Gravity Water Supply System Tools Manual

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Epanet and Development. a

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How to design a Gravity Flow

Water Supply Systems Volume I

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Gravity Water Supply System Design Tools (v 2008.06)

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UNHABITAT UNHABITAT

NOTICE

This manual “Gravity Water Supply System Design Tools” has been prepared to provide a understanding and using spreadsheets and AutoCAD drawings prepared for designing com gravity water supply systems in Afghanistan. Afghanistan. Earlier versions of the spreadsheets spreadsheets have been UN-HABITAT and other design design engineers working working in water supply projects. It is expected t these tools will result in a standard methodology for designing of gravity water supply sub-projec

This manual and any examples contained herein are provided “as is” and are subject to chan notice. United Nations Human Settlements Programme (UNHABITAT) (UNHABITAT) shall not be liable for an for incidental or consequential damages in connection with the furnishing, performance, or u manual or the examples herein. ©

United Nations Human Settlements Programme (UNHABITAT). All rights reserved.

All rights are reserved reserved to the programs programs and this manual manual that are included included in the Gravity W System Design Tools. Reproduction, adaptation adaptation or translation of those programs programs and docume prior written permission of UNHABITAT is also prohibited.

Gravity Water Supply System Design Tools (v 2008.06) is a shareware and can also be downlo www.fukuoka.unhabitat.org . Permission is is granted to any individual or institution to use redistribute the Gravity Water Supply System Design Tools so long as it is not sold for profit. Published by: United Nations Human Settlements Programme (UNHABITT), Afghanistan House # 235, Street #8, Taimani, Kabul, Afghanistan Web: http://fukuoka.unhabitat.org Email: [email protected]

Author:

Mr. Pushpa Chitrakar Engineering Advisor UNHABITAT, Afghanistan

Master your semester with Scribd Printed by: Afghan Afgha n Women Women York Entrepre Entrepreneur neurs s Printing Printing Servi Services, ces, & The New Times Opposite Masjeed-e-Qahraman, Special offer for students: Only $4.99/month. Karbala,


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UNHABITAT

PREFACE

The Gravity Water Supply System Design Tools (v 2008.06) were prepared by Unite Human Settlements Programme, Afghanistan as a part of its continuous efforts t indigenous capacity of Afghan engineers engaged in rebuilding and upgrading Afghan ru as urban areas. It is a complete set of tools consisting of typical Microsoft Excel spr AutoCAD drawings and procedural guidelines (this manual) for designing of commun water supply projects. UN-HABITAT engineers working in nine provinces and Kabul using most of the presented spreadsheets for about a year. Since these tools have be by real engineering sub-projects, I personally found them very useful for the stated works

Irrespective of the sizes and locations, all water supply projects have many common fea conception to implementation and operation. Therefore, these spreadsheets and dra also be used for all other similar projects within and outside Afghanistan.

I would like to thank all the members of the Engineering Division of UNHABITAT, Kab supports to make this publication happen. My special thanks go to Mr. Pushpa Ch Engineering Advisor of UNHABTAT, for his devotion on preparing such a set of useful contribution of all the UNHABITAT engineers working in all the nine provinces for their c support on the development of these tools is highly appreciated.

I do hope that these Gravity Water Supply System Design Tools would fill the gap that felt by all the engineering stakeholders and would be able to contribute to the sector.

You're Reading a Preview Unlock full access with a free trial.

Download With Free Trial Ms. Nouchine Yavari Country Programme Manager UNHABITAT, Afghanistan



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UNHABITAT

ACKNOWLEDGEMENTS

Thanks for using the Gravity Water Supply System Design Tools (version 2008.06 complete set of shareware tools consisting of twenty typical Microsoft Excel spread workbook), fourteen typical AutoCAD drawings and a users’ manual (this manual) reco for use in detailed designing of community led gravity water supply system sub-pro electronic version of these tools (an Excel workbook and an AutoCAD drawing) and this Acrobat PDF format are enclosed on the attached CD ROM.

Electronic versions of my other engineering tools are also enclosed on the attached The first one was made for designing micro-hydropower projects where as the second made for engineering surveying and discharge measurement.

Why I Prepared the Tools

I approached this project with one goal in mind. To write a one-step Gravity Water Supp Design Tools that would appeal to all engineers engaged in implementing community water supply projects in Afghanistan. That is a fairly ambitious goal. But based on the f received, I think I have been successful.

Microsoft Excel is the present market leader, by a long shot, and it is truly the best sp available. Excel lets you do things with formulas and macros (Visual Basic for Applicatio impossible with other spreadsheets. Similarly, Autodesk AutoCAD has been the best a You're Reading a Preview tool for creating digital drawings. Since most of the design engineers and surveyors a with Excel and AutoCAD, I have Unlock prepared these tools these application software platfo full access with a freeon trial.

Although the above mentioned software are popular amongst all the engineers, it is a sa Download With Free Trial less than two percent of users working in Afghanistan really understand how to get the m it. With the help of these tools, I have attempted to illustrate the fascinating features of AutoCAD and nudge you into that elite group.

