 00616> +ID2 01:0538 .63 .054 5.50 63.93 .000 00617> ===========================================================00618> SUM 09:0537 3.27 .242 5.50 65.19 .000 00619> 00620> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00621> 00622> --------------------------------------------------------------------------------00623> 001:0025------------------------------------------------------------------------00624> ----------------------00625> | CALIB STANDHYD | Area (ha)= .2300626> | 02:0510 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000627> ----------------------00628> IMPERVIOUS PERVIOUS (i)00629> Surface Area (ha)= .18 .0500630> Dep. Storage (mm)= 2.00 5.0000631> Average Slope (%)= 2.00 2.0000632> Length (m)= 30.00 30.0000633> Mannings n = .013 .25000634> 00635> Max.eff.Inten.(mm/hr)= 33.63 21.8200636> over (min) 2.00 12.0000637> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00638> Unit Hyd. Tpeak (min)= 2.00 12.0000639> Unit Hyd. peak (cms)= .65 .0900640> *TOTALS*00641> PEAK FLOW (cms)= .02 .00 .020 (iii)00642> TIME TO PEAK (hrs)= 4.83 5.53 5.50000643> RUNOFF VOLUME (mm)= 71.10 35.24 63.92800644> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000645> RUNOFF COEFFICIENT = .97 .48 .87500646> 00647> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00648> CN* = 80.0 Ia = Dep. Storage (Above)00649> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00650> THAN THE STORAGE COEFFICIENT.00651> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00652> 00653> --------------------------------------------------------------------------------00654> 001:0026------------------------------------------------------------------------00655> *#-----------------|-----------------------------------------------------------|00656> ----------------------00657> | CALIB STANDHYD | Area (ha)= 1.0900658> | 03:0035 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000659> ----------------------00660> IMPERVIOUS PERVIOUS (i)00661> Surface Area (ha)= 1.07 .0200662> Dep. Storage (mm)= 2.00 5.0000663> Average Slope (%)= 2.00 2.0000664> Length (m)= 30.00 30.0000665> Mannings n = .013 .25000666> 00667> Max.eff.Inten.(mm/hr)= 33.63 21.8200668> over (min) 2.00 12.0000669> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00670> Unit Hyd. Tpeak (min)= 2.00 12.0000671> Unit Hyd. peak (cms)= .65 .0900672> *TOTALS*00673> PEAK FLOW (cms)= .10 .00 .101 (iii)00674> TIME TO PEAK (hrs)= 4.88 5.53 5.50000675> RUNOFF VOLUME (mm)= 71.10 35.24 70.383

00676> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000677> RUNOFF COEFFICIENT = .97 .48 .96300678> 00679> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00680> CN* = 80.0 Ia = Dep. Storage (Above)00681> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00682> THAN THE STORAGE COEFFICIENT.00683> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00684> 00685> --------------------------------------------------------------------------------00686> 001:0027------------------------------------------------------------------------00687> *#-----------------|-----------------------------------------------------------|00688> ---------------------00689> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00690> | IN>03:(0035 ) |00691> | OUT<04:(0040 ) | ========= OUTLFOW STORAGE TABLE =========00692> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00693> (cms) (ha.m.) | (cms) (ha.m.)00694> .000 .0000E+00 | .034 .8190E-0100695> .011 .2730E-01 | .045 .1060E+0000696> .022 .5460E-01 | .000 .0000E+0000697> 00698> ROUTING RESULTS AREA QPEAK TPEAK R.V.00699> -------------------- (ha) (cms) (hrs) (mm)00700> INFLOW >03: (0035 ) 1.09 .101 5.500 70.38300701> OUTFLOW<04: (0040 ) 1.09 .020 6.533 70.38200702> OVERFLOW<05: (0040OV) .00 .000 .000 .00000703> 00704> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000705> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000706> PERCENTAGE OF TIME OVERFLOWING (%)= .0000707> 00708> 00709> PEAK FLOW REDUCTION [Qout/Qin](%)= 20.20500710> TIME SHIFT OF PEAK FLOW (min)= 62.0000711> MAXIMUM STORAGE USED (ha.m.)=.5064E-0100712> 00713> --------------------------------------------------------------------------------00714> 001:0028------------------------------------------------------------------------00715> ------------------------00716> | ADD HYD (0511 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00717> ------------------------ (ha) (cms) (hrs) (mm) (cms)00718> ID1 02:0510 .23 .020 5.50 63.93 .000 00719> +ID2 04:0040 1.09 .020 6.53 70.38 .000 00720> ===========================================================00721> SUM 06:0511 1.32 .038 5.50 69.26 .000 00722> 00723> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00724> 00725> --------------------------------------------------------------------------------00726> 001:0029------------------------------------------------------------------------00727> ------------------------00728> | ADD HYD (0515 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00729> ------------------------ (ha) (cms) (hrs) (mm) (cms)00730> ID1 06:0511 1.32 .038 5.50 69.26 .000 00731> +ID2 09:0537 3.27 .242 5.50 65.19 .000 00732> ===========================================================00733> SUM 10:0515 4.59 .280 5.50 66.36 .000 00734> 00735> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00736> 00737> --------------------------------------------------------------------------------00738> 001:0030------------------------------------------------------------------------00739> ----------------------00740> | CALIB STANDHYD | Area (ha)= .0600741> | 01:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000742> ----------------------00743> IMPERVIOUS PERVIOUS (i)00744> Surface Area (ha)= .06 .0000745> Dep. Storage (mm)= 2.00 5.0000746> Average Slope (%)= 2.00 2.0000747> Length (m)= 30.00 30.0000748> Mannings n = .013 .25000749> 00750> Max.eff.Inten.(mm/hr)= 33.63 21.8200751> over (min) 2.00 12.0000752> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00753> Unit Hyd. Tpeak (min)= 2.00 12.0000754> Unit Hyd. peak (cms)= .65 .0900755> *TOTALS*00756> PEAK FLOW (cms)= .01 .00 .006 (iii)00757> TIME TO PEAK (hrs)= 4.80 5.53 5.50000758> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300759> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000760> RUNOFF COEFFICIENT = .97 .48 .96300761> 00762> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00763> CN* = 80.0 Ia = Dep. Storage (Above)00764> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00765> THAN THE STORAGE COEFFICIENT.00766> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00767> 00768> --------------------------------------------------------------------------------00769> 001:0031------------------------------------------------------------------------00770> *#-----------------|-----------------------------------------------------------|00771> ---------------------00772> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00773> | IN>01:(0503 ) |00774> | OUT<02:(0047 ) | ========= OUTLFOW STORAGE TABLE =========00775> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00776> (cms) (ha.m.) | (cms) (ha.m.)00777> .000 .0000E+00 | .004 .4500E-0200778> .002 .1500E-02 | .006 .6000E-0200779> .003 .3000E-02 | .000 .0000E+0000780> 00781> ROUTING RESULTS AREA QPEAK TPEAK R.V.00782> -------------------- (ha) (cms) (hrs) (mm)00783> INFLOW >01: (0503 ) .06 .006 5.500 70.38300784> OUTFLOW<02: (0047 ) .06 .002 5.550 70.38100785> OVERFLOW<03: (0040OV) .00 .000 .000 .00000786> 00787> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000788> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000789> PERCENTAGE OF TIME OVERFLOWING (%)= .0000790> 00791> 00792> PEAK FLOW REDUCTION [Qout/Qin](%)= 42.36400793> TIME SHIFT OF PEAK FLOW (min)= 3.0000794> MAXIMUM STORAGE USED (ha.m.)=.2033E-0200795> 00796> --------------------------------------------------------------------------------00797> 001:0032------------------------------------------------------------------------00798> ----------------------00799> | CALIB STANDHYD | Area (ha)= .1100800> | 04:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000801> ----------------------00802> IMPERVIOUS PERVIOUS (i)00803> Surface Area (ha)= .11 .0000804> Dep. Storage (mm)= 2.00 5.0000805> Average Slope (%)= 2.00 2.0000806> Length (m)= 30.00 30.0000807> Mannings n = .013 .25000808> 00809> Max.eff.Inten.(mm/hr)= 33.63 21.8200810> over (min) 2.00 12.00



