LIST OF FIGURES ...... i LIST OF TABLES ...... ii EXECUTIVE SUMMARY ...... iii CHAPTER 1 ...... 5 OBJECTIVE AND SCOPE OF STUDY ...... 5 1.1 BACKGROUND ...... 5 1.2 INTRODUCTION ...... 7 1.3 OBJECTIVE ...... 10 1.4 APPROACH ...... 10 CHAPTER- 2 ...... 12 2 HYDROLOGY FEATURES ...... 12 2.1 GENERAL ...... 12 2.2 TOPOGRAPHY AND TERRAIN ...... 12 2.3 WATERWAYS ...... 13 2.4 CLIMATE...... 14 2.5 RELATIVE HUMIDITY...... 14 2.6 WIND MOVEMENT ...... 15 2.7 TEMPERATURES ...... 16 2.8 SOILS ...... 17 2.9 TECHNICAL DATA...... 18 2.9.1 MAPS ...... 18 2.9.2 RAINFALL DATA ...... 18 2.9.3 DISCHARGE DATA ...... 18 2.10 CATCHMENT AREA ...... 18 2.11 HYDROLOGY AND DRAINAGE ...... 19 CHAPTER-3 ...... 20 3 FIELD INVESTIGATION ...... 20 3.1 CONDITIONAL SURVEY ...... 20 3.2 KARACHI FLOOD CONTROL PLAN ...... 22 3.3 CITY STROM WATER DRAINAGE ...... 23 3.3.1 MANZOOR COLLONY NALA ...... 23 3.3.2 MANZOOR COLLONY NALA ...... 23 3.3.3 MANZOOR COLLONY NALA ...... 23 3.3.4 MANZOOR COLLONY NALA ...... 23

MALIR EXPRESSWAY PROJECT FROM JAM SADIQ BRIDGE SUPER HIGHWAY M9. HYDROLOGY & HYDRAULIC REPORT

3.4 PICTORIAL OBSERVATIONS ...... 24 CHAPTER-4 ...... 26 4 HYDROLOGY AND HYDRAULIC ANALYSIS ...... 26 4.1 METHODOLOGY AND ASSUMPTIONS ...... 26 4.2 HYDROLOGICAL ANALYSIS: ...... 26 4.2.1 WATERSHED DELINEATION ...... 26 4.2.2 MALIR WATERSHED ...... 27 4.2.3 DESIGN APPROACH: ...... 29 4.2.4 FREQUENCY ANALYSIS: ...... 29 4.2.5 COMPUTATION OF RAINFALL INTENSITY ...... 34 4.3 RAINFALL-RUNOFF ANALYSIS ...... 34 4.3.1 UNIT HYDROGRAPH (TRIANGULAR) METHOD ...... 34 4.4 RESULTS OF RAINFALL RUNOFF ANALYSIS ...... 36 4.5 HYDRAULIC STUDY USING HEC-RAS ...... 36 4.5.1 GENERAL:...... 36 4.5.2 INTRODUCTION TO HEC-RAS ...... 36 4.5.2 hec-ras model Development ...... 38 4.5.3 MODEL GEOMETRY ...... 38 4.5.4 RIVER REACHES AND CROSS-SECTIONS ...... 39 4.5.5 MANNING’S ROUGHNESS CO-EFFICIENT ...... 40 4.5.6 DETAILED HYDRAULIC ANALYSIS ...... 40 4.7 CONCLUSION ...... 44 CHAPTER-5 ...... 45 EMBANKMENT AND SLOPE PROTECTION ...... 45 ANNEXURE-A ...... 49 ANNEXURE-B ...... 74 ANNEXURE-B ...... 99

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LIST OF FIGURES

Figure 1: Location plan of the proposed alignment ...... 6 Figure 2: GIS map for Karachi city ...... 9 Figure 3: Satellite image shows the tidal areas and Malir River ...... 9 Figure 4: Map of Karachi city showing the River Malir and its watershed ...... 10 Figure 5: Topography and Contour of Karachi city courtesy: floodmap.net ...... 13 Figure 6: Cropping at the prism of Malir River ...... 20 Figure 7: the water gauge painted at the Motorway Bridge ...... 21 Figure 8: Industrial Waste water out falling in to Malir River ...... 22 Figure 9: Catchment area of Malir Basin ...... 28 Figure 10: Delineated watershed using GIS tools of Malir River ...... 28 Figure 11: Plotted rainfall intensities for Karachi ...... 33 Figure 12: The Open project window of HEC-RAS ...... 37 Figure 13: geometric and cross section entering window ...... 38 Figure 14: the flow data window ...... 38 Figure 15: the output windows of HEC-RAS ...... 38 Figure 16: HEC-RAS geometric window shows reaches cross section ...... 39 Figure 17: Surveyed cross section at chainage 38+400 of Malir River ...... 40 Figure 18: Q50, Q100 water levels at Chainage 39+345 ...... 41 Figure 19: Q50, Q100 water levels at Chainage 1+175 ...... 42 Figure 20: Malir River L-section showing water levels of 1977, 78 50 Year & 100 Year Return Period ...... 42 Figure 20: typical drawing of stone pitching ...... 45 Figure 21: Typical drawing of granular material ...... 46 Figure 22: typical drawing of side filter ...... 46 Figure 23: typical drawing of toe protection ...... 46 Figure 24: typical drawing of toe protection with extra embankment width ...... 47

i MALIR EXPRESSWAY PROJECT FROM JAM SADIQ BRIDGE SUPER HIGHWAY M9. HYDROLOGY & HYDRAULIC REPORT

LIST OF TABLES

Table 1: Total and Average Monthly Evaporation * At Karachi Airport...... 14 Table 2: Average Monthly Wind Speed ...... 15 Table 3: Maximum Temperature Karachi Airport Station (1943-1976) ...... 16 Table 4: Minimum Temperature Karachi Airport Station (1943 through 1976) ...... 17 Table 5: Max one day rainfall ...... 30 Table 6: Reduce Mean, depending on sample size N ...... 32 Table 7: Reduced Standard Deviation Sn in Gumbel’s Extreme Value Distribution ...... 32 Table 8: the magnitude of the expected maximum rainfall for Karachi ...... 33 Table 9: The Valve of “f” ...... 35 Table 10: Percentage Runoff (Triangular Formula) ...... 35 Table 11: Flood events Water levels ...... 44 Table 12: Embankment Protection Reaches ...... 48

ii MALIR EXPRESSWAY PROJECT FROM JAM SADIQ BRIDGE SUPER HIGHWAY M9. HYDROLOGY & HYDRAULIC REPORT

EXECUTIVE SUMMARY

Karachi Metropolitan, being mega/biggest city of Pakistan has potential to accommodate & attract people from all over the country in providing jobs, business opportunities, and housing facilities. Resultantly the population of the city as reported has now reached to the figure of 14.0 million. Due to the phenomenal population growth, increase in vehicular traffic, congestion and traffic jams issues arise on major roads of city, hence road users are facing inconvenience/hazards like wastage of time/fuel, environmental pollution (Noise + smoke) and accidents etc.

Local Government Department, Government of Sindh has decided to provide the shortest alternate route to connect Motorway/Super Highway with city center, and after thorough study it is decided that best option is the Construction of a 4-Lane Dualized Expressway along Malir River, starting from KPT Interchange near Jam Sadiq Bridge and ending at Super Highway (M9) at 50km, near DHA Phase-IX.

Malir River basin has total catchment area of about 1,850 square kilometer around south- eastern boundary of Karachi. Malir River system consists of two major streams, Mol and Khaddeji, and three tributaries named Konkar, Thaddo and Sukkan. River flows southwards and westwards through Gizri Creek and discharges finally into the Arabian Sea. The central part of the river basin is made-up of sediment deposits comprising coarse conglomerate, sand stone, clay stone and limestone, whereas, the lower plain is composed of alluvial deposits. In the lower plain, the river is wider and shallower and gets braided.

Based on the hydrologic studies carried out, following hydrologic parameters were calculated:

For 50-year return period (i) Return period for the estimation of storm water flows 50-Year (ii) 24-hour rainfall at Karachi for 50-year return period 189.4 mm (iii) Estimated storm water flow at Outfall of Malir River 1,53,658cusec

For 100-year return period (i) Return period for the estimation of storm water flows 100-Year (ii) 24-hour rainfall at Karachi for 100-year return period 220 mm (iii) Estimated storm water flow at Outfall of Malir River 1,79,866 cusec

iii MALIR EXPRESSWAY PROJECT FROM JAM SADIQ BRIDGE SUPER HIGHWAY M9. HYDROLOGY & HYDRAULIC REPORT

The results from this report provide useful information to designer while designing the proposed road along the Malir River. Knowing this information beforehand will allow the highway designer to take the appropriate precautions during wet seasons. Also, the residents who have homes within the floodplains near the river will be safer if they are aware of the potential hazards that could occur during times of flooding. Furthermore, this report recommends that proposed alignment is feasible and suggested height of embankment up 6 meters from the bed of Malir River for 50, 100-year return period.

Floodplains near the river will be safer if they are aware of the potential hazards that could occur during times of flooding. Furthermore, this report recommends that proposed alignment is feasible and suggested height of embankment up 6 meters from the bed of Malir River for 50, 100-year return period.

Following are the values of floods for various return periods obtained by assuming higher rainfall frequency for Karachi station.

Return Peak Flow at Period Outfall(Cusec) 100 1,79,866 50 1,53,658

The discharge calculations are enclosed as Annexure –A&B at the end of the report.

The following criteria is used to determine / select the type of protection measure;

 For high flow velocity / flood impact side pitching with 0.5-meter free board and granular material is suggested  For prolonged stagnation of water depth, granular material is suggested  For seasonal and temporary water logging due to rainfall or drainage of agriculture water it is proposed to just add impermeable layer of soil on the sides of the embankment.  Recommended Design heights of embankment are given as follows:

EMBANKMENT DESIGN HIGHS

SR. No Reach m Deign Height m 1 36+728 to 30+000 4.5 2 29+000 to 24+000 4.8 3 23+000 to 18+000 5.01 4 17+000 to 12+000 5.8 5 11+000 to 6+000 6 6 5+000 to 0+000 6

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CHAPTER 1

OBJECTIVE AND SCOPE OF STUDY

1.1 BACKGROUND

Due to the phenomenal population growth, increase in vehicular traffic, congestion and traffic jams issues arise on major roads of city, hence road users are facing inconvenience/hazards like wastage of time/fuel, environmental pollution (Noise + smoke) and accidents etc.

Besides above, Karachi has two sea ports, from where heavy vehicular traffic generates for supply of oil, and other imported goods to up country, thereby adding an extra volume of heavy traffic on city roads up to super highway (Motorway M9) and National Highway N-5.

Considering above situation in view, Local Government Department, Government of Sindh has decided to provide the shortest alternate route to connect Motorway/Super Highway with city center, and after thorough study it is decided that best option is the Construction of a 6-Lane Dualized Expressway along left bank of Malir River, starting from KPT Interchange near Qayyomabad and ending at Super Highway (M9).

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Figure 1: Location plan of the proposed alignment

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It has also been considered by the Government of Sindh that Development of said expressway may be done under Public Private Partnership mode (PPP), on urgent basis, to bring ease in traffic flows and lives of general public.

To carry out this project under PPP Mode, a consortium of following consultants is engaged:

M/s. EA Consulting (Pvt) Ltd Technical Consultant (Lead Member)

M/s. Ernst & Young Financial Consultant

M/s. HaidermotBNR & Co Legal Consultant

The transaction advisory services of consultants are divided in two phases as follows:

Phase-I (Transaction preparation and approval)

i. Project kick off/need analysis ii. Option analysis iii. Risk analysis iv. Financial Model Development v. Transaction Structuring vi. Assistance in preparation of RFP documents vii. Transaction approval

Phase-II (Transaction Execution)

i. Assistance in request for proposal process ii. Assistance in bid evaluation process iii. Negotiation, finalization and execution of the concession Agreement

1.2 INTRODUCTION

Karachi Metropolitan areas in the most populous in Pakistan with an estimated population of over 5 millions Karachi is the major sea port of the country and the area provides a large percentage of the nation industrial production.

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Malir River is located in Karachi, Sindh, Pakistan. Malir River passes through the city of Karachi from North East to the Centre and drains into the Arabian Sea. Malir river is one of the two rivers passing through Karachi and the other is Lyari River. It has two main tributaries, the Thadho and the Sukhan. In the rainy season, this river experiences heavy water flow, with millions of gallons emptying into the Arabian Sea

Mali River passes through the thickly populated areas of the city near their outfalls in to the sea. The catchment of Malir river is comparatively large and extends up to 70miles towards north of Karachi. In case of heavy rainfall in the catchment area when there is no rainfall in Karachi city, the flood water reaches the city without warning. Over the lean period, not only residential colonies, but unauthorized hutments and industrial units have cropped up within the river banks as well as bed which have created obstruction in the waterway. The flood water overflows the river banks during heavy rainfalls due to insufficient waterway. The overflowing water inundates the adjoining areas and the storm water drains also become ineffective as these cannot discharge in to overflowing rivers where the water level is already too high. Dues to choking of the city drainage system, most of the roads also get flooded, thus paralyzing the whole transport system of the city.

Inadequate and incomplete storm drain add to Karachi`s flooding problems. Although a comprehensive drainage system has been planned, and some parts have been constructed over the year, many areas are not yet served by storm drain or are served by partially completed system. Maintenance has been neglected and many drains are rendered ineffective by sediment build-up. Many unplanned areas have no provision for drains at all.

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Figure 2: GIS map for Karachi city

Figure 3: Satellite image shows the tidal areas and Malir River

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Figure 4: Map of Karachi city showing the River Malir and its watershed

1.3 OBJECTIVE

In the planning & design of a highway project, “Hydrological & hydraulic Studies” forms an important aspect. In respect to the highway project, the objective of the hydrological and hydraulic study is to establish; the sizes of cross drainage Therefore, the objective of the study encompasses the following;

 Calculating the Maximum Peak Flood Discharge through Hydrologic analysis  Establishment of Waterway  Location and extents of the catchments area  Location of Cross Drainage structures (Bridges & Culverts, etc.)  Selection of Cross Drainage structure (Type and size)

1.4 APPROACH

An assessment of the hydrological processes within the catchment of road is required. The rational formulas for small catchments and triangulation for hydrologic and mathematical modeling approach is adopted for hydraulic assessment that incorporates;

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 Delineation of watershed affecting road and evaluating physiographic and topography of the catchment area;  Preparation and analysis of hydrological analysis  Assessment of flood impact on road alignment  Review of past reports, feasibility Report Karachi Flood Control Plan

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CHAPTER- 2

2 HYDROLOGY FEATURESGENERAL

Hydrology is the science which deals with the operations governing the circulation of moisture in its various forms, above on or beneath the earth’s surface.

The purpose of Hydrology studies is to deal with measures which must be taken to resist/ prevent damage through floods that may pass through nallahs/ streams or sheet flows across the road.

In order to accomplish this task, proper study of drainage pattern of area through which road passes, is made. This includes topographic study, identification of streams/ channels and their catchment areas, vegetation in the area, soil characteristic, hydraulic gradient and local information about high floods etc. Physiographic has pronounced effect on runoff and its concentration. Long term rainfall data, its intensity is of prime importance to arrive at the realistic estimation of run-off.

2.2 TOPOGRAPHY AND TERRAIN

Sindh is bounded by the Thar Desert in the east, the Khirthar Mountains in the west, and Arabian Sea in the South. In the center, there is a fertile plain around the Indus River. Sindh is about 580 km long from north to south and nearly 442 km in its extreme breadth (281 km average). It covers area of about 137,270 Sq.Km.

The province of Sindh forms the lower Indus basin and lies between 23 to 25 degree and 28-30 degree (north latitude), 66-42 degree and 71-1 degree (east longitude). River Indus flows here as a single river and the plain comprises a vast fertile tract stretching westward from the narrow strip of flood plain on the right bank of river Indus and a vast expanse of desert stretching eastward from the left bank. The plain area right of river Indus is green with a vast stretches of vegetation lined everywhere with avenues of trees.

Karachi is Pakistan's largest city and is the capital of Sindh; it lies on Pakistan's southern coast, on the Arabian Sea just northwest of the Indus River Delta . Karachi may be broadly divided into two parts; the hilly areas in the north and west and an undulating plain and coastal area in the south-east. The hills in Karachi are the off-shoots of the Kirthar Range. The highest point of these hills in Karachi is about 528m in the extreme north. All these hills are devoid of vegetation and have wide intervening plains, dry river

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MALIR EXPRESSWAY PROJECT, ALONG LEFT BANK OF MALIR RIVER FROM KPT INTERCHANGE NEAR QAYYUMABAD TO SUPER HIGHWAY M9. HYDROLOGY & HYDRAULIC REPORT beds and water channels. Karachi has a long coastline in the South. The famous sea beaches include Hawks Bay, Paradise Point, Sands Pit, and Clifton. China Creek and Korangi Creek provide excellent calm water channels for rowing and other water activities. Away from the shoreline are small islands including Shamsh Pir, Baba Bhit, Bunker, Salehabad and Manora.

Below is the Elevation map of Karachi, Pakistan, which displays range of elevation with different colors. The map also provides idea of topography and contour of Karachi Pakistan.

Figure 5: Topography and Contour of Karachi city courtesy: floodmap.net

2.3 WATERWAYS

There are numerous drains and natural nullahs are present along and across the road. Rain in large catchment areas causes flow in nallahs usually in the form of sheet flows over adjacent/ nearby surface.

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2.4 CLIMATE

Karachi lies in a semi-arid zone and the rainfall is unreliable both in intensity and duration. Due to its location on the coast, heavy rainfall of high intensity is experienced on occasions. These severe rain events typically happen during the monsoon period from July through September. The mean Yearly precipitation averages 215 mm. As the watershed is relatively small and extensive Urbanization the floodwaters reach the city soon after it rains and result in flash floods. The Maximum 24 hours rainfall for 1977 floods is 207 mm.

Karachi has a moderately temperate climate with a generally high relative humidity that varies from 58 per cent in December (the driest month) to 85 per cent in august (the wettest month). A cool evening breeze is a great boon to the inhabitants. The winds in Karachi for more than half the year, including the monsoons blow south-west to west. The wind in winter changes to east and north-east maintaining an average temperature of about 21ºC. The hottest months are May and June when the mean maximum temperature reaches 35ºC. January is the coolest month of the year. During the rainy season in July and August, it remains cloudy almost every day with generally scanty rainfall. However, there are surprising variations from year to year. The average annual rainfall is 256 mm, but in certain years rainfall is higher and it may rain heavily within a short span of 48 hours.

2.5 RELATIVE HUMIDITY

Relative humidity varies from 40 percent in December which is the driest month to 84 percent and even more in August which is the wet of all the months. Evaporation from free surface varies from high to moderate and with seasons. Studies have shown that theoretical mean monthly evaporation may range from 3.17 Inches to 7.13 inches. The cumulative yearly evaporation comes out to be 57.80 inches (Refer Table-1).

Table 1: Total and Average Monthly Evaporation * At Karachi Airport

Years Months Average 1960 1961 1962 1963 1964 1966 January 3.84 3.47 1.54 4.18 3.17 7.74 3.99 February 3.77 2.26 2.35 4.66 3.39 2.57 3.17 March 3.47 3.86 4.24 6.05 5.02 3.94 4.43 April 6.28 4.34 3.63 6.17 5.01 5.72 5.19 May 6.13 7.14 8.40 7.87 6.12 5.93 6.93

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June 7.69 9.47 5.25 7.79 7.44 5.11 7.13 July 8.21 4.31 3.51 6.40 9.33 7.67 6.57 August 5.15 2.63 2.37 6.01 5.55 5.08 4.47 September 3.76 2.38 3.61 5.53 6.33 3.78 4.23 October 3.05 4.23 5.68 5.10 6.43 5.04 4.92 November 2.20 2.37 5.39 2.63 4.51 4.12 3.54 December 3.37 2.24 3.05 2.71 4.22 3.73 3.22 Total 56.92 48.7 49.02 65.10 66.52 60.43 57.79

2.6 WIND MOVEMENT

Wind in Karachi blows practically from all directions throughout the year. However, during the summer months south westerly direction predominates. Velocity of wind during the hot and monsoon season is high but reduces as it travels inland and as the winter season approaches.

The wind movement available data as recorded at Karachi Airport station for 34 years from 1943 through 1976 have been analyzed on monthly basis. The average wind speed during the year varies from 3.2 to 10.7 knots per hour. Average monthly wind speed has been expressed as a percentage of the overall 12 monthly averages of 6.8 knots. (Refer Table-2)

Wind Speed (Knots) Months Seasonal Minimum Maximum Average Index January 2.3 6.4 3.9 57.4 February 3 7.6 4.4 64.7 March 2.5 8.7 5.9 86.8 April 5.2 10.8 7.4 108.8 May 6.9 13.7 9.5 139.7 June 7.6 16.3 10.6 155.9 July 7.5 17.6 10.7 157.4 August 6 15.3 10.1 148.5 September 6.4 12.2 8.3 122.1 October 2.9 7.7 4.8 70.6 November 1.9 5.5 3.3 48.7 December 1.9 5.3 3.2 47.1 Overall 1.9 17.6 6.8 - Table 2: Average Monthly Wind Speed

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2.7 TEMPERATURES

The temperatures are moderate but the relative humidity is in excess in some months, so that while temperature is actually not high, warm air feels warmer and the cold air cooler than it really is during the hottest months of May and June the mean daily maximum temperature range between 920F to 1160F. Low temperatures generally occur in January when the maximum mean daily temperature is 77.50F with the lowest recorded being 350 F. For temperature record of Karachi Airport, Refer Table 3 & 4

Table 3: Maximum Temperature Karachi Airport Station (1943-1976)

Mean Mean Monthly Extreme Daily Highest Recorded Lowest Recorded Month Highest Lowest Value Date/Year Value Date/Year KHARIF April 93.1 103 85 112 16/47 16 Dec-65 May 92 103 87 114 19/55 85 Apr-45 June 94 103 90 116 23/53 85 Oct-48 July 91 99 86 108 Mar-58 80 31/71 August 89 95 84 107 Sep-64 81 14/55 September 89 99 85 109 May-51 80 29/57 Season 91.6 100 86 116 23.06.53 76 12.04.65 No. of Years 34 34 34 34 - 34 - RABI October 93.4 102 87 110 Jan-51 82 Feb-56 November 88.7 95 82 98 Jul-65 76 26/63 December 80.8 87 73 93 Aug-63 61 26/67 January 77.5 84 69 90 31/52 61 Oct-50 February 79 86 71 95 29/60 61 Oct-49 March 88.5 95 80 103 29/52 72 Apr-45 Season 84.7 92 77 110 01.10.51 61 26.12.67 No. of Years 33 33 33 33 - 33 -

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Table 4: Minimum Temperature Karachi Airport Station (1943 through 1976)

Mean Mean Monthly Extreme Daily Highest Recorded Lowest Recorded Month Highest Lowest Value Date/Year Value Date/Year KHARIF April 71.8 78 62 81 13/73 46 22/48 May 76.1 80 71 81 29/68 64 Sep-60 June 82.1 85 77 87 Dec-46 49 13/48 July 81.2 84 76 88 24/65 72 15/58 August 79.0. 82 76 85 Aug-64 71 24/68 September 77.6 80 73 87 Nov-62 65 30/50 Season 78 82 73 88 24.07.65 46 22.04.48 No. of Years 34 34 34 34 - 34 - RABI October 70 78 62 81 Mar-75 50 30/49 November 60.6 69 55 76 Jul-63 48 30/60 December 53.3 62 45 81 Apr-69 40 19/50 January 49.6 58 42 71 23/44 35 Apr-49 February 53.5 63 45 71 14/54 38 Nov-50 March 64.2 73 55 79 18/48 52 Dec-75 Season 58.5 67 51 81 03.10.75 35 04.01.49 No. of Years 33 33 33 33 - 33 -

2.8 SOILS

Soils of Sindh vary in texture from light sandy soils to moderately fine and fine clayey soils. Medium textured soils i.e. loams of different composition constitute 39% of the total. The soil in the Indus flood plain area is alluvial being predominantly permeable sand and silt loam particularly near to the river with increasing clay fraction away from the river. Sindh has flat low level country topography with some hills in the distance.

Some isolated limestone rock formations are also evident near Sukkur, Hyderabad and adjacent areas. Its soils are deltaic valley soils, with sand more and more prominent as one goes towards the sea-board. Its rocks are marine, with plenty of proofs of the

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2.9 TECHNICAL DATA

2.9.1 MAPS

Topographic maps of the project area were obtained using Google Earth and topographic drawing and contour map prepared on suitable scale using ASTER 30m resolution Digital Elevation Model.

2.9.2 RAINFALL DATA

The metrological data for rainfall (climatologically data) were obtained from Metrological Department, Pakistan for study and hydrological analysis.

Precipitation station around the project is located at Karachi. The range of available data for the said stations is from 1962 to 1999, having length of record of 35 years.

2.9.3 DISCHARGE DATA

The discharges have been synthesized for the project limits from precipitation data as well as from peak flood historical events.

2.10 CATCHMENT AREA

A catchment area is the area attributed to a stream, and is separated from adjacent catchment areas by a ridge or divide, that can be traced on topographic maps. All surface water originating in the area enclosed by the divides is discharged from lowest point within the divides through which the main stream of catchment passes. Runoff response of water shed depends upon the catchment area characteristics, such as its shape, size and slope. It also depends upon the type of surface, soil, permeability and also on surface condition whether the surface is drained or un-drained, natural or cultivated and whether it is bare or covered with vegetation etc.

The Malir expressway route is depicted on Google Earth Maps and also analyzed using topographic maps surveyed for study area. The catchment maps Malir watershed streams were delineated through digital elevation model 30m resolution and Malir watershed map is given in this report.

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The runoff has been calculated on the basis of catchment areas calculated from above maps for definable road conditions across the flood banks. The definable ranges have been calculated.