00811> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00812> Unit Hyd. Tpeak (min)= 2.00 12.0000813> Unit Hyd. peak (cms)= .65 .0900814> *TOTALS*00815> PEAK FLOW (cms)= .01 .00 .010 (iii)00816> TIME TO PEAK (hrs)= 4.82 5.53 5.50000817> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300818> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000819> RUNOFF COEFFICIENT = .97 .48 .96300820> 00821> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00822> CN* = 80.0 Ia = Dep. Storage (Above)00823> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00824> THAN THE STORAGE COEFFICIENT.00825> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00826> 00827> --------------------------------------------------------------------------------00828> 001:0033------------------------------------------------------------------------00829> *#-----------------|-----------------------------------------------------------|00830> ---------------------00831> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00832> | IN>04:(0503 ) |00833> | OUT<05:(0517 ) | ========= OUTLFOW STORAGE TABLE =========00834> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00835> (cms) (ha.m.) | (cms) (ha.m.)00836> .000 .0000E+00 | .007 .8300E-0200837> .002 .2800E-02 | .009 .1100E-0100838> .004 .5500E-02 | .000 .0000E+0000839> 00840> ROUTING RESULTS AREA QPEAK TPEAK R.V.00841> -------------------- (ha) (cms) (hrs) (mm)00842> INFLOW >04: (0503 ) .11 .010 5.500 70.38300843> OUTFLOW<05: (0517 ) .11 .003 5.600 70.38100844> OVERFLOW<06: (0040OV) .00 .000 .000 .00000845> 00846> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000847> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000848> PERCENTAGE OF TIME OVERFLOWING (%)= .0000849> 00850> 00851> PEAK FLOW REDUCTION [Qout/Qin](%)= 30.95600852> TIME SHIFT OF PEAK FLOW (min)= 6.0000853> MAXIMUM STORAGE USED (ha.m.)=.4359E-0200854> 00855> --------------------------------------------------------------------------------00856> 001:0034------------------------------------------------------------------------00857> ------------------------00858> | ADD HYD (0520 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00859> ------------------------ (ha) (cms) (hrs) (mm) (cms)00860> ID1 05:0517 .11 .003 5.60 70.38 .000 00861> +ID2 02:0047 .06 .002 5.55 70.38 .000 00862> ===========================================================00863> SUM 07:0520 .17 .006 5.58 70.38 .000 00864> 00865> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00866> 00867> --------------------------------------------------------------------------------00868> 001:0035------------------------------------------------------------------------00869> ----------------------00870> | CALIB STANDHYD | Area (ha)= .1200871> | 01:0518 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000872> ----------------------00873> IMPERVIOUS PERVIOUS (i)00874> Surface Area (ha)= .12 .0000875> Dep. Storage (mm)= 2.00 5.0000876> Average Slope (%)= 2.00 2.0000877> Length (m)= 30.00 30.0000878> Mannings n = .013 .25000879> 00880> Max.eff.Inten.(mm/hr)= 33.63 21.8200881> over (min) 2.00 12.0000882> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00883> Unit Hyd. Tpeak (min)= 2.00 12.0000884> Unit Hyd. peak (cms)= .65 .0900885> *TOTALS*00886> PEAK FLOW (cms)= .01 .00 .011 (iii)00887> TIME TO PEAK (hrs)= 4.82 5.53 5.50000888> RUNOFF VOLUME (mm)= 71.10 35.24 70.38300889> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000890> RUNOFF COEFFICIENT = .97 .48 .96300891> 00892> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00893> CN* = 80.0 Ia = Dep. Storage (Above)00894> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00895> THAN THE STORAGE COEFFICIENT.00896> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00897> 00898> --------------------------------------------------------------------------------00899> 001:0036------------------------------------------------------------------------00900> *#-----------------|-----------------------------------------------------------|00901> ---------------------00902> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00903> | IN>01:(0518 ) |00904> | OUT<02:(0519 ) | ========= OUTLFOW STORAGE TABLE =========00905> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00906> (cms) (ha.m.) | (cms) (ha.m.)00907> .000 .0000E+00 | .007 .9000E-0200908> .002 .3000E-02 | .009 .1200E-0100909> .004 .6000E-02 | .000 .0000E+0000910> 00911> ROUTING RESULTS AREA QPEAK TPEAK R.V.00912> -------------------- (ha) (cms) (hrs) (mm)00913> INFLOW >01: (0518 ) .12 .011 5.500 70.38300914> OUTFLOW<02: (0519 ) .12 .003 5.683 70.38100915> OVERFLOW<03: (0040OV) .00 .000 .000 .00000916> 00917> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000918> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000919> PERCENTAGE OF TIME OVERFLOWING (%)= .0000920> 00921> 00922> PEAK FLOW REDUCTION [Qout/Qin](%)= 28.97900923> TIME SHIFT OF PEAK FLOW (min)= 11.0000924> MAXIMUM STORAGE USED (ha.m.)=.4833E-0200925> 00926> --------------------------------------------------------------------------------00927> 001:0037------------------------------------------------------------------------00928> ----------------------00929> | CALIB STANDHYD | Area (ha)= .9300930> | 04:0032 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000931> ----------------------00932> IMPERVIOUS PERVIOUS (i)00933> Surface Area (ha)= .74 .1900934> Dep. Storage (mm)= 2.00 5.0000935> Average Slope (%)= 2.00 2.0000936> Length (m)= 30.00 30.0000937> Mannings n = .013 .25000938> 00939> Max.eff.Inten.(mm/hr)= 33.63 21.8200940> over (min) 2.00 12.0000941> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)00942> Unit Hyd. Tpeak (min)= 2.00 12.0000943> Unit Hyd. peak (cms)= .65 .0900944> *TOTALS*00945> PEAK FLOW (cms)= .07 .01 .080 (iii)

00946> TIME TO PEAK (hrs)= 4.87 5.53 5.50000947> RUNOFF VOLUME (mm)= 71.10 35.23 63.92800948> TOTAL RAINFALL (mm)= 73.10 73.10 73.10000949> RUNOFF COEFFICIENT = .97 .48 .87500950> 00951> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00952> CN* = 80.0 Ia = Dep. Storage (Above)00953> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00954> THAN THE STORAGE COEFFICIENT.00955> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00956> 00957> --------------------------------------------------------------------------------00958> 001:0038------------------------------------------------------------------------00959> *#-----------------|-----------------------------------------------------------|00960> ------------------------00961> | ADD HYD (0521 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00962> ------------------------ (ha) (cms) (hrs) (mm) (cms)00963> ID1 04:0032 .93 .080 5.50 63.93 .000 00964> +ID2 02:0519 .12 .003 5.68 70.38 .000 00965> ===========================================================00966> SUM 05:0521 1.05 .083 5.50 64.67 .000 00967> 00968> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00969> 00970> --------------------------------------------------------------------------------00971> 001:0039------------------------------------------------------------------------00972> ------------------------00973> | ADD HYD (0060 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00974> ------------------------ (ha) (cms) (hrs) (mm) (cms)00975> ID1 07:0520 .17 .006 5.58 70.38 .000 00976> +ID2 05:0521 1.05 .083 5.50 64.67 .000 00977> ===========================================================00978> SUM 08:0060 1.22 .088 5.50 65.46 .000 00979> 00980> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00981> 00982> --------------------------------------------------------------------------------00983> 001:0040------------------------------------------------------------------------00984> ---------------------00985> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00986> | IN>08:(0060 ) |00987> | OUT<09:(0504 ) | ========= OUTLFOW STORAGE TABLE =========00988> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00989> (cms) (ha.m.) | (cms) (ha.m.)00990> .000 .0000E+00 | .118 .1730E-0100991> .111 .6400E-02 | .121 .4250E-0100992> .114 .7700E-02 | .000 .0000E+0000993> 00994> ROUTING RESULTS AREA QPEAK TPEAK R.V.00995> -------------------- (ha) (cms) (hrs) (mm)00996> INFLOW >08: (0060 ) 1.22 .088 5.500 65.46200997> OUTFLOW<09: (0504 ) 1.22 .086 5.500 65.46200998> OVERFLOW<06: (0040OV) .00 .000 .000 .00000999> 01000> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001001> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001002> PERCENTAGE OF TIME OVERFLOWING (%)= .0001003> 01004> 01005> PEAK FLOW REDUCTION [Qout/Qin](%)= 97.90501006> TIME SHIFT OF PEAK FLOW (min)= .0001007> MAXIMUM STORAGE USED (ha.m.)=.4991E-0201008> 01009> --------------------------------------------------------------------------------01010> 001:0041------------------------------------------------------------------------01011> ----------------------01012> | CALIB STANDHYD | Area (ha)= 3.0001013> | 01:0508 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001014> ----------------------01015> IMPERVIOUS PERVIOUS (i)01016> Surface Area (ha)= 2.25 .7501017> Dep. Storage (mm)= 2.00 5.0001018> Average Slope (%)= 2.00 2.0001019> Length (m)= 30.00 30.0001020> Mannings n = .013 .25001021> 01022> Max.eff.Inten.(mm/hr)= 33.63 21.8201023> over (min) 2.00 12.0001024> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01025> Unit Hyd. Tpeak (min)= 2.00 12.0001026> Unit Hyd. peak (cms)= .65 .0901027> *TOTALS*01028> PEAK FLOW (cms)= .21 .04 .251 (iii)01029> TIME TO PEAK (hrs)= 4.90 5.53 5.50001030> RUNOFF VOLUME (mm)= 71.10 35.23 62.13501031> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001032> RUNOFF COEFFICIENT = .97 .48 .85001033> 01034> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01035> CN* = 80.0 Ia = Dep. Storage (Above)01036> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01037> THAN THE STORAGE COEFFICIENT.01038> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01039> 01040> --------------------------------------------------------------------------------01041> 001:0042------------------------------------------------------------------------01042> *#-----------------|-----------------------------------------------------------|01043> ------------------------01044> | ADD HYD (0509 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01045> ------------------------ (ha) (cms) (hrs) (mm) (cms)01046> ID1 09:0504 1.22 .086 5.50 65.46 .000 01047> +ID2 01:0508 3.00 .251 5.50 62.13 .000 01048> ===========================================================01049> SUM 02:0509 4.22 .338 5.50 63.10 .000 01050> 01051> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01052> 01053> --------------------------------------------------------------------------------01054> 001:0043------------------------------------------------------------------------01055> ----------------------01056> | CALIB STANDHYD | Area (ha)= 3.1601057> | 03:0502 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001058> ----------------------01059> IMPERVIOUS PERVIOUS (i)01060> Surface Area (ha)= 2.53 .6301061> Dep. Storage (mm)= 2.00 5.0001062> Average Slope (%)= 2.00 2.0001063> Length (m)= 30.00 30.0001064> Mannings n = .013 .25001065> 01066> Max.eff.Inten.(mm/hr)= 33.63 21.8201067> over (min) 2.00 12.0001068> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01069> Unit Hyd. Tpeak (min)= 2.00 12.0001070> Unit Hyd. peak (cms)= .65 .0901071> *TOTALS*01072> PEAK FLOW (cms)= .24 .03 .271 (iii)01073> TIME TO PEAK (hrs)= 4.90 5.53 5.50001074> RUNOFF VOLUME (mm)= 71.10 35.24 63.92801075> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001076> RUNOFF COEFFICIENT = .97 .48 .87501077> 01078> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01079> CN* = 80.0 Ia = Dep. Storage (Above)01080> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL



01081> THAN THE STORAGE COEFFICIENT.01082> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01083> 01084> --------------------------------------------------------------------------------01085> 001:0044------------------------------------------------------------------------01086> *#-----------------|-----------------------------------------------------------|01087> ---------------------01088> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01089> | IN>03:(0502 ) |01090> | OUT<04:(0019 ) | ========= OUTLFOW STORAGE TABLE =========01091> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01092> (cms) (ha.m.) | (cms) (ha.m.)01093> .000 .0000E+00 | .313 .5900E-0101094> .298 .1000E-01 | .321 .1735E+0001095> .306 .1590E-01 | .000 .0000E+0001096> 01097> ROUTING RESULTS AREA QPEAK TPEAK R.V.01098> -------------------- (ha) (cms) (hrs) (mm)01099> INFLOW >03: (0502 ) 3.16 .271 5.500 63.92801100> OUTFLOW<04: (0019 ) 3.16 .269 5.500 63.92801101> OVERFLOW<05: (0040OV) .00 .000 .000 .00001102> 01103> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001104> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001105> PERCENTAGE OF TIME OVERFLOWING (%)= .0001106> 01107> 01108> PEAK FLOW REDUCTION [Qout/Qin](%)= 99.35101109> TIME SHIFT OF PEAK FLOW (min)= .0001110> MAXIMUM STORAGE USED (ha.m.)=.9038E-0201111> 01112> --------------------------------------------------------------------------------01113> 001:0045------------------------------------------------------------------------01114> ------------------------01115> | ADD HYD (0061 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01116> ------------------------ (ha) (cms) (hrs) (mm) (cms)01117> ID1 02:0509 4.22 .338 5.50 63.10 .000 01118> +ID2 04:0019 3.16 .269 5.50 63.93 .000 01119> ===========================================================01120> SUM 06:0061 7.38 .607 5.50 63.45 .000 01121> 01122> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01123> 01124> --------------------------------------------------------------------------------01125> 001:0046------------------------------------------------------------------------01126> ----------------------01127> | CALIB STANDHYD | Area (ha)= 2.0001128> | 07:0002 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001129> ----------------------01130> IMPERVIOUS PERVIOUS (i)01131> Surface Area (ha)= 1.60 .4001132> Dep. Storage (mm)= 2.00 5.0001133> Average Slope (%)= 2.00 2.0001134> Length (m)= 30.00 30.0001135> Mannings n = .013 .25001136> 01137> Max.eff.Inten.(mm/hr)= 33.63 21.8201138> over (min) 2.00 12.0001139> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01140> Unit Hyd. Tpeak (min)= 2.00 12.0001141> Unit Hyd. peak (cms)= .65 .0901142> *TOTALS*01143> PEAK FLOW (cms)= .15 .02 .171 (iii)01144> TIME TO PEAK (hrs)= 4.88 5.53 5.50001145> RUNOFF VOLUME (mm)= 71.10 35.24 63.92801146> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001147> RUNOFF COEFFICIENT = .97 .48 .87501148> 01149> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01150> CN* = 80.0 Ia = Dep. Storage (Above)01151> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01152> THAN THE STORAGE COEFFICIENT.01153> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01154> 01155> --------------------------------------------------------------------------------01156> 001:0047------------------------------------------------------------------------01157> *#-----------------|-----------------------------------------------------------|01158> ------------------------01159> | ADD HYD (0052 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01160> ------------------------ (ha) (cms) (hrs) (mm) (cms)01161> ID1 06:0061 7.38 .607 5.50 63.45 .000 01162> +ID2 07:0002 2.00 .171 5.50 63.93 .000 01163> ===========================================================01164> SUM 08:0052 9.38 .779 5.50 63.55 .000 01165> 01166> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01167> 01168> --------------------------------------------------------------------------------01169> 001:0048------------------------------------------------------------------------01170> ------------------------01171> | ADD HYD (0057 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01172> ------------------------ (ha) (cms) (hrs) (mm) (cms)01173> ID1 08:0052 9.38 .779 5.50 63.55 .000 01174> +ID2 10:0515 4.59 .280 5.50 66.36 .000 01175> ===========================================================01176> SUM 09:0057 13.97 1.059 5.50 64.48 .000 01177> 01178> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01179> 01180> --------------------------------------------------------------------------------01181> 001:0049------------------------------------------------------------------------01182> ----------------------01183> | CALIB STANDHYD | Area (ha)= 1.2901184> | 01:0540 DT= 1.00 | Total Imp(%)= 77.00 Dir. Conn.(%)= 77.0001185> ----------------------01186> IMPERVIOUS PERVIOUS (i)01187> Surface Area (ha)= .99 .3001188> Dep. Storage (mm)= 2.00 5.0001189> Average Slope (%)= 2.00 2.0001190> Length (m)= 30.00 30.0001191> Mannings n = .013 .25001192> 01193> Max.eff.Inten.(mm/hr)= 33.63 21.8201194> over (min) 2.00 12.0001195> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01196> Unit Hyd. Tpeak (min)= 2.00 12.0001197> Unit Hyd. peak (cms)= .65 .0901198> *TOTALS*01199> PEAK FLOW (cms)= .09 .02 .109 (iii)01200> TIME TO PEAK (hrs)= 4.88 5.53 5.50001201> RUNOFF VOLUME (mm)= 71.10 35.24 62.85201202> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001203> RUNOFF COEFFICIENT = .97 .48 .86001204> 01205> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01206> CN* = 80.0 Ia = Dep. Storage (Above)01207> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01208> THAN THE STORAGE COEFFICIENT.01209> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01210> 01211> --------------------------------------------------------------------------------01212> 001:0050------------------------------------------------------------------------01213> *#-----------------|-----------------------------------------------------------|01214> ------------------------01215> | ADD HYD (0541 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF

01216> ------------------------ (ha) (cms) (hrs) (mm) (cms)01217> ID1 01:0540 1.29 .109 5.50 62.85 .000 01218> +ID2 09:0057 13.97 1.059 5.50 64.48 .000 01219> ===========================================================01220> SUM 02:0541 15.26 1.168 5.50 64.34 .000 01221> 01222> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01223> 01224> --------------------------------------------------------------------------------01225> 001:0051------------------------------------------------------------------------01226> ----------------------01227> | CALIB STANDHYD | Area (ha)= .7401228> | 03:0513 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0001229> ----------------------01230> IMPERVIOUS PERVIOUS (i)01231> Surface Area (ha)= .73 .0101232> Dep. Storage (mm)= 2.00 5.0001233> Average Slope (%)= 2.00 2.0001234> Length (m)= 30.00 30.0001235> Mannings n = .013 .25001236> 01237> Max.eff.Inten.(mm/hr)= 33.63 21.8201238> over (min) 2.00 12.0001239> Storage Coeff. (min)= 1.56 (ii) 12.48 (ii)01240> Unit Hyd. Tpeak (min)= 2.00 12.0001241> Unit Hyd. peak (cms)= .65 .0901242> *TOTALS*01243> PEAK FLOW (cms)= .07 .00 .069 (iii)01244> TIME TO PEAK (hrs)= 4.87 5.53 5.50001245> RUNOFF VOLUME (mm)= 71.10 35.24 70.38301246> TOTAL RAINFALL (mm)= 73.10 73.10 73.10001247> RUNOFF COEFFICIENT = .97 .48 .96301248> 01249> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01250> CN* = 80.0 Ia = Dep. Storage (Above)01251> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01252> THAN THE STORAGE COEFFICIENT.01253> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01254> 01255> --------------------------------------------------------------------------------01256> 001:0052------------------------------------------------------------------------01257> *#-----------------|-----------------------------------------------------------|01258> ------------------------01259> | ADD HYD (0514 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01260> ------------------------ (ha) (cms) (hrs) (mm) (cms)01261> ID1 02:0541 15.26 1.168 5.50 64.34 .000 01262> +ID2 03:0513 .74 .069 5.50 70.38 .000 01263> ===========================================================01264> SUM 04:0514 16.00 1.236 5.50 64.62 .000 01265> 01266> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01267> 01268> --------------------------------------------------------------------------------01269> 001:0053------------------------------------------------------------------------01270> ---------------------01271> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01272> | IN>04:(0514 ) |01273> | OUT<05:(0041 ) | ========= OUTLFOW STORAGE TABLE =========01274> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01275> (cms) (ha.m.) | (cms) (ha.m.)01276> .000 .0000E+00 | .010 .3672E+0001277> .004 .4160E-01 | .011 .4326E+0001278> .005 .8730E-01 | .012 .4995E+0001279> .007 .1332E+00 | .244 .5699E+0001280> .008 .1919E+00 | .667 .6440E+0001281> .009 .2478E+00 | 1.212 .6909E+0001282> .009 .3065E+00 | .000 .0000E+0001283> 01284> ROUTING RESULTS AREA QPEAK TPEAK R.V.01285> -------------------- (ha) (cms) (hrs) (mm)01286> INFLOW >04: (0514 ) 16.00 1.236 5.500 64.61801287> OUTFLOW<05: (0041 ) 16.00 .421 6.000 64.61501288> OVERFLOW<06: (0040OV) .00 .000 .000 .00001289> 01290> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001291> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001292> PERCENTAGE OF TIME OVERFLOWING (%)= .0001293> 01294> 01295> PEAK FLOW REDUCTION [Qout/Qin](%)= 34.06301296> TIME SHIFT OF PEAK FLOW (min)= 30.0001297> MAXIMUM STORAGE USED (ha.m.)=.6009E+0001298> 01299> --------------------------------------------------------------------------------01300> 001:0054------------------------------------------------------------------------01301> FINISH01302> --------------------------------------------------------------------------------01303> ********************************************************************************01304> WARNINGS / ERRORS / NOTES01305> -------------------------01306> Simulation ended on 2018-02-26 at 09:25:4801307> ================================================================================01308> 01309>

SWMHYMO Output File


(C:\...POST3.out)