2.11 HYDROLOGY AND DRAINAGE

An estimation of peak discharge is fundamental importance in the design of any small or large structure. To compute peak discharges of the bridge and culvert waterway to each stream crossing the road, this requires the determination of:

 Rainfall and its characteristics  Catchment areas of each stream  Up stream of the point of crossing  Type and condition of soil.  Length and slope of each stream for computation of time of concentration.  Kind and extent of vegetation. The main concern of hydrology is the determination of the highest flood likely to occur for a given catchment and frequency. For this purpose, a number of empirical formulae based on analysis of records of maximum floods for rivers and streams having catchment areas of particular characteristics and hydro - meteorological conditions are used to estimate the peak discharge. The hydraulic model HEC-RAS is used to compute hydraulics of Malir River.

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CHAPTER-3

3 FIELD INVESTIGATION

3.1 CONDITIONAL SURVEY

Reconnaissance of the proposed road alignment and watershed is the basic task of the project to mark waterways note high flood level marks, and general land use of the area. As there no existing road, embankments or crossing structures on t h e proposed alternate routes; therefore, the structures upstream or downstream of the crossing streams were noted for size and type.

In Reconnaissance survey, we conducted detail assessment of ground conditions like;

 Existing network of drains crossing the proposed alignment.  Location and alignment of drains and streams  Detail of existing structures to verify the flow conditions  Existing Damaged structures if any  Road sections near alignment previously damaged by floods and their apparent reasons.  The reconnaissance survey of Levees and bunds etc.

A field investigation of study site was conducted it was observed that area near mouth of Malir River was mostly covered with soil and natural vegetation. People are doing agriculture in the prism of the Malir River. According to an elderly farmer, who was interviewed, the worst flood situation has occurred in 1977 and after that the authorities made dam walls at several locations along the river.

Figure 6: Cropping at the prism of Malir River

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It was observed that apparently the floodwater in Dadu and Kirthar has managed to make its way into Malir River through various channels in the hilly areas, and is heading towards the sea though the Korangi Creek.

The main course of Malir River is formed by the confluence of the Mol and Khadeji streams, originating in the Kohistan hills near a bridge at the Super Highway. Rainwater usually flows from the hills of Dadu into the river. Motorway Bridge painted and maintained by the government departments. Flood water marks were noted at that bridge by the help of painted water gauges, refer figure-6

Figure 7: the water gauge painted at the Motorway Bridge The river is now being polluted with untreated industrial wastewater — a blatant violation of environment laws. This is not only jeopardizing the river’s biodiversity but also adversely affecting the health of the suburban populace in Landhi Industrial Area.

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Figure 8: Industrial Waste water out falling in to Malir River Following are major findings of the walk-through survey and pictorial observations i) Most reaches of river were found in poorly maintained condition in respect of their prism and side slopes while some portions were found poorly maintained. A uniform strategy for complete O&M of the drainage system is very important. ii) The river prism at some of the reaches was found completely choked due to excessive weed growth, some were excessively silted up and others were de-shaped due to scouring and sloughing. The river requires remodeling to accommodate high flows. iii) The condition of inspection path of river was generally in good shape but still needed to be raised in some reaches and made more compact. It requires raising, widening and consolidation. iv) Most of reached were breached on both banks at a number of locations. v) The river banks have experienced growth of katchi abadis at encroachments at some places.

3.2 KARACHI FLOOD CONTROL PLAN

According to the WAPDA report, Karachi faced four damaging floods in Karachi which were 1967, 1973, 1977 and 1978, the most severe flood among these flood were in June 1977, following the rainfall on 29th June 1977, intense rainfall occurred on 30th June 1977in the catchment of Malir River which generated a flash flood with total discharge of

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1, 20,000 cusec., Damaging flood again occurred on 18 august 1978 with discharge of 70,000 cusec. These values are also being adopted for hydraulic analysis of the report.

3.3 CITY STROM WATER DRAINAGE

During field visit it was further observed that a network of city storm water drains carrying storm water of the different parts of city are out falling in to the Malir river at different locations. Flowing list drains were witnessed during the visit.

3.3.1 MANZOOR COLLONY NALA

It drains water from adjoining areas of Shahrah-e-Faisal, Manzoor Colony, M Ali Jinnah Society and DHA areas.

3.3.2 MANZOOR COLLONY NALA

It drains water from Korangi Industrial Area and surrounding direct into the sea, Surrounding parts of this nallah are mostly flood free.

3.3.3 MANZOOR COLLONY NALA

Capacity of nallah has diminished due to worst encroachment linkage to sewerage lines and heavy silting. Its span was around 100ft once it was constructed presently it has been reduced to 20ft (average). Purpose of the diversionary nallah is to drain water from Air Port area and surroundings and deliver it to Malir Naddi.

3.3.4 MANZOOR COLLONY NALA

This nallah originates from Kirthar Range and passes through Saforan Goth where it is named Soforan Nallah and then further southwards. Pahelwan Goth Nallah and Jauher Nallah also joins in and it is then named as Chakora Nallah which finally outfalls into Malir Rivers.

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3.4 PICTORIAL OBSERVATIONS

Water Gauge in Malir River Looking downstream to Jam Sadiq Bridge

Right side embankment with stone pitching Agriculture at the prism of Malir River

Crops grown at the bad of Malir River Water gauge at Chainage of Malir River

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Picture showing water max water depth at Causeway at Chainge 36+00of Malir River KHI-HYD motorway bridge

Picture shows end point of Malir Topographic survey work is in progress expressway project

Sewerage water out falling in to Malir river Bench Mark at ME-84 of Malir river

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CHAPTER-4

4 HYDROLOGY AND HYDRAULIC ANALYSIS

4.1 METHODOLOGY AND ASSUMPTIONS

The drainage design approach was to provide the required drainage facilities to maintain the drain the track area, and minimize flooded width within the fixed guide way to road Alignments.

The design utilizes as much of the existing drainage system as possible in order to minimize impacts to Corridor and overall cost to the project. The preliminary design assumes upgrade of any segment of existing drainage systems where it crosses the fixed guide way alignment corridor, based on hydrology calculations. The design is based on the project Drainage Master Plan which was prepared for a 10-year storm frequency. Appendices A and B presents the hydrologic and hydraulic analyses.

4.2 HYDROLOGICAL ANALYSIS:

The methodology for the determination of peak design discharge depends upon the type, quality and quantity of the data available, such as rainfall and discharge data, which is discussed below. For the provision of the cross-drainage structures, rainfall data is analyzed and catchment characteristics are carefully studied to calculate the expected design discharge volume of discharge expected at the cross-drainage structures and the quantity of flow being intercepted by the road side ditches depends on the intensity and duration of rainfall.

Soil Group B: Soils having moderate infiltration rates when thoroughly wetted and consisting chiefly of moderate deep to deep. Moderately well to well drained sandy-loam soils with moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission.

4.2.1 WATERSHED DELINEATION

Delineation of the watershed of streams of the proposed alignment is the major object of the project to calculate area of influence and hydrological boundaries of the project.

The following data set is acquired as the base line for watershed delineation;

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 Satellite imagery  Stream map of the area A hydrological corrected Digital Elevation Model (DEM) for the catchment was created from the raw DEM using ArcGIS tools. The hydrological corrected DEM consists of a surface model of the catchment (30m grid cell resolution) which maintains sensible drainage conditions and allows transfer of water across the surface (Preston and Mills, 2002).

Initially, Malir watershed is delineated using relatively latest Digital Elevation Model (DEM) created from Advanced Space borne Thermal Emission and Reflection Radiometer (ASTER) 30 m data and processing in Arc-View GIS 10.2.2 software.

4.2.2 MALIR WATERSHED

Malir River basin has total catchment area of about 1,850 square kilometers around south-eastern boundary of Karachi (See Figure 8). Malir River system consists of two major streams, Mol and Khaddeji, and three tributaries named Konkar, Thaddo and Sukkan. River flows southwards and westwards through Gizri Creek and discharges finally into the Arabian Sea. The central part of the river basin is made-up of sediment deposits comprising coarse conglomerate, sand stone, claystone and limestone, whereas, the lower plain is composed of alluvial deposits. In the lower plain, the river is wider and shallower and gets braided.

The catchment has a rugged terrain and comprise of rocky waste land covered with sandy soil. Common vegetation in the river basin includes shrub trees and bushes. The lower part of the basin has good grass cover full of orchards and vegetable patches which gradually reduces southwards. Slums are located on both sides of the river with some industrial units. Malir River overflows during the monsoon rainfalls. Storm water stays in the surrounding area for extended period of time due to insufficient drainage which damages the infrastructure and property. Disposal of untreated industrial and municipal effluent has also severely contaminated the water of Malir River. This may become a serious health issue since most of this water is used to irrigate crops which are consumed by the citizens of Karachi.

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Figure 9: Catchment area of Malir Basin

Figure 10: Delineated watershed using GIS tools of Malir River

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4.2.3 ANALYSIS PPROACH:

Utilizing the existing topography survey, proposed track alignments, and the Study Area Drainage Master Plan, the following elements were determined for the proposed drainage facilities:

 Drainage areas  Total peak flow to the catch basins/drainage inlets (discharge)  Depth of flow  Flooded Width (spread)  The maximum runoff normally occurs when the runoff generated from the whole area Contribute to the concentrated point. The rainfall intensities were calculated using the 25, 50, 100-year “Mean Precipitation Intensities.

4.2.4 FREQUENCY ANALYSIS:

Since design and planning are concerned with future events whose time or magnitude cannot be forecast, we must resort to statements of probability or frequency (Frequency: the number of cases in a class when events are classified according to differences in one or more attributes) with which a specified rate or volume of flow will be equaled or exceeded. Selection of the appropriate level of probability for design i.e. the risk that will be acceptable rests on economic or policy ground, has be determined.

In these methods the prediction of future maximum rainfall is based on the available past records of maximum rainfall. If sufficient past records of maximum rainfall of an area are available, then these methods can be used safely to determine the maximum rainfall expected in an area with a given frequency. For this project the maximum one-day rainfall data in a year has been extracted from the rainfall record from Meteorological Department. The Maximum one-day rainfall data in a year was available from past 50- year record is show in Table-05.

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Max Max S.no Year Month Date S.no Year Month Date Rainfall rainfall 1 1962 SEP 13 5.04 26 1990 AUG 9 57.2 2 1963 AUG 2 0.76 27 1991 FEB 11 19.5 3 1964 JUL 13 2.73 28 1992 AUG 13 91.7 4 1965 JUL 22 2.58 29 1993 FEB 26 9.8 5 1966 MAR 27 0.06 30 1994 JUL 17 39.3 6 1967 JUL 25 4.74 31 1995 JAN 14 81.3 7 1968 JAN 28 0.3 32 1996 FEB 24 33.2 8 1969 JUL 23 1.15 33 1997 SEP 10 24 9 1970 JUL 5 3.82 34 1998 JUN 10 19 10 1972 JUN 29 0.82 35 1999 JAN 21 4.5 11 1973 JUL 8 4.12 36 2000 MAR 12 24.9 12 1974 DEC 2 5.6 37 2001 SEP 14 73.6 13 1975 AUG 17 31.6 38 2002 JAN 21 52.2 14 1976 JAN 14 46.3 39 2003 DEC 25 270.4 15 1977 JUL 1 207 40 2004 JAN 4 39.3 16 1978 AUG 18 133.6 41 2005 JUL 6 54.9 17 1979 AUG 7 166 42 2006 AUG 10 148.6 18 1981 MAR 15 47.6 43 2007 MAR 18 250.4 19 1982 AUG 15 74 44 2008 AUG 26 74.5 20 1983 AUG 6 38.9 45 2009 NOV 28 58.5 21 1984 AUG 7 113.7 46 2010 JAN 14 64.8 22 1985 APR 2 37 47 2011 FEB 15 39.5 23 1986 AUG 10 25.4 48 2012 MAR 16 25.4 24 1988 JUL 20 35 49 2013 JUN 23 20.5 25 1989 JUL 27 58.8 50 2014 SEP 18 40 Table 5: Max one-day rainfall The precise results from these methods can only be expected when sufficient data is available. Some of important methods are as follows:

 Natural Frequency Method  California Method  Gumbel’s Method  Faster’s Method  Hazen Method  Ven-Te-Chow Method For this particular study the Gumbel’s approach is been adopted due to its adequacy.

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4.2.4.1 GUMBEL’S METHOD:

According to Gumbel’s theory of extreme events, the probability of occurrence of an event equal to or larger than a value xo is given by:

P (x ≥ xo) = I – (e (-e)) -y

Whereas;

e= Base of natural logarithms

y=dimensional variable given by

YT = - [ln x ln (T ÷ (T-1)]

Whereas; T=Return period or Recurrence interval in years.

Value of “T” can be determined by Weibull’s

Formula

T = (N +1) ÷ m

N = Number of observations record or sample size

m=Order or number of event when arranged in descending order of magnitude

The maximum probable rainfall XT can be obtained by:

XT = X + K σ

Whereas;

XT= Storm Rainfall with a “T” years return period

X = Mean Rainfall in millimeters

σ= Standard Deviation

K= Frequency Factor = (YT – Yn) ÷ Sn

Whereas;

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Yn= Reduce Mean, depending on sample size N, values of which are given in the Table-6

Sn= Reduce Standard Deviation, depending on sample size N, values of which are given in Table-6

N 0 1 2 3 4 5 6 7 8 9 10 0.495 0.5 0.504 0.507 0.51 0.513 0.516 0.518 0.52 0.552 20 0.524 0.525 0.527 0.528 0.53 0.531 0.532 0.533 0.534 0.535 30 0.536 0.537 0.538 0.539 0.54 0.54 0.541 0.542 0.542 0.543 40 0.544 0.544 0.545 0.545 0.546 0.546 0.547 0.547 0.548 0.548 50 0.549 0.549 0.549 0.55 0.55 0.55 0.551 0.551 0.552 0.552 60 0.552 0.552 0.553 0.553 0.553 0.554 0.554 0.554 0.554 0.555 70 0.555 0.555 0.555 0.556 0.556 0.556 0.556 0.556 0.557 0.557 80 0.557 0.557 0.557 0.557 0.558 0.558 0.558 0.558 0.558 0.559 90 0.559 0.559 0.559 0.559 0.559 0.559 0.56 0.56 0.56 0.56 ## 0.56 ------Table 6: Reduce Mean, depending on sample size N

Yn = 0.577 @ N  infinity

Reduced Standard Deviation Sn, in Gumbel’s Extreme Value Distribution

N 0 1 2 3 4 5 6 7 8 9 10 0.9496 0.9676 0.9833 0.9971 1.0095 1.0206 1.0316 1.041 1.049 1.0565 20 1.0628 1.0696 1.0754 1.0811 1.0864 1.0915 1.0961 1.1 1.105 1.1086 30 1.1124 1.1159 1.1193 1.1226 1.1255 1.1285 1.1313 1.134 1.136 1.1388 40 1.1413 1.1436 1.1458 1.148 1.1499 1.1519 1.1538 1.156 1.157 1.159 50 1.1607 1.1623 1.1638 1.1658 1.1667 1.1681 1.1696 1.171 1.172 1.1734 60 1.1747 1.1759 1.177 1.1782 1.1793 1.1803 1.1814 1.182 1.183 1.1844 70 1.1854 1.1863 1.1873 1.1881 1.189 1.1898 1.1906 1.192 1.192 1.193 80 1.1938 1.1945 1.1953 1.1959 1.1967 1.1973 1.198 1.199 1.199 1.2001 90 1.2007 1.2013 1.202 1.2026 1.2032 1.2038 1.2044 1.205 1.206 1.206 100 1.2065 ------Table 7: Reduced Standard Deviation Sn in Gumbel’s Extreme Value Distribution Sn = 1.2825 @ N  infinity

(Source: Irrigation Engineering and Hydraulic Structures by Santosh Kumar Garg).

The magnitude of the expected maximum rainfall corresponding, to the different return periods is calculated and listed Karachi in Table-08.

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The magnitude of the expected maximum rainfall for Karachi

Return Period Xn/R Rainfall Intensity (I) at various Durations mm/hr 15 20 30 60 120 180 240 300 360 Years mm min min min min min min min min min 5 83.21 66.57 62.41 55.47 41.61 27.74 20.8 16.64 13.87 11.89 10 116.4 93.12 87.3 77.6 58.2 38.8 29.1 23.28 19.4 16.63 15 135.11 108.09 101.33 90.07 67.55 45.04 33.78 27.02 22.52 19.3 20 148.13 118.51 111.1 98.76 74.07 49.38 37.03 29.63 24.69 21.16 25 158.21 126.57 118.66 105.48 79.11 52.74 39.55 31.64 26.37 22.6 50 189.4 151.52 142.05 126.27 94.7 63.13 47.35 37.88 31.57 27.06 75 207.47 165.97 155.6 138.31 103.73 69.16 51.87 41.49 34.58 29.64 100 220.29 176.23 165.22 146.86 110.15 73.43 55.07 44.06 36.72 31.47 Table 8: the magnitude of the expected maximum rainfall for Karachi

Figure 11: Plotted rainfall intensities for Karachi

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4.2.4.2 RESULT OF FREQUENCY ANALYSIS The expected maximum rainfall data in terms of return period (frequency) is shown in Table-8, and has been plotted in Figure-09

4.2.5 COMPUTATION OF RAINFALL INTENSITY

Formula: Io = XT ÷ (Tc + 1)

Whereas;

Io=Rainfall intensity in inch per hour based on concentration time

XT= Maximum Rainfall in inches

Tc= Time of Concentration in hours = (0.00013* L0.77 ÷ S0.385)

The computation of time of concentration (Tc) and rainfall intensity (Io) are provided in Annexure A & B.

4.3 RAINFALL-RUNOFF ANALYSIS

For the design of drainage structure, peak discharge is required. Peak discharge has been calculated using three formulae based on catchment area sizes (Refer Annexure-A&B for Calculations).

Rational formula has been applied for small catchment areas. It is one, which takes into account the particulars of the catchments, such as shape, size, slope, permeability, etc on one hand and particulars of the rainfall such as intensity, duration, distribution on the other hand in calculating the discharge of the flood. Unit Hydrograph (Triangular) method has been used for large catchment areas.

4.3.1 UNIT HYDROGRAPH (TRIANGULAR) METHOD

(Catchments above 10 sq.miles)

Qp = 3.09 * P24 * f * PR*A* (Tc) –0.8

Where

Qp = Peak discharge in cusecs

P24 = 24-hour areal rainfall in inches

A = Catchments area in square miles.

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Area of (f) Area of (f) Catchment Catchment (Km2) (Km2) 0 1 80 0.76 10 0.95 90 0.745 20 0.9 100 0.73 30 0.875 150 0.675 40 0.845 200 0.645 50 0.82 300 0.625 60 0.8 400 0.62 70 0.775 2000 0.6 Table 9: The Valve of “f” f = Aerial reduction factor.

Description Return Period (Years) 2 5 10 30 50 100 200 500 1000 Hills: Fractured Sandstone and Shale 50 53 55 60 62 65 67 70 75 Fractured Limestone 55 58 60 67 70 72 75 75 80 Non- fractured rock 65 58 70 75 77 80 82 85 90 Alluvial Fan / piedmont 25 28 30 35 37 40 42 45 50 Low land / valley floors 0 0 0 0 5 10 12 15 20 Dense Vegetation / cult -5 for any return period Dense Forest -10 for any return period Table 10: Percentage Runoff (Triangular Formula) Ref: BMIADP Flood Estimate Manual 1986 report.

PR = Percentage runoff (Table 10)

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4.4 RESULTS OF RAINFALL RUNOFF ANALYSIS

Rainfall runoff analysis has been carried out for each sub watershed of Malir River. While computing the storm water runoff from rainfall the necessary area reduction factors on the catchment area is applied.

Following are the values of floods for various return periods obtained by assuming higher rainfall frequency for Karachi station. Return Peak Flow at Period Outfall(Cusec) 100 1,79,866 50 1,53,658

The discharge calculations are enclosed as Annexure –A&B at the end of the report.

4.5 HYDRAULIC STUDY USING HEC-RAS

4.5.1 GENERAL:

This section of the report presents the hydraulic analysis of the Malir River system based upon the information gathered from site visits, topographic surveys, and verbal discussions with the inhabitants of the area and design discharges estimated through hydrological studies.

The hydraulic study therefore, envisages on creating the equilibrium conditions before construction of the Roadway by providing the adequate drainage facilities at suitable locations along the Roadway.

The purpose of the hydraulic analysis to evaluate the adequacy of the storm drainage and to determine alternative design options for insufficiently sized drain.

4.5.2 INTRODUCTION TO HEC-RAS

HEC-RAS the hydraulic modeling software is provided by the Army Corps of Engineers, Hydraulic Engineering Corps (HEC). During 1985 HEC developed HEC-2, one dimensional software, to determine water surface profiles for river analysis for both un- steady and steady flows. Meanwhile HEC developed a graphical user interface, the package known as HEC-River Analysis Software (HEC-RAS). This software is widely used all over the world and became the slandered to which all new hydraulic models are measured.

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The HEC-RAS projects basic data requirement is geometric data, flow data, cross section, and plan and profiles. All complete HEC-RAS models are defined by the four types of files such as: a project file (“.prj”), flow files (either “.f01” for steady or “.u01” for un- steady), geometric file (“.g01”) and a plan file (“ .p01”). each project may have many these four types file for hydraulic computations. the geometry of file contains all physical data such as cross sections, passageway flow, bridge levees, weirs, culverts, gated spill ways, storage area and river ice covers.

Figure 12: The Open project window of HEC-RAS The required geometry to develop a water surface profiles are: cross section, river center line, flow path lines, bank lines. The drain center line shows the centerline of flow that is continued with drain banks. Cross sections are the primary data used to determine the water surface profiles. The cross sections are not only used for the channel for through which flow is passed but also use for the determination of friction factor that HEC-RAS uses to analyze the hydraulics of the channel. The bank reach of the drain defines the bank areas.

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Figure 13: geometric and cross section entering window The correct development of cross section data is very important to compute the water surface profiles. Those should be perpendicular to the drain and should be enter from left to right. After entering cross section data flow data will be enter to deter mine the water surface profiles. The type of flow data entered depends upon the type of analyses to be performed.

Figure 14: the flow data window

Figure 15: the output windows of HEC-RAS

4.5.2 HEC-RAS MODEL DEVELOPMENT

4.5.3 MODEL GEOMETRY

The HEC-RAS model was geo referenced using geographical information systems (GIS). All vertical elevations are in meter and reference the world geodetic system WGS-84. The horizontal datum units are in meter and reference Universal Transverse Mercator (UTM) Zone 42 N.

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4.5.4 RIVER REACHES AND CROSS-SECTIONS

In addition to Malir River, several other reaches or tributaries were included in the model to capture the hydraulics at confluence points to route back water flows as shown in following picture.

Figure 16: HEC-RAS geometric window shows reaches cross section

Cross-sections were cut perpendicular to the predominant flow path along the channel and left and right overbanks along each reach. The surveyed cross-sections were generally spaced between 5, 00 m for each reach, and interpolated cross-sections were added in some areas for stability. The flowing picture shows the surveyed at Chainage 38+400 with red dotted points as bank points.

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Figure 17: Surveyed cross section at chainage 38+400 of Malir River

4.5.5 MANNING’S ROUGHNESS CO-EFFICIENT

Manning’s roughness coefficients were based on experience and calibration. Channel roughness coefficients varied from 0.030 to 0.035. Overbank roughness coefficients varied from 0.055 to 0.10. In many instances high overbank roughness coefficients were used to model ineffective flow rather than ineffective flow flags.

4.5.6 DETAILED HYDRAULIC ANALYSIS

The detailed hydraulic studies included the use of steady state HEC-RAS analysis. The defined streams were studied using the hydraulic computer model HEC-RAS version 5.0.3 developed by the U.S. Army Corps of Engineers. Discharge values developed during the hydrologic analysis phase of this report were used in the hydraulic studies. Details for the hydrologic development can be found in the hydrologic section of this Report.

Field surveys were conducted for the Malir River included in the detailed hydraulic models. Field notes consisting of structure dimensions, bank elevations, channel geometry, were used in conjunction with basic survey data in order to accurately represent HEC-RAS models.

Flood profiles were computed within HEC-RAS for the 50 year and 100 year return periods flood events for the detailed studies. The flood profiles were plotted using the

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 Flood 1977 1,20,000 cusec  Flood 1978 70,000 cusec  Estimated runoff 1,53,658 cusec for 50 year return period  Estimated runoff of 1,79,866 cusec for 100 year return period

Following are simulated results for four discharge ranges. Figure 16 & 17 shows the different water levels at starting reach of Malir River at chainage 39+345 & terminal reach at chainage 1+175 using existing capacity of the Malir River, the blue lines shows different water levels , red dotes shows bank level of the cross section.