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 4.0500006> S W W M M H H Y M M O O 9999 9999 Sept 201100007> SSSSS W W M M H H Y M M OOO 9 9 =========00008> 9 9 9 9 # 373701600009> StormWater Management HYdrologic Model 999 999 =========00010> 00011> *******************************************************************************00012> ***************************** SWMHYMO Ver/4.05 ******************************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) 836-3884 *********00019> ********* Gatineau, Quebec: (819) 243-6858 *********00020> ********* E-Mail: [email protected] *********00021> *******************************************************************************00022> 00023> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00024> +++++++++ Licensed user: C.F. Crozier & Associates Inc. +++++++++00025> +++++++++ Collingwood SERIAL#:3737016 +++++++++00026> +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++00027> 00028> *******************************************************************************00029> ********* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ *********00030> ********* Maximum value for ID numbers : 10 *********00031> ********* Max. number of rainfall points: 105408 *********00032> ********* Max. number of flow points : 105408 *********00033> *******************************************************************************00034> 00035> 00036> ********************** D E T A I L E D O U T P U T **********************00037> *******************************************************************************00038> * DATE: 2018-02-26 TIME: 09:27:28 RUN COUNTER: 000025 *00039> *******************************************************************************00040> * Input filename: C:\Users\jormond\Desktop\POST3.dat *00041> * Output filename: C:\Users\jormond\Desktop\POST3.out *00042> * Summary filename: C:\Users\jormond\Desktop\POST3.sum *00043> * User comments: *00044> * 1:__________________________________________________________________________*00045> * 2:__________________________________________________________________________*00046> * 3:__________________________________________________________________________*00047> *******************************************************************************00048> 00049> --------------------------------------------------------------------------------00050> 001:0001------------------------------------------------------------------------00051> *#******************************************************************************00052> *# Project Name: [160 Thompson] Project Number: [1250-4442] 00053> *# Date : 10-10-2017 00054> *# Modeller : [BS] 00055> *# Company : C.F. CROZIER & ASSOCIATES INC. 00056> *# License # : 3737016 00057> *#******************************************************************************00058> --------------------00059> | START | Project dir.: C:\Users\jormond\Desktop\ 00060> -------------------- Rainfall dir.: C:\Users\jormond\Desktop\ 00061> TZERO = .00 hrs on 000062> METOUT= 2 (output = METRIC) 00063> NRUN = 00100064> NSTORM= 000065> --------------------------------------------------------------------------------00066> 001:0002------------------------------------------------------------------------00067> *#-----------------|-----------------------------------------------------------|00068> *#-----------------| POST-DEVELOPMENT CONDITIONS -------------------------------00069> *#-----------------|-----------------------------------------------------------|00070> *#-----------------|-----------------------------------------------------------|00071> *#-----------------| 100-YEAR SCS 12 HR DESIGN STORM --------------------------|00072> *#-----------------|-----------------------------------------------------------|00073> --------------------00074> | READ STORM | Filename: 100 yr 12 hr 00075> | Ptotal= 96.71 mm| Comments: 100 yr 12 hr 00076> --------------------00077> TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN00078> hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr00079> .20 .000 | 3.20 3.850 | 6.20 23.600 | 9.20 3.85000080> .40 1.930 | 3.40 3.850 | 6.40 13.970 | 9.40 3.85000081> .60 1.930 | 3.60 3.850 | 6.60 10.110 | 9.60 3.85000082> .80 1.930 | 3.80 3.850 | 6.80 9.630 | 9.80 3.85000083> 1.00 1.930 | 4.00 3.850 | 7.00 6.740 | 10.00 3.85000084> 1.20 1.930 | 4.20 6.740 | 7.20 5.780 | 10.20 1.93000085> 1.40 1.930 | 4.40 6.740 | 7.40 5.780 | 10.40 1.93000086> 1.60 1.930 | 4.60 6.740 | 7.60 5.780 | 10.60 1.93000087> 1.80 1.930 | 4.80 6.740 | 7.80 5.780 | 10.80 1.93000088> 2.00 1.930 | 5.00 6.740 | 8.00 5.780 | 11.00 1.93000089> 2.20 1.930 | 5.20 8.670 | 8.20 3.850 | 11.20 1.93000090> 2.40 3.850 | 5.40 12.520 | 8.40 3.850 | 11.40 1.93000091> 2.60 3.850 | 5.60 28.900 | 8.60 3.850 | 11.60 1.93000092> 2.80 3.850 | 5.80 63.100 | 8.80 3.850 | 11.80 1.93000093> 3.00 3.850 | 6.00 131.970 | 9.00 3.850 | 12.00 1.93000094> 00095> --------------------------------------------------------------------------------00096> 001:0003------------------------------------------------------------------------00097> ----------------------00098> | CALIB STANDHYD | Area (ha)= .0500099> | 05:0525 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000100> ----------------------00101> IMPERVIOUS PERVIOUS (i)00102> Surface Area (ha)= .05 .0000103> Dep. Storage (mm)= 2.00 5.0000104> Average Slope (%)= 2.00 2.0000105> Length (m)= 30.00 30.0000106> Mannings n = .013 .25000107> 00108> Max.eff.Inten.(mm/hr)= 131.97 93.1700109> over (min) 1.00 7.0000110> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00111> Unit Hyd. Tpeak (min)= 1.00 7.0000112> Unit Hyd. peak (cms)= 1.14 .1600113> *TOTALS*00114> PEAK FLOW (cms)= .02 .00 .018 (iii)00115> TIME TO PEAK (hrs)= 5.98 6.03 6.00000116> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200117> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300118> RUNOFF COEFFICIENT = .98 .56 .97100119> 00120> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00121> CN* = 80.0 Ia = Dep. Storage (Above)00122> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00123> THAN THE STORAGE COEFFICIENT.00124> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00125> 00126> --------------------------------------------------------------------------------00127> 001:0004------------------------------------------------------------------------00128> *#-----------------|-----------------------------------------------------------|00129> ---------------------00130> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00131> | IN>05:(0525 ) |00132> | OUT<06:(0530 ) | ========= OUTLFOW STORAGE TABLE =========00133> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00134> (cms) (ha.m.) | (cms) (ha.m.)00135> .000 .0000E+00 | .004 .3800E-02

00136> .002 .1300E-02 | .006 .5000E-0200137> .003 .2500E-02 | .000 .0000E+0000138> 00139> ROUTING RESULTS AREA QPEAK TPEAK R.V.00140> -------------------- (ha) (cms) (hrs) (mm)00141> INFLOW >05: (0525 ) .05 .018 6.000 93.90200142> OUTFLOW<06: (0530 ) .05 .003 6.200 93.90100143> OVERFLOW<07: (0040OV) .00 .000 .000 .00000144> 00145> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000146> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000147> PERCENTAGE OF TIME OVERFLOWING (%)= .0000148> 00149> 00150> PEAK FLOW REDUCTION [Qout/Qin](%)= 16.03700151> TIME SHIFT OF PEAK FLOW (min)= 12.0000152> MAXIMUM STORAGE USED (ha.m.)=.2396E-0200153> 00154> --------------------------------------------------------------------------------00155> 001:0005------------------------------------------------------------------------00156> ----------------------00157> | CALIB STANDHYD | Area (ha)= .0300158> | 08:0524 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000159> ----------------------00160> IMPERVIOUS PERVIOUS (i)00161> Surface Area (ha)= .03 .0000162> Dep. Storage (mm)= 2.00 5.0000163> Average Slope (%)= 2.00 2.0000164> Length (m)= 30.00 30.0000165> Mannings n = .013 .25000166> 00167> Max.eff.Inten.(mm/hr)= 131.97 93.1700168> over (min) 1.00 7.0000169> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00170> Unit Hyd. Tpeak (min)= 1.00 7.0000171> Unit Hyd. peak (cms)= 1.14 .1600172> *TOTALS*00173> PEAK FLOW (cms)= .01 .00 .011 (iii)00174> TIME TO PEAK (hrs)= 5.98 6.03 6.00000175> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200176> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300177> RUNOFF COEFFICIENT = .98 .56 .97100178> 00179> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00180> CN* = 80.0 Ia = Dep. Storage (Above)00181> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00182> THAN THE STORAGE COEFFICIENT.00183> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00184> 00185> --------------------------------------------------------------------------------00186> 001:0006------------------------------------------------------------------------00187> *#-----------------|-----------------------------------------------------------|00188> ---------------------00189> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00190> | IN>08:(0524 ) |00191> | OUT<09:(0529 ) | ========= OUTLFOW STORAGE TABLE =========00192> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00193> (cms) (ha.m.) | (cms) (ha.m.)00194> .000 .0000E+00 | .004 .2200E-0200195> .002 .8000E-03 | .006 .3000E-0200196> .003 .1500E-02 | .000 .0000E+0000197> 00198> ROUTING RESULTS AREA QPEAK TPEAK R.V.00199> -------------------- (ha) (cms) (hrs) (mm)00200> INFLOW >08: (0524 ) .03 .011 6.000 93.90200201> OUTFLOW<09: (0529 ) .03 .003 6.050 93.90000202> OVERFLOW<07: (0040OV) .00 .000 .000 .00000203> 00204> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000205> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000206> PERCENTAGE OF TIME OVERFLOWING (%)= .0000207> 00208> 00209> PEAK FLOW REDUCTION [Qout/Qin](%)= 24.12900210> TIME SHIFT OF PEAK FLOW (min)= 3.0000211> MAXIMUM STORAGE USED (ha.m.)=.1328E-0200212> 00213> --------------------------------------------------------------------------------00214> 001:0007------------------------------------------------------------------------00215> ------------------------00216> | ADD HYD (0533 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00217> ------------------------ (ha) (cms) (hrs) (mm) (cms)00218> ID1 09:0529 .03 .003 6.05 93.90 .000 00219> +ID2 06:0530 .05 .003 6.20 93.90 .000 00220> ===========================================================00221> SUM 10:0533 .08 .006 6.05 93.90 .000 00222> 00223> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00224> 00225> --------------------------------------------------------------------------------00226> 001:0008------------------------------------------------------------------------00227> ----------------------00228> | CALIB STANDHYD | Area (ha)= .0500229> | 01:0522 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000230> ----------------------00231> IMPERVIOUS PERVIOUS (i)00232> Surface Area (ha)= .05 .0000233> Dep. Storage (mm)= 2.00 5.0000234> Average Slope (%)= 2.00 2.0000235> Length (m)= 30.00 30.0000236> Mannings n = .013 .25000237> 00238> Max.eff.Inten.(mm/hr)= 131.97 93.1700239> over (min) 1.00 7.0000240> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00241> Unit Hyd. Tpeak (min)= 1.00 7.0000242> Unit Hyd. peak (cms)= 1.14 .1600243> *TOTALS*00244> PEAK FLOW (cms)= .02 .00 .018 (iii)00245> TIME TO PEAK (hrs)= 5.98 6.03 6.00000246> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200247> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300248> RUNOFF COEFFICIENT = .98 .56 .97100249> 00250> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00251> CN* = 80.0 Ia = Dep. Storage (Above)00252> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00253> THAN THE STORAGE COEFFICIENT.00254> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00255> 00256> --------------------------------------------------------------------------------00257> 001:0009------------------------------------------------------------------------00258> *#-----------------|-----------------------------------------------------------|00259> ---------------------00260> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00261> | IN>01:(0522 ) |00262> | OUT<02:(0527 ) | ========= OUTLFOW STORAGE TABLE =========00263> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00264> (cms) (ha.m.) | (cms) (ha.m.)00265> .000 .0000E+00 | .004 .3700E-0200266> .002 .1200E-02 | .006 .5000E-0200267> .003 .2500E-02 | .000 .0000E+0000268> 00269> ROUTING RESULTS AREA QPEAK TPEAK R.V.00270> -------------------- (ha) (cms) (hrs) (mm)

(C:\...POST3.out)