Figure 18: Q50, Q100 water levels at Chainage 39+345

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Figure 19: Q50, Q100 water levels at Chainage 1+175

Figure 20: Malir River L-section showing water levels of 1977, 78 50 Year & 100 Year Return Period

Following table shows the different water levels at different chainages of the Malir River

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Chainage Flood Q Total Water Flow Level Area (m) Event (m3/s) (m) (m2) 43+125 Flood 1977 3398 98.59 4566.08 43+125 Flood 1978 1982 96.68 4392.48 43+125 50 Year Return 4351 99.63 4661.46 P 43+125 100 Year 5093 100.33 4726.99 Return

38+400 Flood 1977 3398 96.99 2950.77 38+400 Flood 1978 1982 95.52 2020.87 38+400 50 Year Return 4351 97.67 3418.05 P 38+400 100 Year 5093 98.17 3809.03 Return

18+000 Flood 1977 3398 26.43 1386.53 18+000 Flood 1978 1982 25.18 1041.33 18+000 50 Year Return 4351 27.08 1580.76 P 18+000 100 Year 5093 27.54 1721.57 Return

Chainage Flood Q Total Water Flow Level Area (m) Event (m3/s) (m) (m2) 14+556 Flood 1977 3398 21.62 1350.18 14+556 Flood 1978 1982 20.47 905.13 14+556 50 Year Return 4351 22.12 1593.64 P 14+556 100 Year 5093 22.48 1772.6 Return

12+375 Flood 1977 3398 17.99 1546.41 12+375 Flood 1978 1982 17.34 1170.95 12+375 50 Year Return 4351 18.34 1745.75 P 12+375 100 Year 5093 18.57 1879.59 Return

8+700 Flood 1977 3398 13.02 2268.55 8+700 Flood 1978 1982 12.46 1587.89 8+700 50 Year Return 4351 13.37 2693.26 P EA Consulting Pvt. Ltd. Page 43 of 110

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8+700 100 Year 5093 13.63 3016.86 Return

3+247 Flood 1977 3398 8.61 1089.28 3+247 Flood 1978 1982 7.96 803.19 3+247 50 Year Return 4351 8.97 1243.94 P 3+247 100 Year 5093 9.2 1350.16 Return

2+085 Flood 1977 3398 8.53 2797.92 2+085 Flood 1978 1982 7.81 2108.91 2+085 50 Year Return 4351 8.93 3182.42 P 2+085 100 Year 5093 9.21 3452.92 Return

1+175 Flood 1977 3398 5.92 1003.62 1+175 Flood 1978 1982 5.55 688.2 1+175 50 Year Return 4351 6.13 1189.26 P 1+175 100 Year 5093 6.28 1324.42 Return Table 11: Flood events Water levels

4.7 CONCLUSION

The purpose of this report was to determine the floodplains and the existing capacity of the Malir River using HEC-RAS. It was found from the analysis that there are many bottlenecks that needs to be removed for smooth flow and no public access locations that could potentially be inundated by water in the event of large flows up to 100 year return period in the Malir River. The results from this report provide useful information to designer while designing the proposed road along the Malir River. Knowing this information beforehand will allow the highway designer to take the appropriate precautions during wet seasons. Also, the residents who have homes within the

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CHAPTER-5

EMBANKMENT AND SLOPE PROTECTION

In previous chapters and sections of this reports we have calculated the hydrological impacts on the road embankment. These flood modeling results are primarily used for calculating hydraulic structures design and determining height of the road profile. In addition to that supplementary measures are required for stability of road embankment like stone pitching, toe protection and use of granular material.

In standard engineering practices following parameters are used for finding out different embankment protection methods;

 Area / Reach of road encounter parallel flow of water having more than 1.5m velocity (Erosive velocity for typical soils); it is called “High velocity flow / flood impact”.  Area / Reach of road has permanent or long water stagnation / water logging  Area / Reach of road have seasonal water stagnation even without the construction of road.  Area / Reach of road has temporary stagnation of water after rainfall after construction of road, called “Rainfall impact”  Combination of any two of above mentioned.

The description of suggested measures is as follows; 1. Side Stone pitching; Use of stone pitching placed on the side of road to protect erosion of the embankment in flood conditions with high flow velocity, the typical drawing is shown below;

Figure 21: typical drawing of stone pitching

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2. Granular material; is used for providing safety against seeped in water;

the typical drawing is shown below;

Figure 22: Typical drawing of granular material

3. Side Filter; It is impermeable layer created by fine soils to stop water to enter in the embankment, it is also used to provide strength under stone pitching but here it is mentioned to protect from seasonal water

Figure 23: typical drawing of side filter

4. Toe Protection; It can be done in many ways but most common is using stone pitching on side of road with a small protection apron.

Figure 24: typical drawing of toe protection

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And the other alternate is to provide extra embankment width as shown in following figure;

Figure 25: typical drawing of toe protection with extra embankment width

The following criteria is used to determine / select the type of protection measure;

 For high flow velocity / flood impact side pitching with 0.5 meter free board and granular material is suggested  For prolonged stagnation of water depth, granular material is suggested  For seasonal and temporary water logging due to rainfall or drainage of agriculture water it is proposed to just add impermeable layer of soil on the sides of the embankment.

The water depth and situation is identified here, whereas the above can be made further stringent if suggested by the road design engineers.

The following table has been prepared to support and guide the road embankment designers based on data analysis through 1D hydraulic model, site survey for wetlands, soil and ground water logs, and classification of satellite imagery for ground wetness. The highlighted results will be finalized based on physical verification at site by the geo- technical engineers.

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Embankment Protection

CHAINAGE

From To Pitching Toe Type of water Impact Chainage Chainage Side Protection (m) (m)

41+000 40+000 Left Side 1.5 Flood Water Flood Water+ water Right Side 24+500 23+500 1.5 logging 23+500 22+000 Both sides 1 Flood Water

16+500 15+000 Both sides 1.5 Flood Water

13+000 12+000 Left Side 2 Flood Water

9+500 8+500 Right Side 1.5 Flood Water + Sewerage Water

5+500 5+100 Right Side 1.5 Flood Water + Water Logging Flood Water + Rainfall Both Side 4+500 3+500 2 + Water logging Rainfall Impact+ Water 2 2+00 1+500 Right Side logging

Table 12: Embankment Protection Reaches

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ANNEXURE-A

HYDROLOGICCALCULATIONS

50 YEARS RETURN PERIOD

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-1

CATCHMENT AREA (A) 46.3499 Sq.mile

120 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 10 67 6.7 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 15 80 12.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 75 40 30 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 48.70

Slope (S) H1 - H2 Where L = Length of Channel 26.7 Km S = = 0.005091 TIME OF L 87,603 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 6.3 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.73

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.322834646 (inches) 160.6 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 10,055 (cusecs) 284.74 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-2

CATCHMENT AREA (A) 21.2437 Sq.mile

55 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 12 62 7.44 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 10 77 7.70 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 78 37 28.86 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 44.00

Slope (S) H1 - H2 Where L = Length of Channel 8 Km S = = 0.003200 TIME OF L 26,248 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 3.0 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.8

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.9653543 (inches) 151.52 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 7,154 (cusecs) 202.58 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-3

CATCHMENT AREA (A) 72.2711 Sq.mile

187.11 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 10 62 6.2 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 10 77 7.70 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 80 37 29.6 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 43.50

Slope (S) H1 - H2 Where L = Length of Channel 40 Km S = = 0.004092 TIME OF L 131,240 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 9.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.64

AREAL RAINFALL P(Ta24) = P(Tp24) x f 4.7722835 (inches) 121.216 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 7,704 (cusecs) 218.16 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-4

CATCHMENT AREA (A) 48.2812 Sq.mile

125 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 11 62 6.82 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 8 77 6.16 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 81 37 29.97 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 42.95

Slope (S) H1 - H2 Where L = Length of Channel 17.6 Km S = = 0.003412 TIME OF L 57,746 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.67

AREAL RAINFALL P(Ta24) = P(Tp24) x f 4.99598425 (inches) 126.898 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 8,341 (cusecs) 236.19 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-5

CATCHMENT AREA (A) 17.3812 Sq.mile

45 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Slope (S) H1 - H2 Where L = Length of Channel 4.7 Km S = = 0.006420 TIME OF L 15,421 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.5 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.11448819 (inches) 155.308 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 10,317 (cusecs) 292.14 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-6

CATCHMENT AREA (A) 18.54 Sq.mile

48 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 12 62 7.44 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 5 77 3.85 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 83 37 30.71 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 42.00

Slope (S) H1 - H2 Where L = Length of Channel 4.5 Km S = = 0.005960 TIME OF L 14,765 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.5 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.11448819 (inches) 155.308 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 10,545 (cusecs) 298.61 cu.m./s

CONTINGENCY 1.13 FACTOR

DISCHARGE (Qp) QP = Qp' x 1.13 11,916 (cusecs) 337.43 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-7

CATCHMENT AREA (A) 31.2862 Sq.mile

81 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Slope (S) H1 - H2 Where L = Length of Channel 11.5 Km S = = 0.003021 TIME OF L 37,732 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 4.1 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.517952756 (inches) 140.156 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 7,657 (cusecs) 216.81 cu.m./s

CONTINGENCY 1.13 FACTOR

DISCHARGE (Qp) QP = Qp' x 1.13 8,652 (cusecs) 245.00 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-8

CATCHMENT AREA (A) 27.219 Sq.mile

70.47 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 8 62 4.96 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 5 77 3.85 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 82 37 30.34 Alluvial Fan / Piedmont Dense Vegetation 5 32 1.6 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 40.75

Slope (S) H1 - H2 Where L = Length of Channel 15 Km S = = 0.010972 TIME OF L 49,215 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 3.0 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.76

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.66708661 (inches) 143.944 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 8,003 (cusecs) 226.61 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-9

CATCHMENT AREA (A) 21.2746 Sq.mile

55.08 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 8 62 4.96 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 5 77 3.85 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 77 37 28.49 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 10 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 37.30

Slope (S) H1 - H2 Where L = Length of Channel 5 Km S = = 0.011582 TIME OF L 16,405 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.3 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.65

AREAL RAINFALL P(Ta24) = P(Tp24) x f 4.84685039 (inches) 123.11 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 9,796 (cusecs) 277.39 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-10

CATCHMENT AREA (A) 39.7335 Sq.mile

102.87 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 5 62 3.1 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 5 77 3.85 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 90 37 33.3 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 40.25

Slope (S) H1 - H2 Where L = Length of Channel 21 Km S = = 0.004223 TIME OF L 68,901 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.73

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.443385827 (inches) 138.262 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 6,714 (cusecs) 190.11 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-11

CATCHMENT AREA (A) 56.7864 Sq.mile

147.02 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 18 62 11.16 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 8 77 6.16 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 74 37 27.38 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 44.70

Slope (S) H1 - H2 Where L = Length of Channel 29 Km S = = 0.003111 TIME OF L 95,149 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 8.2 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.67

AREAL RAINFALL P(Ta24) = P(Tp24) x f 4.995984252 (inches) 126.898 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 7,296 (cusecs) 206.60 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-12

CATCHMENT AREA (A) 53.1866 Sq.mile

137.7 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 9 62 5.58 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 5 77 3.85 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 81 37 29.97 Alluvial Fan / Piedmont Dense Vegetation 5 32 1.6 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 41.00

Slope (S) H1 - H2 Where L = Length of Channel 40 Km S = = 0.004755 TIME OF L 131,240 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 8.9 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.67

AREAL RAINFALL P(Ta24) = P(Tp24) x f 4.9959843 (inches) 126.898 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 5,859 (cusecs) 165.91 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-13

CATCHMENT AREA (A) 18.6559 Sq.mile

48.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 6 62 3.72 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 92 37 34.04 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 39.30

Slope (S) H1 - H2 Where L = Length of Channel 11.34 Km S = = 0.001290 TIME OF L 37,207 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.6 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.1144882 (inches) 155.308 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 3,507 (cusecs) 99.31 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-14

CATCHMENT AREA (A) 25.9676 Sq.mile

67.23 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 84 37 31.08 Alluvial Fan / Piedmont Dense Vegetation 10 32 3.2 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.30

Slope (S) H1 - H2 Where L = Length of Channel 12.27 Km S = = 0.001192 TIME OF L 40,258 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 6.1 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.1144882 (inches) 155.308 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 4,423 (cusecs) 125.25 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-15

CATCHMENT AREA (A) 29.0962 Sq.mile

75.33 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 84 37 31.08 Alluvial Fan / Piedmont Dense Vegetation 10 32 3.2 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.30

Slope (S) H1 - H2 Where L = Length of Channel 16 Km S = = 0.000305 TIME OF L 52,496 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 12.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.5179528 (inches) 140.156 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 2,495 (cusecs) 70.65 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-16

CATCHMENT AREA (A) 29.0962 Sq.mile

75.33 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 84 37 31.08 Alluvial Fan / Piedmont Dense Vegetation 10 32 3.2 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.30

Slope (S) H1 - H2 Where L = Length of Channel 18.57 Km S = = 0.002692 TIME OF L 60,928 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 6.1 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.5179528 (inches) 140.156 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 4,453 (cusecs) 126.08 cu.m./s

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MALIR EXPRESSWAY PROJECT, ALONG LEFT BANK OF MALIR RIVER FROM KPT INTERCHANGE NEAR QAYYUMABAD TO SUPER HIGHWAY M9. HYDROLOGY & HYDRAULIC REPORT

DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-17

CATCHMENT AREA (A) 36.6049 Sq.mile

94.77 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 16 Km S = = 0.000305 TIME OF L 52,496 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 12.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.5179528 (inches) 140.156 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 3,180 (cusecs) 90.05 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-18

CATCHMENT AREA (A) 13.7659 Sq.mile

35.64 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 30 Km S = = 0.004348 TIME OF L 98,430 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 7.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.73

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.4433858 (inches) 138.262 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 1,816 (cusecs) 51.43 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-1

CATCHMENT AREA (A) 8.44728 Sq.mile

21.87 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 10 Km S = = 0.010363 TIME OF L 32,810 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 2.3 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.85

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.338189 (inches) 160.99 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 3,336 (cusecs) 94.46 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-20

CATCHMENT AREA (A) 9.38586 Sq.mile

24.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 6.74 Km S = = 0.017274 TIME OF L 22,114 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.84

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.263622 (inches) 159.096 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 5,467 (cusecs) 154.80 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-21

CATCHMENT AREA (A) 22.0548 Sq.mile

57.1 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 7 Km S = = 0.008665 TIME OF L 22,967 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.8 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.85

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.338188976 (inches) 160.99 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 10,268 (cusecs) 290.76 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-22

CATCHMENT AREA (A) 11.5875 Sq.mile

30 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 7.76 Km S = = 0.013197 TIME OF L 25,461 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.85

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.338189 (inches) 160.99 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 5,763 (cusecs) 163.20 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-23

CATCHMENT AREA (A) 22.2132 Sq.mile

57.51 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 8.5 Km S = = 0.010434 TIME OF L 27,889 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 2.0 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.8

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.96535433 (inches) 151.52 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 9,145 (cusecs) 258.96 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-24

CATCHMENT AREA (A) 11.263 Sq.mile

29.16 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 7.4567 (inches) 189.4 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 62 Fractured Sandstone and Shale Dense Vegetation 57 Dense Forest 52 - 67 Fractured Limestone Dense Vegetation 4 62 2.48 PERCENTAGE Dense Forest 57 RUNOFF (PR) - 2 77 1.54 Non-Fractured Rock Dense Vegetation 72 Dense Forest 67 - 94 37 34.78 Alluvial Fan / Piedmont Dense Vegetation 32 Dense Forest 27 - 5 Low Land / Valley Floor Dense Vegetation 0 Dense Forest 0 Percentage Runoff Average 100 38.80

Slope (S) H1 - H2 Where L = Length of Channel 13.4 Km S = = 0.002115 TIME OF L 43,965 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.2 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.87

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.4873228 (inches) 164.778 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 2,330 (cusecs) 65.99 cu.m./s

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ANNEXURE-B

HYDROLOGICCALCULATIONS

100 YEAR RETURN PERIOD

EA Consulting Pvt. Ltd. Page 74 of 110

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-1

CATCHMENT AREA (A) 46.3499 Sq.mile

120 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Slope (S) H1 - H2 Where L = Length of Channel 26.7 Km S = = 0.005091 TIME OF L 87,603 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 6.3 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.73

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.322834646 (inches) 160.6 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 10,055 (cusecs) 284.74 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-2

CATCHMENT AREA (A) 21.2437 Sq.mile

55 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 12 67 8.04 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 10 80 8.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 78 40 31.2 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 47.24

Slope (S) H1 - H2 Where L = Length of Channel 8 Km S = = 0.003200 TIME OF L 26,248 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 3.0 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.8

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.92913386 (inches) 176 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 8,922 (cusecs) 252.64 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-3

CATCHMENT AREA (A) 72.2711 Sq.mile

187.11 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 10 67 6.7 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 10 80 8.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 80 40 32 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 46.70

Slope (S) H1 - H2 Where L = Length of Channel 40 Km S = = 0.004092 TIME OF L 131,240 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 9.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.64

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.5433071 (inches) 140.8 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 9,607 (cusecs) 272.04 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-4

CATCHMENT AREA (A) 48.2812 Sq.mile

125 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 11 67 7.37 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 8 80 6.40 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 81 40 32.4 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 46.17

Slope (S) H1 - H2 Where L = Length of Channel 17.6 Km S = = 0.003412 TIME OF L 57,746 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.67

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.80314961 (inches) 147.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 10,415 (cusecs) 294.92 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-5

CATCHMENT AREA (A) 17.3812 Sq.mile

45 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 12 67 8.04 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 10 80 8.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 78 40 31.2 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 47.24

Slope (S) H1 - H2 Where L = Length of Channel 4.7 Km S = = 0.006420 TIME OF L 15,421 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.5 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.1023622 (inches) 180.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 12,866 (cusecs) 364.33 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-6

CATCHMENT AREA (A) 18.54 Sq.mile

48 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 12 67 8.04 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 5 80 4.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 83 40 33.2 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 45.24

Slope (S) H1 - H2 Where L = Length of Channel 4.5 Km S = = 0.005960 TIME OF L 14,765 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.5 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.1023622 (inches) 180.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 13,194 (cusecs) 373.62 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-7

CATCHMENT AREA (A) 31.2862 Sq.mile

81 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 12 67 8.04 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 10 80 8.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 78 40 31.2 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 47.24

Slope (S) H1 - H2 Where L = Length of Channel 11.5 Km S = = 0.003021 TIME OF L 37,732 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 4.1 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.4094488 (inches) 162.8 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 9,549 (cusecs) 270.39 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-8

CATCHMENT AREA (A) 27.219 Sq.mile

70.47 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 8 67 5.36 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 5 80 4.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 82 40 32.8 Alluvial Fan / Piedmont Dense Vegetation 5 35 1.75 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 43.91

Slope (S) H1 - H2 Where L = Length of Channel 15 Km S = = 0.010972 TIME OF L 49,215 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 3.0 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.76

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.5826772 (inches) 167.2 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 ###### (cusecs) 283.64 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-9

CATCHMENT AREA (A) 21.2746 Sq.mile

55.08 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 8 67 5.36 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 5 80 4.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 77 40 30.8 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 10 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 40.16

Slope (S) H1 - H2 Where L = Length of Channel 5 Km S = = 0.011582 TIME OF L 16,405 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.3 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.65

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.62992126 (inches) 143 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 12,251 (cusecs) 346.92 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-10

CATCHMENT AREA (A) 39.7335 Sq.mile

102.87 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 5 67 3.35 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 5 80 4.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 90 40 36 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 43.35

Slope (S) H1 - H2 Where L = Length of Channel 21 Km S = = 0.004223 TIME OF L 68,901 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.73

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.3228346 (inches) 160.6 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 8,399 (cusecs) 237.83 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-11

CATCHMENT AREA (A) 56.9409 Sq.mile

147.42 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 18 67 12.06 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 8 80 6.40 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 74 40 29.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 48.06

Slope (S) H1 - H2 Where L = Length of Channel 29 Km S = = 0.003111 TIME OF L 95,149 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 8.2 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.67

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.8031496 (inches) 147.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 9,137 (cusecs) 258.72 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-12

CATCHMENT AREA (A) 53.1866 Sq.mile

137.7 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 9 67 6.03 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 5 80 4.00 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 81 40 32.4 Alluvial Fan / Piedmont Dense Vegetation 5 35 1.75 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 44.18

Slope (S) H1 - H2 Where L = Length of Channel 40 Km S = = 0.004755 TIME OF L 131,240 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 8.9 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.67

AREAL RAINFALL P(Ta24) = P(Tp24) x f 5.8031496 (inches) 147.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 7,334 (cusecs) 207.67 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-13

CATCHMENT AREA (A) 18.6559 Sq.mile

48.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 6 67 4.02 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 92 40 36.8 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 42.42

Slope (S) H1 - H2 Where L = Length of Channel 11.34 Km S = = 0.001290 TIME OF L 37,207 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.6 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.1023622 (inches) 180.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 4,397 (cusecs) 124.51 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-14

CATCHMENT AREA (A) 25.9946 Sq.mile

67.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 84 40 33.6 Alluvial Fan / Piedmont Dense Vegetation 10 35 3.5 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.38

Slope (S) H1 - H2 Where L = Length of Channel 12.27 Km S = = 0.001192 TIME OF L 40,258 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 6.1 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.82

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.1023622 (inches) 180.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 5,557 (cusecs) 157.35 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-15

CATCHMENT AREA (A) 29.0962 Sq.mile

75.33 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 84 40 33.6 Alluvial Fan / Piedmont Dense Vegetation 10 35 3.5 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.38

Slope (S) H1 - H2 Where L = Length of Channel 16 Km S = = 0.000305 TIME OF L 52,496 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 12.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.4094488 (inches) 162.8 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 3,131 (cusecs) 88.67 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-16

CATCHMENT AREA (A) 36.6049 Sq.mile

94.77 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 84 40 33.6 Alluvial Fan / Piedmont Dense Vegetation 10 35 3.5 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.38

Slope (S) H1 - H2 Where L = Length of Channel 18.57 Km S = = 0.002692 TIME OF L 60,928 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 6.1 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.4094488 (inches) 162.8 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 7,030 (cusecs) 199.07 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-17

CATCHMENT AREA (A) 11.8772 Sq.mile

30.75 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 16 Km S = = 0.000305 TIME OF L 52,496 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 12.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.74

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.4094488 (inches) 162.8 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 1,294 (cusecs) 36.63 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-18

CATCHMENT AREA (A) 13.7659 Sq.mile

35.64 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 30 Km S = = 0.004348 TIME OF L 98,430 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 7.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.73

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.3228346 (inches) 160.6 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 2,277 (cusecs) 64.48 cu.m./s

EA Consulting Pvt. Ltd. Page 92 of 110

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-19

CATCHMENT AREA (A) 8.44728 Sq.mile

21.87 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 10 Km S = = 0.010363 TIME OF L 32,810 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 2.3 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.85

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.3622047 (inches) 187 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 4,183 (cusecs) 118.44 cu.m./s

EA Consulting Pvt. Ltd. Page 93 of 110

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-20

CATCHMENT AREA (A) 9.38586 Sq.mile

24.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 6.74 Km S = = 0.017274 TIME OF L 22,114 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.4 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.84

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.2755906 (inches) 184.8 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 6,854 (cusecs) 194.09 cu.m./s

EA Consulting Pvt. Ltd. Page 94 of 110

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-21

CATCHMENT AREA (A) 9.38586 Sq.mile

24.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 7 Km S = = 0.008665 TIME OF L 22,967 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.8 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.85

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.3622047 (inches) 187 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 5,479 (cusecs) 155.14 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-22

CATCHMENT AREA (A) 9.38586 Sq.mile

24.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 7.76 Km S = = 0.013197 TIME OF L 25,461 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 1.7 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.85

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.3622047 (inches) 187 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 5,853 (cusecs) 165.74 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-23

CATCHMENT AREA (A) 22.1321 Sq.mile

57.3 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 8.5 Km S = = 0.010434 TIME OF L 27,889 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 2.0 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.8

AREAL RAINFALL P(Ta24) = P(Tp24) x f 6.92913386 (inches) 176 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 11,424 (cusecs) 323.49 cu.m./s

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DISCHARGE CALCULATION (TRIANGULAR FORMULA)

LOCATION Sub-watershed-24

CATCHMENT AREA (A) 11.263 Sq.mile

29.16 (km2)

24 HOURS MAXIMUM PROBABLE RAINFALL P(Ta24) Return Period (50 Years) 8.6614 (inches) 220 (mm)

Kind of the Ground Surface Kind of the Ground Surface (Hills) Area Return Period (50) Years Percentage Description Details PR Bo = PR*AP / 100 (AP) % - 65 Fractured Sandstone and Shale Dense Vegetation 60 Dense Forest 55 - 72 Fractured Limestone Dense Vegetation 4 67 2.68 PERCENTAGE Dense Forest 52 RUNOFF (PR) - 2 80 1.60 Non-Fractured Rock Dense Vegetation 75 Dense Forest 70 - 94 40 37.6 Alluvial Fan / Piedmont Dense Vegetation 35 Dense Forest 30 - 10 Low Land / Valley Floor Dense Vegetation 5 Dense Forest 5 Percentage Runoff Average 100 41.88

Slope (S) H1 - H2 Where L = Length of Channel 13.4 Km S = = 0.002115 TIME OF L 43,965 CONCENTRATION (TC) Time of L0.77 Tc = 0.0001 5.2 (Hours) Concentration (Tc) * S0.385

AREAL REDUCTION (From Table-1.2) FACTOR (f) 0.87

AREAL RAINFALL P(Ta24) = P(Tp24) x f 7.5354331 (inches) 191.4 (mm) DEPTH (P(Ta24))

DISCHARGE (Qp') Qp' = 3.09 x P (Ta24) x PR x A x (Tc)-0.8 2,922 (cusecs) 82.73 cu.m./s

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ANNEXURE-C

HYDRAULICS CULATIONS

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Cross Flood Q Total Bed Water E.G. Vel Flow Froude # Level Level Elev Chnl Area Chl Section Event (m3/s) (m) (m) (m) (m/s) (m2) 43.125 Flood 1977 3398 101.24 98.59 98.62 4566.08 0 43.125 Flood 1978 1982 101.24 96.68 96.69 4392.48 0 43.125 50 Year Return P 4351 101.24 99.63 99.67 4661.46 0 43.125 100 Year Return 5093 101.24 100.33 100.39 4726.99 0

42.653* Flood 1977 3398 99.68 98.56 98.6 3922.7 0 42.653* Flood 1978 1982 99.68 96.67 96.68 3758.22 0 42.653* 50 Year Return P 4351 99.68 99.58 99.64 4012.67 0 42.653* 100 Year Return 5093 99.68 100.27 100.35 0.09 4078.41 0.07

42.180* Flood 1977 3398 98.11 98.52 98.57 0.08 3318.64 0.06 42.180* Flood 1978 1982 98.11 96.65 96.67 3162.36 0 42.180* 50 Year Return P 4351 98.11 99.52 99.6 0.18 3431.79 0.08 42.180* 100 Year Return 5093 98.11 100.19 100.3 0.35 3531.94 0.1

41.708* Flood 1977 3398 96.55 98.46 98.53 0.24 2793.67 0.09 41.708* Flood 1978 1982 96.55 96.62 96.65 0.02 2604.65 0.03 41.708* 50 Year Return P 4351 96.55 99.42 99.54 0.45 2944.68 0.12 41.708* 100 Year Return 5093 96.55 100.07 100.22 0.62 3052.37 0.14

41.235* Flood 1977 3398 94.98 98.36 98.47 0.48 2360.35 0.12 41.235* Flood 1978 1982 94.98 96.58 96.63 0.25 2119.8 0.08 41.235* 50 Year Return P 4351 94.98 99.28 99.45 0.74 2524.77 0.16 41.235* 100 Year Return 5093 94.98 99.9 100.1 0.93 2641.51 0.18