00271> INFLOW >01: (0522 ) .05 .018 6.000 93.90200272> OUTFLOW<02: (0527 ) .05 .003 6.200 93.90000273> OVERFLOW<03: (0040OV) .00 .000 .000 .00000274> 00275> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000276> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000277> PERCENTAGE OF TIME OVERFLOWING (%)= .0000278> 00279> 00280> PEAK FLOW REDUCTION [Qout/Qin](%)= 16.36400281> TIME SHIFT OF PEAK FLOW (min)= 12.0000282> MAXIMUM STORAGE USED (ha.m.)=.2476E-0200283> 00284> --------------------------------------------------------------------------------00285> 001:0010------------------------------------------------------------------------00286> ----------------------00287> | CALIB STANDHYD | Area (ha)= .1600288> | 04:0523 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000289> ----------------------00290> IMPERVIOUS PERVIOUS (i)00291> Surface Area (ha)= .16 .0000292> Dep. Storage (mm)= 2.00 5.0000293> Average Slope (%)= 2.00 2.0000294> Length (m)= 30.00 30.0000295> Mannings n = .013 .25000296> 00297> Max.eff.Inten.(mm/hr)= 131.97 93.1700298> over (min) 1.00 7.0000299> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00300> Unit Hyd. Tpeak (min)= 1.00 7.0000301> Unit Hyd. peak (cms)= 1.14 .1600302> *TOTALS*00303> PEAK FLOW (cms)= .06 .00 .058 (iii)00304> TIME TO PEAK (hrs)= 6.00 6.03 6.00000305> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200306> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300307> RUNOFF COEFFICIENT = .98 .56 .97100308> 00309> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00310> CN* = 80.0 Ia = Dep. Storage (Above)00311> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00312> THAN THE STORAGE COEFFICIENT.00313> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00314> 00315> --------------------------------------------------------------------------------00316> 001:0011------------------------------------------------------------------------00317> *#-----------------|-----------------------------------------------------------|00318> ---------------------00319> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00320> | IN>04:(0523 ) |00321> | OUT<05:(0528 ) | ========= OUTLFOW STORAGE TABLE =========00322> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00323> (cms) (ha.m.) | (cms) (ha.m.)00324> .000 .0000E+00 | .009 .1200E-0100325> .003 .4000E-02 | .012 .1600E-0100326> .006 .8000E-02 | .000 .0000E+0000327> 00328> ROUTING RESULTS AREA QPEAK TPEAK R.V.00329> -------------------- (ha) (cms) (hrs) (mm)00330> INFLOW >04: (0523 ) .16 .058 6.000 93.90200331> OUTFLOW<05: (0528 ) .16 .007 6.250 93.90100332> OVERFLOW<06: (0040OV) .00 .000 .000 .00000333> 00334> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000335> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000336> PERCENTAGE OF TIME OVERFLOWING (%)= .0000337> 00338> 00339> PEAK FLOW REDUCTION [Qout/Qin](%)= 11.41000340> TIME SHIFT OF PEAK FLOW (min)= 15.0000341> MAXIMUM STORAGE USED (ha.m.)=.8840E-0200342> 00343> --------------------------------------------------------------------------------00344> 001:0012------------------------------------------------------------------------00345> ------------------------00346> | ADD HYD (0532 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00347> ------------------------ (ha) (cms) (hrs) (mm) (cms)00348> ID1 02:0527 .05 .003 6.20 93.90 .000 00349> +ID2 05:0528 .16 .007 6.25 93.90 .000 00350> ===========================================================00351> SUM 07:0532 .21 .010 6.22 93.90 .000 00352> 00353> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00354> 00355> --------------------------------------------------------------------------------00356> 001:0013------------------------------------------------------------------------00357> ------------------------00358> | ADD HYD (0534 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00359> ------------------------ (ha) (cms) (hrs) (mm) (cms)00360> ID1 07:0532 .21 .010 6.22 93.90 .000 00361> +ID2 10:0533 .08 .006 6.05 93.90 .000 00362> ===========================================================00363> SUM 08:0534 .29 .015 6.20 93.90 .000 00364> 00365> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00366> 00367> --------------------------------------------------------------------------------00368> 001:0014------------------------------------------------------------------------00369> ----------------------00370> | CALIB STANDHYD | Area (ha)= .2100371> | 02:0526 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000372> ----------------------00373> IMPERVIOUS PERVIOUS (i)00374> Surface Area (ha)= .21 .0000375> Dep. Storage (mm)= 2.00 5.0000376> Average Slope (%)= 2.00 2.0000377> Length (m)= 30.00 30.0000378> Mannings n = .013 .25000379> 00380> Max.eff.Inten.(mm/hr)= 131.97 93.1700381> over (min) 1.00 7.0000382> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00383> Unit Hyd. Tpeak (min)= 1.00 7.0000384> Unit Hyd. peak (cms)= 1.14 .1600385> *TOTALS*00386> PEAK FLOW (cms)= .08 .00 .076 (iii)00387> TIME TO PEAK (hrs)= 6.00 6.03 6.00000388> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200389> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300390> RUNOFF COEFFICIENT = .98 .56 .97100391> 00392> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00393> CN* = 80.0 Ia = Dep. Storage (Above)00394> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00395> THAN THE STORAGE COEFFICIENT.00396> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00397> 00398> --------------------------------------------------------------------------------00399> 001:0015------------------------------------------------------------------------00400> *#-----------------|-----------------------------------------------------------|00401> ---------------------00402> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00403> | IN>02:(0526 ) |00404> | OUT<03:(0531 ) | ========= OUTLFOW STORAGE TABLE =========00405> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE

00406> (cms) (ha.m.) | (cms) (ha.m.)00407> .000 .0000E+00 | .009 .1580E-0100408> .003 .5300E-02 | .012 .2100E-0100409> .006 .1050E-01 | .000 .0000E+0000410> 00411> ROUTING RESULTS AREA QPEAK TPEAK R.V.00412> -------------------- (ha) (cms) (hrs) (mm)00413> INFLOW >02: (0526 ) .21 .076 6.000 93.90200414> OUTFLOW<03: (0531 ) .21 .007 6.417 93.90200415> OVERFLOW<04: (0040OV) .00 .000 .000 .00000416> 00417> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000418> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000419> PERCENTAGE OF TIME OVERFLOWING (%)= .0000420> 00421> 00422> PEAK FLOW REDUCTION [Qout/Qin](%)= 9.16400423> TIME SHIFT OF PEAK FLOW (min)= 25.0000424> MAXIMUM STORAGE USED (ha.m.)=.1225E-0100425> 00426> --------------------------------------------------------------------------------00427> 001:0016------------------------------------------------------------------------00428> ------------------------00429> | ADD HYD (0535 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00430> ------------------------ (ha) (cms) (hrs) (mm) (cms)00431> ID1 08:0534 .29 .015 6.20 93.90 .000 00432> +ID2 03:0531 .21 .007 6.42 93.90 .000 00433> ===========================================================00434> SUM 09:0535 .50 .022 6.22 93.90 .000 00435> 00436> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00437> 00438> --------------------------------------------------------------------------------00439> 001:0017------------------------------------------------------------------------00440> ----------------------00441> | CALIB STANDHYD | Area (ha)= .1400442> | 01:0505 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000443> ----------------------00444> IMPERVIOUS PERVIOUS (i)00445> Surface Area (ha)= .14 .0000446> Dep. Storage (mm)= 2.00 5.0000447> Average Slope (%)= 2.00 2.0000448> Length (m)= 30.00 30.0000449> Mannings n = .013 .25000450> 00451> Max.eff.Inten.(mm/hr)= 131.97 93.1700452> over (min) 1.00 7.0000453> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00454> Unit Hyd. Tpeak (min)= 1.00 7.0000455> Unit Hyd. peak (cms)= 1.14 .1600456> *TOTALS*00457> PEAK FLOW (cms)= .05 .00 .051 (iii)00458> TIME TO PEAK (hrs)= 6.00 6.03 6.00000459> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200460> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300461> RUNOFF COEFFICIENT = .98 .56 .97100462> 00463> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00464> CN* = 80.0 Ia = Dep. Storage (Above)00465> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00466> THAN THE STORAGE COEFFICIENT.00467> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00468> 00469> --------------------------------------------------------------------------------00470> 001:0018------------------------------------------------------------------------00471> *#-----------------|-----------------------------------------------------------|00472> ---------------------00473> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00474> | IN>01:(0505 ) |00475> | OUT<02:(0506 ) | ========= OUTLFOW STORAGE TABLE =========00476> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00477> (cms) (ha.m.) | (cms) (ha.m.)00478> .000 .0000E+00 | .007 .1050E-0100479> .002 .3500E-02 | .009 .1400E-0100480> .004 .7000E-02 | .000 .0000E+0000481> 00482> ROUTING RESULTS AREA QPEAK TPEAK R.V.00483> -------------------- (ha) (cms) (hrs) (mm)00484> INFLOW >01: (0505 ) .14 .051 6.000 93.90200485> OUTFLOW<02: (0506 ) .14 .005 6.400 93.90100486> OVERFLOW<03: (0040OV) .00 .000 .000 .00000487> 00488> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000489> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000490> PERCENTAGE OF TIME OVERFLOWING (%)= .0000491> 00492> 00493> PEAK FLOW REDUCTION [Qout/Qin](%)= 9.75000494> TIME SHIFT OF PEAK FLOW (min)= 24.0000495> MAXIMUM STORAGE USED (ha.m.)=.8118E-0200496> 00497> --------------------------------------------------------------------------------00498> 001:0019------------------------------------------------------------------------00499> ------------------------00500> | ADD HYD (0059 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00501> ------------------------ (ha) (cms) (hrs) (mm) (cms)00502> ID1 09:0535 .50 .022 6.22 93.90 .000 00503> +ID2 02:0506 .14 .005 6.40 93.90 .000 00504> ===========================================================00505> SUM 03:0059 .64 .027 6.22 93.90 .000 00506> 00507> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00508> 00509> --------------------------------------------------------------------------------00510> 001:0020------------------------------------------------------------------------00511> ----------------------00512> | CALIB STANDHYD | Area (ha)= 2.0000513> | 05:0033 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000514> ----------------------00515> IMPERVIOUS PERVIOUS (i)00516> Surface Area (ha)= 1.60 .4000517> Dep. Storage (mm)= 2.00 5.0000518> Average Slope (%)= 2.00 2.0000519> Length (m)= 30.00 30.0000520> Mannings n = .013 .25000521> 00522> Max.eff.Inten.(mm/hr)= 131.97 93.1700523> over (min) 1.00 7.0000524> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00525> Unit Hyd. Tpeak (min)= 1.00 7.0000526> Unit Hyd. peak (cms)= 1.14 .1600527> *TOTALS*00528> PEAK FLOW (cms)= .59 .08 .665 (iii)00529> TIME TO PEAK (hrs)= 6.00 6.03 6.00000530> RUNOFF VOLUME (mm)= 94.71 54.19 86.60800531> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300532> RUNOFF COEFFICIENT = .98 .56 .89600533> 00534> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00535> CN* = 80.0 Ia = Dep. Storage (Above)00536> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00537> THAN THE STORAGE COEFFICIENT.00538> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00539> 00540> --------------------------------------------------------------------------------

(C:\...POST3.out)