40.763* Flood 1977 3398 93.42 98.2 98.37 0.8 1997.01 0.17 40.763* Flood 1978 1982 93.42 96.51 96.58 0.37 1695.68 0.1 40.763* 50 Year Return P 4351 93.42 99.07 99.3 1.03 2178.8 0.21 40.763* 100 Year Return 5093 93.42 99.64 99.92 1.2 2316.91 0.23

40.290* Flood 1977 3398 91.85 97.96 98.19 1.1 1748.28 0.23 40.290* Flood 1978 1982 91.85 96.38 96.5 0.63 1374.1 0.15 40.290* 50 Year Return P 4351 91.85 98.78 99.07 1.43 1982 0.27 40.290* 100 Year Return 5093 91.85 99.32 99.65 1.67 2141.48 0.29

39.818* Flood 1977 3398 90.29 97.68 97.93 1.61 1651.05 0.29 39.818* Flood 1978 1982 90.29 96.16 96.34 1.01 1192.51 0.23 39.818* 50 Year Return P 4351 90.29 98.44 98.74 1.82 1915.17 0.32 39.818* 100 Year Return 5093 90.29 98.95 99.28 2.02 2112.27 0.34

39.345* Flood 1977 3398 88.72 97.37 97.57 1.85 1722.71 0.31 39.345* Flood 1978 1982 88.72 95.9 96.06 1.52 1163.22 0.29 EA Consulting Pvt. Ltd. Page 100 of 110

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39.345* 50 Year Return P 4351 88.72 98.1 98.34 2.07 2029.09 0.32 39.345* 100 Year Return 5093 88.72 98.6 98.86 2.22 2242.28 0.33

38.873* Flood 1977 3398 87.15 97.09 97.24 1.74 1987.51 0.27 38.873* Flood 1978 1982 87.15 95.64 95.75 1.49 1352.7 0.26 38.873* 50 Year Return P 4351 87.15 97.79 97.97 1.85 2381.08 0.3 38.873* 100 Year Return 5093 87.15 98.31 98.49 1.9 2710.59 0.3

38.4 Flood 1977 3398 85.59 96.99 97.06 1.15 2950.77 0.17 38.4 Flood 1978 1982 85.59 95.52 95.57 0.98 2020.87 0.17 38.4 50 Year Return P 4351 85.59 97.67 97.75 1.27 3418.05 0.19 38.4 100 Year Return 5093 85.59 98.17 98.26 1.34 3809.03 0.2

37.942* Flood 1977 3398 85.59 96.88 96.95 1.18 2890.05 0.18 37.942* Flood 1978 1982 85.59 95.42 95.47 1.01 1965.39 0.17 37.942* 50 Year Return P 4351 85.59 97.55 97.64 1.3 3349.58 0.19 37.942* 100 Year Return 5093 85.59 98.03 98.12 1.38 3697.49 0.2

37.484* Flood 1977 3398 85.59 96.76 96.83 1.21 2816.47 0.19 37.484* Flood 1978 1982 85.59 95.3 95.36 1.04 1902.96 0.18 37.484* 50 Year Return P 4351 85.59 97.42 97.51 1.33 3272.53 0.2 37.484* 100 Year Return 5093 85.59 97.89 97.99 1.41 3606.95 0.21

37.025* Flood 1977 3398 85.59 96.63 96.7 1.24 2733.71 0.2 37.025* Flood 1978 1982 85.59 95.17 95.23 1.08 1832.86 0.19 37.025* 50 Year Return P 4351 85.59 97.29 97.38 1.37 3182.41 0.2 37.025* 100 Year Return 5093 85.59 97.74 97.84 1.45 3503.18 0.21

36.567* Flood 1977 3398 85.59 96.48 96.57 1.29 2640.71 0.2 36.567* Flood 1978 1982 85.59 95.03 95.09 1.13 1751.12 0.2 36.567* 50 Year Return P 4351 85.59 97.13 97.23 1.41 3077.76 0.21 36.567* 100 Year Return 5093 85.59 97.57 97.69 1.5 3389.22 0.22

36.109* Flood 1977 3398 85.59 96.32 96.41 1.34 2533.5 0.22 36.109* Flood 1978 1982 85.59 94.86 94.94 1.2 1655.57 0.21 36.109* 50 Year Return P 4351 85.59 96.96 97.07 1.47 2962.45 0.22 36.109* 100 Year Return 5093 85.59 97.39 97.52 1.56 3260.4 0.23

35.651* Flood 1977 3398 85.59 96.13 96.23 1.41 2405.86 0.23 35.651* Flood 1978 1982 85.59 94.68 94.76 1.28 1551.58 0.22 35.651* 50 Year Return P 4351 85.59 96.77 96.89 1.54 2830.14 0.24 35.651* 100 Year Return 5093 85.59 97.19 97.33 1.63 3118.07 0.25

35.193* Flood 1977 3398 85.59 95.88 96 1.52 2238.93 0.26 35.193* Flood 1978 1982 85.59 94.45 94.55 1.39 1427.45 0.25

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35.193* 50 Year Return P 4351 85.59 96.54 96.67 1.63 2672.26 0.26 35.193* 100 Year Return 5093 85.59 96.96 97.11 1.72 2954.79 0.26

34.735* Flood 1977 3398 85.59 95.56 95.71 1.69 2015.16 0.3 34.735* Flood 1978 1982 85.59 94.16 94.28 1.52 1305.01 0.28 34.735* 50 Year Return P 4351 85.59 96.24 96.4 1.77 2463.15 0.29 34.735* 100 Year Return 5093 85.59 96.67 96.84 1.85 2751.73 0.29

34.276* Flood 1977 3398 85.59 95.12 95.31 1.94 1750.58 0.35 34.276* Flood 1978 1982 85.59 93.78 93.93 1.7 1164.04 0.32 34.276* 50 Year Return P 4351 85.59 95.82 96.03 2 2173.44 0.35 34.276* 100 Year Return 5093 85.59 96.27 96.48 2.06 2466.35 0.34

33.818* Flood 1977 3398 85.59 94.54 94.8 2.26 1500.62 0.39 33.818* Flood 1978 1982 85.59 93.14 93.37 2.14 928.33 0.44 33.818* 50 Year Return P 4351 85.59 95.19 95.49 2.41 1808.6 0.42 33.818* 100 Year Return 5093 85.59 95.62 95.94 2.48 2056.76 0.43

33.36 Flood 1977 3398 85.59 93.17 93.81 3.55 957.17 0.72 33.36 Flood 1978 1982 85.59 90.92 92.06 4.73 418.98 0.78 33.36 50 Year Return P 4351 85.59 93.63 94.37 3.82 1138.97 0.73 33.36 100 Year Return 5093 85.59 93.94 94.76 4.02 1266.78 0.74

32.868* Flood 1977 3398 83.33 90.9 91.56 3.58 948.38 0.72 32.868* Flood 1978 1982 83.33 88.93 89.92 4.42 448.48 0.71 32.868* 50 Year Return P 4351 83.33 91.37 92.13 3.85 1128.77 0.73 32.868* 100 Year Return 5093 83.33 91.69 92.52 4.06 1255.6 0.74

32.376* Flood 1977 3398 81.08 88.64 89.31 3.62 939.31 0.72 32.376* Flood 1978 1982 81.08 87.01 87.82 3.98 497.52 0.73 32.376* 50 Year Return P 4351 81.08 89.12 89.89 3.88 1121.59 0.73 32.376* 100 Year Return 5093 81.08 89.44 90.29 4.07 1250.01 0.74

31.885* Flood 1977 3398 78.82 86.37 87.05 3.65 930.24 0.72 31.885* Flood 1978 1982 78.82 84.8 85.57 3.88 510.44 0.74 31.885* 50 Year Return P 4351 78.82 86.86 87.64 3.92 1109.83 0.73 31.885* 100 Year Return 5093 78.82 87.17 88.04 4.14 1230.4 0.75

31.393* Flood 1977 3398 76.56 84.11 84.8 3.69 920.92 0.72 31.393* Flood 1978 1982 76.56 82.5 83.27 3.89 509.53 0.74 31.393* 50 Year Return P 4351 76.56 84.62 85.41 3.94 1105.2 0.73 31.393* 100 Year Return 5093 76.56 85 85.84 4.07 1251.35 0.72

30.901* Flood 1977 3398 74.31 81.84 82.55 3.73 911.57 0.73 30.901* Flood 1978 1982 74.31 80.18 80.96 3.93 504.87 0.74

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30.901* 50 Year Return P 4351 74.31 82.33 83.15 4.01 1085.47 0.74 30.901* 100 Year Return 5093 74.31 82.94 83.7 3.84 1326.33 0.72

30.409* Flood 1977 3398 72.05 79.57 80.3 3.77 901.86 0.73 30.409* Flood 1978 1982 72.05 77.86 78.66 3.96 500.32 0.74 30.409* 50 Year Return P 4351 72.05 80.18 80.96 3.91 1111.64 0.71 30.409* 100 Year Return 5093 72.05 80.78 81.48 3.72 1370.71 0.73

29.917* Flood 1977 3398 69.79 77.3 78.04 3.81 892.39 0.73 29.917* Flood 1978 1982 69.79 75.54 76.36 4 495.84 0.74 29.917* 50 Year Return P 4351 69.79 78.11 78.8 3.69 1179.69 0.71 29.917* 100 Year Return 5093 69.79 78.49 79.2 3.74 1362.69 0.73

29.426* Flood 1977 3398 67.54 75.03 75.79 3.85 881.51 0.73 29.426* Flood 1978 1982 67.54 73.23 74.06 4.03 491.42 0.75 29.426* 50 Year Return P 4351 67.54 75.94 76.58 3.55 1227.3 0.72 29.426* 100 Year Return 5093 67.54 76.2 76.92 3.75 1358.31 0.73

28.934* Flood 1977 3398 65.28 72.85 73.58 3.78 898.73 0.72 28.934* Flood 1978 1982 65.28 70.91 71.76 4.07 487.19 0.75 28.934* 50 Year Return P 4351 65.28 73.59 74.26 3.64 1195.17 0.74 28.934* 100 Year Return 5093 65.28 73.87 74.62 3.82 1334.79 0.74

28.442* Flood 1977 3398 63.03 70.69 71.37 3.65 929.71 0.72 28.442* Flood 1978 1982 63.03 68.6 69.46 4.11 482.82 0.75 28.442* 50 Year Return P 4351 63.03 71.39 72.02 3.52 1237.69 0.7 28.442* 100 Year Return 5093 63.03 71.76 72.42 3.59 1417.29 0.69

27.950* Flood 1977 3398 60.77 68.62 69.19 3.34 1016.88 0.69 27.950* Flood 1978 1982 60.77 66.29 67.16 4.14 479.09 0.75 27.950* 50 Year Return P 4351 60.77 69.31 69.83 3.22 1353.13 0.7 27.950* 100 Year Return 5093 60.77 69.64 70.17 3.22 1579.89 0.72

27.458* Flood 1977 3398 58.51 66.52 66.99 3.04 1116.45 0.69 27.458* Flood 1978 1982 58.51 63.97 64.86 4.18 473.74 0.75 27.458* 50 Year Return P 4351 58.51 67 67.47 3.02 1440.92 0.71 27.458* 100 Year Return 5093 58.51 67.21 67.72 3.17 1606.06 0.72

26.967* Flood 1977 3398 56.26 64.2 64.61 2.85 1191.99 0.7 26.967* Flood 1978 1982 56.26 61.67 62.57 4.21 470.76 0.75 26.967* 50 Year Return P 4351 56.26 64.52 64.99 3.04 1433.38 0.72 26.967* 100 Year Return 5093 56.26 64.71 65.24 3.21 1587.55 0.73

26.475* Flood 1977 3398 54 61.68 62.11 2.9 1172.58 0.72 26.475* Flood 1978 1982 54 59.32 60.26 4.3 461.22 0.76

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26.475* 50 Year Return P 4351 54 62.01 62.49 3.08 1410.88 0.72 26.475* 100 Year Return 5093 54 62.22 62.76 3.23 1576.41 0.73

25.983* Flood 1977 3398 51.74 59.09 59.55 3.03 1121.79 0.72 25.983* Flood 1978 1982 51.74 57.54 58.23 3.68 538.65 0.65 25.983* 50 Year Return P 4351 51.74 59.46 59.98 3.18 1368.46 0.73 25.983* 100 Year Return 5093 51.74 59.69 60.25 3.31 1538.79 0.74

25.491* Flood 1977 3398 49.49 56.51 57 3.1 1097.68 0.73 25.491* Flood 1978 1982 49.49 55.68 56.13 2.96 670.67 0.71 25.491* 50 Year Return P 4351 49.49 56.85 57.42 3.32 1309.48 0.74 25.491* 100 Year Return 5093 49.49 57.08 57.71 3.49 1458.97 0.75

24.999* Flood 1977 3398 47.23 53.95 54.45 3.13 1084.32 0.73 24.999* Flood 1978 1982 47.23 53.19 53.6 2.83 701.26 0.71 24.999* 50 Year Return P 4351 47.23 54.3 54.87 3.37 1292.54 0.74 24.999* 100 Year Return 5093 47.23 54.54 55.17 3.53 1441.92 0.75

24.508* Flood 1977 3398 44.97 51.33 51.86 3.23 1050.8 0.74 24.508* Flood 1978 1982 44.97 50.55 50.99 2.92 678.74 0.73 24.508* 50 Year Return P 4351 44.97 51.7 52.31 3.46 1257.07 0.75 24.508* 100 Year Return 5093 44.97 51.95 52.62 3.62 1406.48 0.76

24.016* Flood 1977 3398 42.72 48.75 49.29 3.25 1044.51 0.73 24.016* Flood 1978 1982 42.72 48 48.41 2.84 696.7 0.7 24.016* 50 Year Return P 4351 42.72 49.13 49.75 3.49 1246.64 0.75 24.016* 100 Year Return 5093 42.72 49.39 50.07 3.66 1392.9 0.75

23.524* Flood 1977 3398 40.46 46.07 46.67 3.43 989.36 0.76 23.524* Flood 1978 1982 40.46 45.31 45.77 3 659.64 0.75 23.524* 50 Year Return P 4351 40.46 46.48 47.15 3.64 1195.89 0.77 23.524* 100 Year Return 5093 40.46 46.75 47.48 3.8 1340.72 0.78

23.032* Flood 1977 3398 38.2 43.53 44.1 3.36 1011.87 0.73 23.032* Flood 1978 1982 38.2 42.82 43.22 2.8 706.84 0.68 23.032* 50 Year Return P 4351 38.2 43.94 44.6 3.59 1211.43 0.74 23.032* 100 Year Return 5093 38.2 44.21 44.93 3.77 1352.68 0.75

22.540* Flood 1977 3398 35.95 40.74 41.43 3.68 923.39 0.8 22.540* Flood 1978 1982 35.95 40.01 40.52 3.17 625.99 0.8 22.540* 50 Year Return P 4351 35.95 41.17 41.94 3.9 1116.36 0.81 22.540* 100 Year Return 5093 35.95 41.47 42.3 4.03 1263.92 0.81

22.049* Flood 1977 3398 33.69 38.42 38.96 3.25 1046.02 0.67 22.049* Flood 1978 1982 33.69 37.7 38.06 2.67 742.46 0.63

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22.049* 50 Year Return P 4351 33.69 38.83 39.46 3.53 1231.82 0.7 22.049* 100 Year Return 5093 33.69 39.1 39.81 3.74 1363.28 0.72

21.557* Flood 1977 3398 31.43 35.28 36.16 4.14 820.66 0.93 21.557* Flood 1978 1982 31.43 34.59 35.25 3.57 554.58 0.93 21.557* 50 Year Return P 4351 31.43 35.69 36.68 4.4 989.32 0.92 21.557* 100 Year Return 5093 31.43 36 37.05 4.53 1125.03 0.9

21.065 Flood 1977 3398 29.18 33.67 34.06 2.74 1240.21 0.52 21.065 Flood 1978 1982 29.18 32.73 33.01 2.35 843.05 0.52 21.065 50 Year Return P 4351 29.18 34.26 34.69 2.88 1510.88 0.52 21.065 100 Year Return 5093 29.18 34.65 35.11 3 1699.66 0.52

20.627* Flood 1977 3398 27.74 32.64 33.05 2.82 1203.25 0.52 20.627* Flood 1978 1982 27.74 31.6 31.9 2.46 806.12 0.52 20.627* 50 Year Return P 4351 27.74 33.31 33.75 2.93 1483.63 0.51 20.627* 100 Year Return 5093 27.74 33.66 34.15 3.1 1644.83 0.53

20.189* Flood 1977 3398 26.3 31.57 32.01 2.93 1157.84 0.54 20.189* Flood 1978 1982 26.3 30.49 30.82 2.54 781.26 0.52 20.189* 50 Year Return P 4351 26.3 32.25 32.69 2.93 1483.45 0.57 20.189* 100 Year Return 5093 26.3 32.54 33.03 3.1 1644.34 0.58

19.751* Flood 1977 3398 24.86 30.35 30.78 2.91 1169.53 0.59 19.751* Flood 1978 1982 24.86 29.34 29.7 2.65 748.68 0.55 19.751* 50 Year Return P 4351 24.86 30.85 31.32 3.05 1426.84 0.63 19.751* 100 Year Return 5093 24.86 31.11 31.64 3.22 1583.71 0.63

19.314* Flood 1977 3398 23.43 28.83 29.29 3.01 1129.59 0.63 19.314* Flood 1978 1982 23.43 28.04 28.38 2.6 761.39 0.59 19.314* 50 Year Return P 4351 23.43 29.3 29.82 3.19 1363.18 0.62 19.314* 100 Year Return 5093 23.43 29.68 30.23 3.29 1549.98 0.6

18.876* Flood 1977 3398 21.99 27.55 27.97 2.89 1174.61 0.54 18.876* Flood 1978 1982 21.99 26.43 26.8 2.7 733.46 0.63 18.876* 50 Year Return P 4351 21.99 28.21 28.67 3.01 1443.62 0.51 18.876* 100 Year Return 5093 21.99 28.68 29.17 3.1 1641.41 0.5

18.438* Flood 1977 3398 20.55 26.85 27.19 2.58 1319.69 0.41 18.438* Flood 1978 1982 20.55 25.55 25.79 2.2 902.4 0.41 18.438* 50 Year Return P 4351 20.55 27.55 27.95 2.8 1562.65 0.42 18.438* 100 Year Return 5093 20.55 28.05 28.49 2.95 1746.35 0.42

18 Flood 1977 3398 19.11 26.43 26.74 2.5 1386.53 0.34 18 Flood 1978 1982 19.11 25.18 25.37 1.91 1041.33 0.29

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18 50 Year Return P 4351 19.11 27.08 27.48 2.83 1580.76 0.37 18 100 Year Return 5093 19.11 27.54 28 3.05 1721.57 0.39

17.508* Flood 1977 3398 18.74 26.02 26.32 2.46 1418.29 0.35 17.508* Flood 1978 1982 18.74 24.86 25.04 1.89 1066.58 0.3 17.508* 50 Year Return P 4351 18.74 26.62 27 2.78 1612.13 0.38 17.508* 100 Year Return 5093 18.74 27.03 27.48 3.01 1758.16 0.41

17.016* Flood 1977 3398 18.37 25.52 25.83 2.47 1418.59 0.39 17.016* Flood 1978 1982 18.37 24.5 24.68 1.89 1070.9 0.32 17.016* 50 Year Return P 4351 18.37 26.03 26.42 2.8 1652.14 0.44 17.016* 100 Year Return 5093 18.37 26.42 26.84 2.94 1855.85 0.45

16.524* Flood 1977 3398 17.99 24.86 25.17 2.51 1456.86 0.44 16.524* Flood 1978 1982 17.99 24.03 24.22 1.95 1045.96 0.37 16.524* 50 Year Return P 4351 17.99 25.26 25.63 2.81 1710.54 0.47 16.524* 100 Year Return 5093 17.99 25.56 25.97 2.96 2002.24 0.51

16.032* Flood 1977 3398 17.62 24.06 24.32 2.41 1632.97 0.47 16.032* Flood 1978 1982 17.62 23.31 23.52 2.09 1031.4 0.44 16.032* 50 Year Return P 4351 17.62 24.43 24.72 2.56 2006.33 0.47 16.032* 100 Year Return 5093 17.62 24.72 25.01 2.61 2289.28 0.46

15.540* Flood 1977 3398 17.25 23.22 23.43 2.16 1749.95 0.43 15.540* Flood 1978 1982 17.25 22.43 22.61 2.02 1110.76 0.45 15.540* 50 Year Return P 4351 17.25 23.69 23.9 2.21 2139.5 0.41 15.540* 100 Year Return 5093 17.25 24.03 24.26 2.25 2435.7 0.4

15.048* Flood 1977 3398 16.87 22.53 22.72 1.98 1736.3 0.38 15.048* Flood 1978 1982 16.87 21.45 21.63 1.97 1061.25 0.46 15.048* 50 Year Return P 4351 16.87 23.03 23.26 2.1 2065.67 0.38 15.048* 100 Year Return 5093 16.87 23.4 23.65 2.15 2314.84 0.38

14.556 Flood 1977 3398 16.5 21.62 21.95 2.26 1350.18 0.46 14.556 Flood 1978 1982 16.5 20.47 20.72 2.35 905.13 0.45 14.556 50 Year Return P 4351 16.5 22.12 22.51 2.47 1593.64 0.47 14.556 100 Year Return 5093 16.5 22.48 22.92 2.62 1772.6 0.47

12.375 Flood 1977 3398 13.62 17.99 18.24 2.2 1546.41 0.43 12.375 Flood 1978 1982 13.62 17.34 17.49 1.69 1170.95 0.38 12.375 50 Year Return P 4351 13.62 18.34 18.65 2.49 1745.75 0.46 12.375 100 Year Return 5093 13.62 18.57 18.94 2.71 1879.59 0.48

8.7 Flood 1977 3398 9.82 13.02 13.14 1.5 2268.55 0.35 8.7 Flood 1978 1982 9.82 12.46 12.54 1.25 1587.89 0.35

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8.7 50 Year Return P 4351 9.82 13.37 13.5 1.62 2693.26 0.35 8.7 100 Year Return 5093 9.82 13.63 13.78 1.69 3016.86 0.34

8.0184* Flood 1977 3398 9.28 12.48 12.6 1.53 2233.98 0.34 8.0184* Flood 1978 1982 9.28 11.86 11.94 1.29 1545.43 0.34 8.0184* 50 Year Return P 4351 9.28 12.87 13.01 1.63 2670.86 0.34 8.0184* 100 Year Return 5093 9.28 13.17 13.31 1.7 2997.28 0.33

7.3368* Flood 1977 3398 8.74 12 12.12 1.54 2213.45 0.33 7.3368* Flood 1978 1982 8.74 11.29 11.38 1.31 1509.52 0.34 7.3368* 50 Year Return P 4351 8.74 12.43 12.56 1.65 2650.35 0.33 7.3368* 100 Year Return 5093 8.74 12.74 12.89 1.72 2973.81 0.32

6.6551* Flood 1977 3398 8.21 11.55 11.68 1.55 2189.98 0.32 6.6551* Flood 1978 1982 8.21 10.77 10.86 1.33 1487.07 0.33 6.6551* 50 Year Return P 4351 8.21 12.01 12.16 1.67 2616.75 0.32 6.6551* 100 Year Return 5093 8.21 12.35 12.5 1.74 2929.33 0.32

5.9735* Flood 1977 3398 7.67 11.14 11.27 1.58 2146.37 0.31 5.9735* Flood 1978 1982 7.67 10.31 10.4 1.34 1476.65 0.31 5.9735* 50 Year Return P 4351 7.67 11.62 11.77 1.71 2552.46 0.31 5.9735* 100 Year Return 5093 7.67 11.97 12.13 1.79 2849.65 0.31

5.2919* Flood 1977 3398 7.13 10.74 10.88 1.64 2068.05 0.31 5.2919* Flood 1978 1982 7.13 9.88 9.98 1.37 1441.9 0.31 5.2919* 50 Year Return P 4351 7.13 11.23 11.39 1.79 2438.59 0.32 5.2919* 100 Year Return 5093 7.13 11.59 11.77 1.88 2707.87 0.32

4.6103* Flood 1977 3398 6.59 10.31 10.47 1.77 1922.48 0.33 4.6103* Flood 1978 1982 6.59 9.45 9.56 1.45 1370.18 0.31 4.6103* 50 Year Return P 4351 6.59 10.81 11 1.94 2243.76 0.33 4.6103* 100 Year Return 5093 6.59 11.16 11.38 2.06 2476.44 0.34

3.9286* Flood 1977 3398 6.05 9.79 10 2.04 1668.58 0.37 3.9286* Flood 1978 1982 6.05 8.96 9.1 1.63 1218.46 0.34 3.9286* 50 Year Return P 4351 6.05 10.26 10.52 2.26 1928.09 0.39 3.9286* 100 Year Return 5093 6.05 10.6 10.9 2.41 2115.25 0.39

3.247 Flood 1977 3398 5.52 8.61 9.11 3.12 1089.28 0.63 3.247 Flood 1978 1982 5.52 7.96 8.27 2.47 803.19 0.58 3.247 50 Year Return P 4351 5.52 8.97 9.59 3.5 1243.94 0.67 3.247 100 Year Return 5093 5.52 9.2 9.93 3.77 1350.16 0.69

2.85 Flood 1977 3398 4.38 8.53 8.6 1.22 2797.92 0.23 2.85 Flood 1978 1982 4.38 7.81 7.86 0.94 2108.91 0.2

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2.85 50 Year Return P 4351 4.38 8.93 9.02 1.37 3182.42 0.24 2.85 100 Year Return 5093 4.38 9.21 9.32 1.48 3452.92 0.25

1.175 Flood 1977 3398 4.14 5.92 6.5 3.39 1003.62 1.01 1.175 Flood 1978 1982 4.14 5.55 5.98 2.88 688.2 1.02 1.175 50 Year Return P 4351 4.14 6.13 6.81 3.66 1189.26 1.01 1.175 100 Year Return 5093 4.14 6.28 7.03 3.85 1324.42 1.01

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