00541> 001:0021------------------------------------------------------------------------00542> *#-----------------|-----------------------------------------------------------|00543> ------------------------00544> | ADD HYD (0536 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00545> ------------------------ (ha) (cms) (hrs) (mm) (cms)00546> ID1 03:0059 .64 .027 6.22 93.90 .000 00547> +ID2 05:0033 2.00 .665 6.00 86.61 .000 00548> ===========================================================00549> SUM 06:0536 2.64 .690 6.00 88.38 .000 00550> 00551> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00552> 00553> --------------------------------------------------------------------------------00554> 001:0022------------------------------------------------------------------------00555> ---------------------00556> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00557> | IN>06:(0536 ) |00558> | OUT<07:(0036 ) | ========= OUTLFOW STORAGE TABLE =========00559> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00560> (cms) (ha.m.) | (cms) (ha.m.)00561> .000 .0000E+00 | .266 .2710E-0100562> .254 .9500E-02 | .272 .6800E-0100563> .260 .1170E-01 | .000 .0000E+0000564> 00565> ROUTING RESULTS AREA QPEAK TPEAK R.V.00566> -------------------- (ha) (cms) (hrs) (mm)00567> INFLOW >06: (0536 ) 2.64 .690 6.000 88.37500568> OUTFLOW<07: (0036 ) 2.64 .268 6.033 88.37500569> OVERFLOW<08: (0040OV) .00 .000 .000 .00000570> 00571> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000572> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000573> PERCENTAGE OF TIME OVERFLOWING (%)= .0000574> 00575> 00576> PEAK FLOW REDUCTION [Qout/Qin](%)= 38.81800577> TIME SHIFT OF PEAK FLOW (min)= 2.0000578> MAXIMUM STORAGE USED (ha.m.)=.3931E-0100579> 00580> --------------------------------------------------------------------------------00581> 001:0023------------------------------------------------------------------------00582> ----------------------00583> | CALIB STANDHYD | Area (ha)= .6300584> | 01:0538 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000585> ----------------------00586> IMPERVIOUS PERVIOUS (i)00587> Surface Area (ha)= .50 .1300588> Dep. Storage (mm)= 2.00 5.0000589> Average Slope (%)= 2.00 2.0000590> Length (m)= 30.00 30.0000591> Mannings n = .013 .25000592> 00593> Max.eff.Inten.(mm/hr)= 131.97 93.1700594> over (min) 1.00 7.0000595> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00596> Unit Hyd. Tpeak (min)= 1.00 7.0000597> Unit Hyd. peak (cms)= 1.14 .1600598> *TOTALS*00599> PEAK FLOW (cms)= .18 .03 .209 (iii)00600> TIME TO PEAK (hrs)= 6.00 6.03 6.00000601> RUNOFF VOLUME (mm)= 94.71 54.19 86.60800602> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300603> RUNOFF COEFFICIENT = .98 .56 .89600604> 00605> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00606> CN* = 80.0 Ia = Dep. Storage (Above)00607> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00608> THAN THE STORAGE COEFFICIENT.00609> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00610> 00611> --------------------------------------------------------------------------------00612> 001:0024------------------------------------------------------------------------00613> *#-----------------|-----------------------------------------------------------|00614> ------------------------00615> | ADD HYD (0537 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00616> ------------------------ (ha) (cms) (hrs) (mm) (cms)00617> ID1 07:0036 2.64 .268 6.03 88.38 .000 00618> +ID2 01:0538 .63 .209 6.00 86.61 .000 00619> ===========================================================00620> SUM 09:0537 3.27 .477 6.00 88.04 .000 00621> 00622> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00623> 00624> --------------------------------------------------------------------------------00625> 001:0025------------------------------------------------------------------------00626> ----------------------00627> | CALIB STANDHYD | Area (ha)= .2300628> | 02:0510 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000629> ----------------------00630> IMPERVIOUS PERVIOUS (i)00631> Surface Area (ha)= .18 .0500632> Dep. Storage (mm)= 2.00 5.0000633> Average Slope (%)= 2.00 2.0000634> Length (m)= 30.00 30.0000635> Mannings n = .013 .25000636> 00637> Max.eff.Inten.(mm/hr)= 131.97 93.1700638> over (min) 1.00 7.0000639> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00640> Unit Hyd. Tpeak (min)= 1.00 7.0000641> Unit Hyd. peak (cms)= 1.14 .1600642> *TOTALS*00643> PEAK FLOW (cms)= .07 .01 .076 (iii)00644> TIME TO PEAK (hrs)= 6.00 6.03 6.00000645> RUNOFF VOLUME (mm)= 94.71 54.19 86.60800646> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300647> RUNOFF COEFFICIENT = .98 .56 .89600648> 00649> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00650> CN* = 80.0 Ia = Dep. Storage (Above)00651> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00652> THAN THE STORAGE COEFFICIENT.00653> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00654> 00655> --------------------------------------------------------------------------------00656> 001:0026------------------------------------------------------------------------00657> *#-----------------|-----------------------------------------------------------|00658> ----------------------00659> | CALIB STANDHYD | Area (ha)= 1.0900660> | 03:0035 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000661> ----------------------00662> IMPERVIOUS PERVIOUS (i)00663> Surface Area (ha)= 1.07 .0200664> Dep. Storage (mm)= 2.00 5.0000665> Average Slope (%)= 2.00 2.0000666> Length (m)= 30.00 30.0000667> Mannings n = .013 .25000668> 00669> Max.eff.Inten.(mm/hr)= 131.97 93.1700670> over (min) 1.00 7.0000671> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00672> Unit Hyd. Tpeak (min)= 1.00 7.0000673> Unit Hyd. peak (cms)= 1.14 .1600674> *TOTALS*00675> PEAK FLOW (cms)= .39 .00 .396 (iii)

00676> TIME TO PEAK (hrs)= 6.00 6.03 6.00000677> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200678> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300679> RUNOFF COEFFICIENT = .98 .56 .97100680> 00681> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00682> CN* = 80.0 Ia = Dep. Storage (Above)00683> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00684> THAN THE STORAGE COEFFICIENT.00685> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00686> 00687> --------------------------------------------------------------------------------00688> 001:0027------------------------------------------------------------------------00689> *#-----------------|-----------------------------------------------------------|00690> ---------------------00691> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00692> | IN>03:(0035 ) |00693> | OUT<04:(0040 ) | ========= OUTLFOW STORAGE TABLE =========00694> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00695> (cms) (ha.m.) | (cms) (ha.m.)00696> .000 .0000E+00 | .034 .8190E-0100697> .011 .2730E-01 | .045 .1060E+0000698> .022 .5460E-01 | .000 .0000E+0000699> 00700> ROUTING RESULTS AREA QPEAK TPEAK R.V.00701> -------------------- (ha) (cms) (hrs) (mm)00702> INFLOW >03: (0035 ) 1.09 .396 6.000 93.90200703> OUTFLOW<04: (0040 ) 1.09 .028 6.800 93.90100704> OVERFLOW<05: (0040OV) .00 .000 .000 .00000705> 00706> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000707> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000708> PERCENTAGE OF TIME OVERFLOWING (%)= .0000709> 00710> 00711> PEAK FLOW REDUCTION [Qout/Qin](%)= 6.98300712> TIME SHIFT OF PEAK FLOW (min)= 48.0000713> MAXIMUM STORAGE USED (ha.m.)=.6744E-0100714> 00715> --------------------------------------------------------------------------------00716> 001:0028------------------------------------------------------------------------00717> ------------------------00718> | ADD HYD (0511 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00719> ------------------------ (ha) (cms) (hrs) (mm) (cms)00720> ID1 02:0510 .23 .076 6.00 86.61 .000 00721> +ID2 04:0040 1.09 .028 6.80 93.90 .000 00722> ===========================================================00723> SUM 06:0511 1.32 .101 6.00 92.63 .000 00724> 00725> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00726> 00727> --------------------------------------------------------------------------------00728> 001:0029------------------------------------------------------------------------00729> ------------------------00730> | ADD HYD (0515 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00731> ------------------------ (ha) (cms) (hrs) (mm) (cms)00732> ID1 06:0511 1.32 .101 6.00 92.63 .000 00733> +ID2 09:0537 3.27 .477 6.00 88.04 .000 00734> ===========================================================00735> SUM 10:0515 4.59 .578 6.00 89.36 .000 00736> 00737> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00738> 00739> --------------------------------------------------------------------------------00740> 001:0030------------------------------------------------------------------------00741> ----------------------00742> | CALIB STANDHYD | Area (ha)= .0600743> | 01:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000744> ----------------------00745> IMPERVIOUS PERVIOUS (i)00746> Surface Area (ha)= .06 .0000747> Dep. Storage (mm)= 2.00 5.0000748> Average Slope (%)= 2.00 2.0000749> Length (m)= 30.00 30.0000750> Mannings n = .013 .25000751> 00752> Max.eff.Inten.(mm/hr)= 131.97 93.1700753> over (min) 1.00 7.0000754> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00755> Unit Hyd. Tpeak (min)= 1.00 7.0000756> Unit Hyd. peak (cms)= 1.14 .1600757> *TOTALS*00758> PEAK FLOW (cms)= .02 .00 .022 (iii)00759> TIME TO PEAK (hrs)= 5.98 6.03 6.00000760> RUNOFF VOLUME (mm)= 94.71 54.19 93.90100761> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300762> RUNOFF COEFFICIENT = .98 .56 .97100763> 00764> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00765> CN* = 80.0 Ia = Dep. Storage (Above)00766> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00767> THAN THE STORAGE COEFFICIENT.00768> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00769> 00770> --------------------------------------------------------------------------------00771> 001:0031------------------------------------------------------------------------00772> *#-----------------|-----------------------------------------------------------|00773> ---------------------00774> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00775> | IN>01:(0503 ) |00776> | OUT<02:(0047 ) | ========= OUTLFOW STORAGE TABLE =========00777> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00778> (cms) (ha.m.) | (cms) (ha.m.)00779> .000 .0000E+00 | .004 .4500E-0200780> .002 .1500E-02 | .006 .6000E-0200781> .003 .3000E-02 | .000 .0000E+0000782> 00783> ROUTING RESULTS AREA QPEAK TPEAK R.V.00784> -------------------- (ha) (cms) (hrs) (mm)00785> INFLOW >01: (0503 ) .06 .022 6.000 93.90100786> OUTFLOW<02: (0047 ) .06 .003 6.217 93.90000787> OVERFLOW<03: (0040OV) .00 .000 .000 .00000788> 00789> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000790> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000791> PERCENTAGE OF TIME OVERFLOWING (%)= .0000792> 00793> 00794> PEAK FLOW REDUCTION [Qout/Qin](%)= 13.77200795> TIME SHIFT OF PEAK FLOW (min)= 13.0000796> MAXIMUM STORAGE USED (ha.m.)=.3002E-0200797> 00798> --------------------------------------------------------------------------------00799> 001:0032------------------------------------------------------------------------00800> ----------------------00801> | CALIB STANDHYD | Area (ha)= .1100802> | 04:0503 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000803> ----------------------00804> IMPERVIOUS PERVIOUS (i)00805> Surface Area (ha)= .11 .0000806> Dep. Storage (mm)= 2.00 5.0000807> Average Slope (%)= 2.00 2.0000808> Length (m)= 30.00 30.0000809> Mannings n = .013 .25000810>

(C:\...POST3.out)


00811> Max.eff.Inten.(mm/hr)= 131.97 93.1700812> over (min) 1.00 7.0000813> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00814> Unit Hyd. Tpeak (min)= 1.00 7.0000815> Unit Hyd. peak (cms)= 1.14 .1600816> *TOTALS*00817> PEAK FLOW (cms)= .04 .00 .040 (iii)00818> TIME TO PEAK (hrs)= 6.00 6.03 6.00000819> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200820> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300821> RUNOFF COEFFICIENT = .98 .56 .97100822> 00823> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00824> CN* = 80.0 Ia = Dep. Storage (Above)00825> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00826> THAN THE STORAGE COEFFICIENT.00827> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00828> 00829> --------------------------------------------------------------------------------00830> 001:0033------------------------------------------------------------------------00831> *#-----------------|-----------------------------------------------------------|00832> ---------------------00833> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00834> | IN>04:(0503 ) |00835> | OUT<05:(0517 ) | ========= OUTLFOW STORAGE TABLE =========00836> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00837> (cms) (ha.m.) | (cms) (ha.m.)00838> .000 .0000E+00 | .007 .8300E-0200839> .002 .2800E-02 | .009 .1100E-0100840> .004 .5500E-02 | .000 .0000E+0000841> 00842> ROUTING RESULTS AREA QPEAK TPEAK R.V.00843> -------------------- (ha) (cms) (hrs) (mm)00844> INFLOW >04: (0503 ) .11 .040 6.000 93.90200845> OUTFLOW<05: (0517 ) .11 .005 6.233 93.90100846> OVERFLOW<06: (0040OV) .00 .000 .000 .00000847> 00848> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000849> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000850> PERCENTAGE OF TIME OVERFLOWING (%)= .0000851> 00852> 00853> PEAK FLOW REDUCTION [Qout/Qin](%)= 11.64700854> TIME SHIFT OF PEAK FLOW (min)= 14.0000855> MAXIMUM STORAGE USED (ha.m.)=.6109E-0200856> 00857> --------------------------------------------------------------------------------00858> 001:0034------------------------------------------------------------------------00859> ------------------------00860> | ADD HYD (0520 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00861> ------------------------ (ha) (cms) (hrs) (mm) (cms)00862> ID1 05:0517 .11 .005 6.23 93.90 .000 00863> +ID2 02:0047 .06 .003 6.22 93.90 .000 00864> ===========================================================00865> SUM 07:0520 .17 .008 6.23 93.90 .000 00866> 00867> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00868> 00869> --------------------------------------------------------------------------------00870> 001:0035------------------------------------------------------------------------00871> ----------------------00872> | CALIB STANDHYD | Area (ha)= .1200873> | 01:0518 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0000874> ----------------------00875> IMPERVIOUS PERVIOUS (i)00876> Surface Area (ha)= .12 .0000877> Dep. Storage (mm)= 2.00 5.0000878> Average Slope (%)= 2.00 2.0000879> Length (m)= 30.00 30.0000880> Mannings n = .013 .25000881> 00882> Max.eff.Inten.(mm/hr)= 131.97 93.1700883> over (min) 1.00 7.0000884> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00885> Unit Hyd. Tpeak (min)= 1.00 7.0000886> Unit Hyd. peak (cms)= 1.14 .1600887> *TOTALS*00888> PEAK FLOW (cms)= .04 .00 .044 (iii)00889> TIME TO PEAK (hrs)= 6.00 6.03 6.00000890> RUNOFF VOLUME (mm)= 94.71 54.19 93.90200891> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300892> RUNOFF COEFFICIENT = .98 .56 .97100893> 00894> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00895> CN* = 80.0 Ia = Dep. Storage (Above)00896> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00897> THAN THE STORAGE COEFFICIENT.00898> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00899> 00900> --------------------------------------------------------------------------------00901> 001:0036------------------------------------------------------------------------00902> *#-----------------|-----------------------------------------------------------|00903> ---------------------00904> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00905> | IN>01:(0518 ) |00906> | OUT<02:(0519 ) | ========= OUTLFOW STORAGE TABLE =========00907> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00908> (cms) (ha.m.) | (cms) (ha.m.)00909> .000 .0000E+00 | .007 .9000E-0200910> .002 .3000E-02 | .009 .1200E-0100911> .004 .6000E-02 | .000 .0000E+0000912> 00913> ROUTING RESULTS AREA QPEAK TPEAK R.V.00914> -------------------- (ha) (cms) (hrs) (mm)00915> INFLOW >01: (0518 ) .12 .044 6.000 93.90200916> OUTFLOW<02: (0519 ) .12 .005 6.283 93.90100917> OVERFLOW<03: (0040OV) .00 .000 .000 .00000918> 00919> TOTAL NUMBER OF SIMULATED OVERFLOWS = 000920> CUMULATIVE TIME OF OVERFLOWS (hours)= .0000921> PERCENTAGE OF TIME OVERFLOWING (%)= .0000922> 00923> 00924> PEAK FLOW REDUCTION [Qout/Qin](%)= 10.91600925> TIME SHIFT OF PEAK FLOW (min)= 17.0000926> MAXIMUM STORAGE USED (ha.m.)=.6757E-0200927> 00928> --------------------------------------------------------------------------------00929> 001:0037------------------------------------------------------------------------00930> ----------------------00931> | CALIB STANDHYD | Area (ha)= .9300932> | 04:0032 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0000933> ----------------------00934> IMPERVIOUS PERVIOUS (i)00935> Surface Area (ha)= .74 .1900936> Dep. Storage (mm)= 2.00 5.0000937> Average Slope (%)= 2.00 2.0000938> Length (m)= 30.00 30.0000939> Mannings n = .013 .25000940> 00941> Max.eff.Inten.(mm/hr)= 131.97 93.1700942> over (min) 1.00 7.0000943> Storage Coeff. (min)= .90 (ii) 7.01 (ii)00944> Unit Hyd. Tpeak (min)= 1.00 7.0000945> Unit Hyd. peak (cms)= 1.14 .16

00946> *TOTALS*00947> PEAK FLOW (cms)= .27 .04 .309 (iii)00948> TIME TO PEAK (hrs)= 6.00 6.03 6.00000949> RUNOFF VOLUME (mm)= 94.71 54.19 86.60800950> TOTAL RAINFALL (mm)= 96.71 96.71 96.71300951> RUNOFF COEFFICIENT = .98 .56 .89600952> 00953> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:00954> CN* = 80.0 Ia = Dep. Storage (Above)00955> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL00956> THAN THE STORAGE COEFFICIENT.00957> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.00958> 00959> --------------------------------------------------------------------------------00960> 001:0038------------------------------------------------------------------------00961> *#-----------------|-----------------------------------------------------------|00962> ------------------------00963> | ADD HYD (0521 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00964> ------------------------ (ha) (cms) (hrs) (mm) (cms)00965> ID1 04:0032 .93 .309 6.00 86.61 .000 00966> +ID2 02:0519 .12 .005 6.28 93.90 .000 00967> ===========================================================00968> SUM 05:0521 1.05 .313 6.00 87.44 .000 00969> 00970> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00971> 00972> --------------------------------------------------------------------------------00973> 001:0039------------------------------------------------------------------------00974> ------------------------00975> | ADD HYD (0060 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF00976> ------------------------ (ha) (cms) (hrs) (mm) (cms)00977> ID1 07:0520 .17 .008 6.23 93.90 .000 00978> +ID2 05:0521 1.05 .313 6.00 87.44 .000 00979> ===========================================================00980> SUM 08:0060 1.22 .320 6.00 88.34 .000 00981> 00982> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.00983> 00984> --------------------------------------------------------------------------------00985> 001:0040------------------------------------------------------------------------00986> ---------------------00987> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.00988> | IN>08:(0060 ) |00989> | OUT<09:(0504 ) | ========= OUTLFOW STORAGE TABLE =========00990> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE00991> (cms) (ha.m.) | (cms) (ha.m.)00992> .000 .0000E+00 | .118 .1730E-0100993> .111 .6400E-02 | .121 .4250E-0100994> .114 .7700E-02 | .000 .0000E+0000995> 00996> ROUTING RESULTS AREA QPEAK TPEAK R.V.00997> -------------------- (ha) (cms) (hrs) (mm)00998> INFLOW >08: (0060 ) 1.22 .320 6.000 88.34100999> OUTFLOW<09: (0504 ) 1.22 .118 6.033 88.34101000> OVERFLOW<06: (0040OV) .00 .000 .000 .00001001> 01002> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001003> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001004> PERCENTAGE OF TIME OVERFLOWING (%)= .0001005> 01006> 01007> PEAK FLOW REDUCTION [Qout/Qin](%)= 36.94401008> TIME SHIFT OF PEAK FLOW (min)= 2.0001009> MAXIMUM STORAGE USED (ha.m.)=.2055E-0101010> 01011> --------------------------------------------------------------------------------01012> 001:0041------------------------------------------------------------------------01013> ----------------------01014> | CALIB STANDHYD | Area (ha)= 3.0001015> | 01:0508 DT= 1.00 | Total Imp(%)= 75.00 Dir. Conn.(%)= 75.0001016> ----------------------01017> IMPERVIOUS PERVIOUS (i)01018> Surface Area (ha)= 2.25 .7501019> Dep. Storage (mm)= 2.00 5.0001020> Average Slope (%)= 2.00 2.0001021> Length (m)= 30.00 30.0001022> Mannings n = .013 .25001023> 01024> Max.eff.Inten.(mm/hr)= 131.97 93.1701025> over (min) 1.00 7.0001026> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01027> Unit Hyd. Tpeak (min)= 1.00 7.0001028> Unit Hyd. peak (cms)= 1.14 .1601029> *TOTALS*01030> PEAK FLOW (cms)= .82 .15 .971 (iii)01031> TIME TO PEAK (hrs)= 6.00 6.03 6.00001032> RUNOFF VOLUME (mm)= 94.71 54.19 84.58201033> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301034> RUNOFF COEFFICIENT = .98 .56 .87501035> 01036> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01037> CN* = 80.0 Ia = Dep. Storage (Above)01038> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01039> THAN THE STORAGE COEFFICIENT.01040> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01041> 01042> --------------------------------------------------------------------------------01043> 001:0042------------------------------------------------------------------------01044> *#-----------------|-----------------------------------------------------------|01045> ------------------------01046> | ADD HYD (0509 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01047> ------------------------ (ha) (cms) (hrs) (mm) (cms)01048> ID1 09:0504 1.22 .118 6.03 88.34 .000 01049> +ID2 01:0508 3.00 .971 6.00 84.58 .000 01050> ===========================================================01051> SUM 02:0509 4.22 1.090 6.00 85.67 .000 01052> 01053> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01054> 01055> --------------------------------------------------------------------------------01056> 001:0043------------------------------------------------------------------------01057> ----------------------01058> | CALIB STANDHYD | Area (ha)= 3.1601059> | 03:0502 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001060> ----------------------01061> IMPERVIOUS PERVIOUS (i)01062> Surface Area (ha)= 2.53 .6301063> Dep. Storage (mm)= 2.00 5.0001064> Average Slope (%)= 2.00 2.0001065> Length (m)= 30.00 30.0001066> Mannings n = .013 .25001067> 01068> Max.eff.Inten.(mm/hr)= 131.97 93.1701069> over (min) 1.00 7.0001070> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01071> Unit Hyd. Tpeak (min)= 1.00 7.0001072> Unit Hyd. peak (cms)= 1.14 .1601073> *TOTALS*01074> PEAK FLOW (cms)= .93 .13 1.050 (iii)01075> TIME TO PEAK (hrs)= 6.00 6.03 6.00001076> RUNOFF VOLUME (mm)= 94.71 54.19 86.60801077> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301078> RUNOFF COEFFICIENT = .98 .56 .89601079> 01080> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:

(C:\...POST3.out)


01081> CN* = 80.0 Ia = Dep. Storage (Above)01082> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01083> THAN THE STORAGE COEFFICIENT.01084> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01085> 01086> --------------------------------------------------------------------------------01087> 001:0044------------------------------------------------------------------------01088> *#-----------------|-----------------------------------------------------------|01089> ---------------------01090> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01091> | IN>03:(0502 ) |01092> | OUT<04:(0019 ) | ========= OUTLFOW STORAGE TABLE =========01093> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01094> (cms) (ha.m.) | (cms) (ha.m.)01095> .000 .0000E+00 | .313 .5900E-0101096> .298 .1000E-01 | .321 .1735E+0001097> .306 .1590E-01 | .000 .0000E+0001098> 01099> ROUTING RESULTS AREA QPEAK TPEAK R.V.01100> -------------------- (ha) (cms) (hrs) (mm)01101> INFLOW >03: (0502 ) 3.16 1.050 6.000 86.60801102> OUTFLOW<04: (0019 ) 3.16 .314 6.050 86.60801103> OVERFLOW<05: (0040OV) .00 .000 .000 .00001104> 01105> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001106> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001107> PERCENTAGE OF TIME OVERFLOWING (%)= .0001108> 01109> 01110> PEAK FLOW REDUCTION [Qout/Qin](%)= 29.87801111> TIME SHIFT OF PEAK FLOW (min)= 3.0001112> MAXIMUM STORAGE USED (ha.m.)=.7015E-0101113> 01114> --------------------------------------------------------------------------------01115> 001:0045------------------------------------------------------------------------01116> ------------------------01117> | ADD HYD (0061 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01118> ------------------------ (ha) (cms) (hrs) (mm) (cms)01119> ID1 02:0509 4.22 1.090 6.00 85.67 .000 01120> +ID2 04:0019 3.16 .314 6.05 86.61 .000 01121> ===========================================================01122> SUM 06:0061 7.38 1.403 6.00 86.07 .000 01123> 01124> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01125> 01126> --------------------------------------------------------------------------------01127> 001:0046------------------------------------------------------------------------01128> ----------------------01129> | CALIB STANDHYD | Area (ha)= 2.0001130> | 07:0002 DT= 1.00 | Total Imp(%)= 80.00 Dir. Conn.(%)= 80.0001131> ----------------------01132> IMPERVIOUS PERVIOUS (i)01133> Surface Area (ha)= 1.60 .4001134> Dep. Storage (mm)= 2.00 5.0001135> Average Slope (%)= 2.00 2.0001136> Length (m)= 30.00 30.0001137> Mannings n = .013 .25001138> 01139> Max.eff.Inten.(mm/hr)= 131.97 93.1701140> over (min) 1.00 7.0001141> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01142> Unit Hyd. Tpeak (min)= 1.00 7.0001143> Unit Hyd. peak (cms)= 1.14 .1601144> *TOTALS*01145> PEAK FLOW (cms)= .59 .08 .665 (iii)01146> TIME TO PEAK (hrs)= 6.00 6.03 6.00001147> RUNOFF VOLUME (mm)= 94.71 54.19 86.60801148> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301149> RUNOFF COEFFICIENT = .98 .56 .89601150> 01151> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01152> CN* = 80.0 Ia = Dep. Storage (Above)01153> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01154> THAN THE STORAGE COEFFICIENT.01155> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01156> 01157> --------------------------------------------------------------------------------01158> 001:0047------------------------------------------------------------------------01159> *#-----------------|-----------------------------------------------------------|01160> ------------------------01161> | ADD HYD (0052 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01162> ------------------------ (ha) (cms) (hrs) (mm) (cms)01163> ID1 06:0061 7.38 1.403 6.00 86.07 .000 01164> +ID2 07:0002 2.00 .665 6.00 86.61 .000 01165> ===========================================================01166> SUM 08:0052 9.38 2.068 6.00 86.19 .000 01167> 01168> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01169> 01170> --------------------------------------------------------------------------------01171> 001:0048------------------------------------------------------------------------01172> ------------------------01173> | ADD HYD (0057 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01174> ------------------------ (ha) (cms) (hrs) (mm) (cms)01175> ID1 08:0052 9.38 2.068 6.00 86.19 .000 01176> +ID2 10:0515 4.59 .578 6.00 89.36 .000 01177> ===========================================================01178> SUM 09:0057 13.97 2.646 6.00 87.23 .000 01179> 01180> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01181> 01182> --------------------------------------------------------------------------------01183> 001:0049------------------------------------------------------------------------01184> ----------------------01185> | CALIB STANDHYD | Area (ha)= 1.2901186> | 01:0540 DT= 1.00 | Total Imp(%)= 77.00 Dir. Conn.(%)= 77.0001187> ----------------------01188> IMPERVIOUS PERVIOUS (i)01189> Surface Area (ha)= .99 .3001190> Dep. Storage (mm)= 2.00 5.0001191> Average Slope (%)= 2.00 2.0001192> Length (m)= 30.00 30.0001193> Mannings n = .013 .25001194> 01195> Max.eff.Inten.(mm/hr)= 131.97 93.1701196> over (min) 1.00 7.0001197> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01198> Unit Hyd. Tpeak (min)= 1.00 7.0001199> Unit Hyd. peak (cms)= 1.14 .1601200> *TOTALS*01201> PEAK FLOW (cms)= .36 .06 .422 (iii)01202> TIME TO PEAK (hrs)= 6.00 6.03 6.00001203> RUNOFF VOLUME (mm)= 94.71 54.19 85.39301204> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301205> RUNOFF COEFFICIENT = .98 .56 .88301206> 01207> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01208> CN* = 80.0 Ia = Dep. Storage (Above)01209> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01210> THAN THE STORAGE COEFFICIENT.01211> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01212> 01213> --------------------------------------------------------------------------------01214> 001:0050------------------------------------------------------------------------01215> *#-----------------|-----------------------------------------------------------|

01216> ------------------------01217> | ADD HYD (0541 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01218> ------------------------ (ha) (cms) (hrs) (mm) (cms)01219> ID1 01:0540 1.29 .422 6.00 85.39 .000 01220> +ID2 09:0057 13.97 2.646 6.00 87.23 .000 01221> ===========================================================01222> SUM 02:0541 15.26 3.068 6.00 87.07 .000 01223> 01224> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01225> 01226> --------------------------------------------------------------------------------01227> 001:0051------------------------------------------------------------------------01228> ----------------------01229> | CALIB STANDHYD | Area (ha)= .7401230> | 03:0513 DT= 1.00 | Total Imp(%)= 98.00 Dir. Conn.(%)= 98.0001231> ----------------------01232> IMPERVIOUS PERVIOUS (i)01233> Surface Area (ha)= .73 .0101234> Dep. Storage (mm)= 2.00 5.0001235> Average Slope (%)= 2.00 2.0001236> Length (m)= 30.00 30.0001237> Mannings n = .013 .25001238> 01239> Max.eff.Inten.(mm/hr)= 131.97 93.1701240> over (min) 1.00 7.0001241> Storage Coeff. (min)= .90 (ii) 7.01 (ii)01242> Unit Hyd. Tpeak (min)= 1.00 7.0001243> Unit Hyd. peak (cms)= 1.14 .1601244> *TOTALS*01245> PEAK FLOW (cms)= .27 .00 .269 (iii)01246> TIME TO PEAK (hrs)= 6.00 6.03 6.00001247> RUNOFF VOLUME (mm)= 94.71 54.19 93.90201248> TOTAL RAINFALL (mm)= 96.71 96.71 96.71301249> RUNOFF COEFFICIENT = .98 .56 .97101250> 01251> (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES:01252> CN* = 80.0 Ia = Dep. Storage (Above)01253> (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL01254> THAN THE STORAGE COEFFICIENT.01255> (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY.01256> 01257> --------------------------------------------------------------------------------01258> 001:0052------------------------------------------------------------------------01259> *#-----------------|-----------------------------------------------------------|01260> ------------------------01261> | ADD HYD (0514 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF01262> ------------------------ (ha) (cms) (hrs) (mm) (cms)01263> ID1 02:0541 15.26 3.068 6.00 87.07 .000 01264> +ID2 03:0513 .74 .269 6.00 93.90 .000 01265> ===========================================================01266> SUM 04:0514 16.00 3.337 6.00 87.39 .000 01267> 01268> NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY.01269> 01270> --------------------------------------------------------------------------------01271> 001:0053------------------------------------------------------------------------01272> ---------------------01273> | ROUTE RESERVOIR | Requested routing time step = 1.0 min.01274> | IN>04:(0514 ) |01275> | OUT<05:(0041 ) | ========= OUTLFOW STORAGE TABLE =========01276> --------------------- OUTFLOW STORAGE | OUTFLOW STORAGE01277> (cms) (ha.m.) | (cms) (ha.m.)01278> .000 .0000E+00 | .010 .3672E+0001279> .004 .4160E-01 | .011 .4326E+0001280> .005 .8730E-01 | .012 .4995E+0001281> .007 .1332E+00 | .244 .5699E+0001282> .008 .1919E+00 | .667 .6440E+0001283> .009 .2478E+00 | 1.212 .6909E+0001284> .009 .3065E+00 | .000 .0000E+0001285> 01286> ROUTING RESULTS AREA QPEAK TPEAK R.V.01287> -------------------- (ha) (cms) (hrs) (mm)01288> INFLOW >04: (0514 ) 16.00 3.337 6.000 87.38701289> OUTFLOW<05: (0041 ) 16.00 1.046 6.367 87.38201290> OVERFLOW<06: (0040OV) .00 .000 .000 .00001291> 01292> TOTAL NUMBER OF SIMULATED OVERFLOWS = 001293> CUMULATIVE TIME OF OVERFLOWS (hours)= .0001294> PERCENTAGE OF TIME OVERFLOWING (%)= .0001295> 01296> 01297> PEAK FLOW REDUCTION [Qout/Qin](%)= 31.35501298> TIME SHIFT OF PEAK FLOW (min)= 22.0001299> MAXIMUM STORAGE USED (ha.m.)=.6766E+0001300> 01301> --------------------------------------------------------------------------------01302> 001:0054------------------------------------------------------------------------01303> FINISH01304> --------------------------------------------------------------------------------01305> ********************************************************************************01306> WARNINGS / ERRORS / NOTES01307> -------------------------01308> Simulation ended on 2018-02-26 at 09:27:3001309> ================================================================================01310> 01311>

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