I have noticed that there are fairly adequate number of books prepared for designing c led water supply systems. However, there are a few complete tools that are readily a engineers to enhance their skills and capacities effectively and efficiently. Moreover, tra training materials distributed to design engineers in Afghanistan are not to a standard s are able to design the network systems comfortably. These tools are prepared  aiming Read Free For 30 Days Sign up to vote on this title critical gap. 

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It would not$4.99/month. have been possible for me to write this tools without the encouragement fr Special offer for students: Only Nations Human Settlements Programmes (UNHABITAT, Afghanistan) and of course,

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What You Should Have Sheet Music

To make the best use of these tools, you need a copy of Microsoft Excel (XP or later, 2003), Autodesk AutoCAD (2000 or later, preferably 2006) and Adobe Acrobat Read later). The latest version of a free copy of Adobe Acrobat Reader can be downlo www.adobe.com. A downloaded copy of Adobe Acrobat Reader is included in the bu ROM.

The minimum system requirements for installing and running presented tools are: Operating system

: Windows 98/2000/NT/XP/Vista

CPU

: 486/333MHz

RAM

: 128MB

Display

: 640 x 480 pixels, 256 colours

CD ROM

: Double-speed (for installation only)

HD

: 10 MB (approximately)

How These Tools Are Organized

There are many ways to organize the materials of these tools, but I settled on a sc divides them into three main parts. You're Reading a Preview Unlock full access with a free trial.

Part I: Field Measurement and Design Spreadsheets

This part consists of twenty typical spreadsheets (tenTrial calculations, four tables, five form Download With Free home page) covering all calculations and field formats related to gravity water supp methods. These spreadsheets provide users to estimate measured discharges using c meter, calculates heads by Abney / level surveying and to design project elements.

Part II: AutoCAD Drawings

This part consists of fourteen typical AutoCAD drawings in 2000 and 2006 versions drawings made for sources to end use water supply networks system. A single file wit  Read Free Foron 30this Days title blocks are used for each layout is used. Sign up to vote title


Part III: Users’ Manual

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Download and Reach Out Sheet Music

Electronic files included on the attached CD can also be download www.fukuoka.unhabitat.org . Preparation of these tools is a continuous process. interested in getting feedback on them. Therefore, valuable suggestions and feed expected from all the stakeholders/users so that the overall quality of gravity wa schemes is enhanced. Any suggestion and feedback can directly be sent to [email protected] or [email protected]. Sharing o information regarding advanced options beyond these tools is also appreciated.

Pushpa Chitrakar Engineering Advisor UNHABITAT, Afghanistan


Download With Free Trial



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UNHABITAT

TABLE OF CONTENTS

NOTICE PREFACE ACKNOWLEDGEMENTS TABLE OF CONTENTS 1

2

INTRODUCTION 1.1

GENERAL

1.2

OBJECTIVES OF THE TOOLS

1.3

SOURCES OF THE TOOLS

1.4

TOOLS: SPREADSHEETS 1.4.1 Iterative Processes 1.4.2 Macro Security 1.4.3 Worksheet protection 1.4.4 User specific inputs You're Reading a Preview 1.4.5 Errors 1.4.6 Cell notes Unlock full access with a free trial. 1.4.7 Cell Text Conventions 1.4.8 Pull Down menus and command buttons Download With Free Trial 1.4.9 Tools Menu and Toolbar

1.5

TOOLS: TYPICAL DRAWINGS

1.6

INSTALLATION

1.7

AUTOCAD PLOTTING

THE SYSTEM AND IMPLEMENTATION PHASES

Master your semester with Scribd 2.1 INTRODUCTION Read Free Foron 30this Days Sign up to vote title & The New Times  Useful  Not useful 2.2 York TYPES OF GRAVITY WATER SUPPLY SYSTEMS

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Special offer for students: Only $4.99/month. 2.2.1 System Type 01: Continuity of flow: Open or closed based on flows

2.2.2

System Type 02: Interconnected ends: Dead-end and other distribut

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3.3.1 3.3.2

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3.4

4

5

6

7

Technical data collection Non-technical Aspects (Social)

OFFIECE WORK: DETAILED DESIGN

WATER DEMAND 4.1

INTRODUCTION

4.2

DEMAND CALCULATIONS 4.2.1 Assumptions used for demand calculations Example 4.1: Demand Calculations

INTAKE DESIGN 5.1

INTRODUCTION

5.2

DESIGN OF SURFACE INTAKES Example 5.1: Surface Intake Sizing

5.3

INTAKE DESIGN PROGRAM BRIEFING & EXAMPLES

SEDIMENTATION TANK DESIGN 6.1

INTRODUCTION Example 6.1: sedimentation Tank Design

6.2

GRAVITY FED RESERVOIR DESIGN PROGRAM BRIEFING & EXAMPLES You're Reading a Preview

FILTRATION TANK DESIGNUnlock full access with a free trial. 7.1 7.2

INTRODUCTION

Download With Free Trial DESIGN OF SLOW SAND FILTER Example 7.1: Design of Slow Sand Filter

7.3

DESIGN OF RAPID SAND FILTER Example 7.2: Design of Rapid Sand Filter

7.4

GRAVITY FILTER DESIGN PROGRAM BRIEFING & EXAMPLES

8 RESERVOIR TANK with DESIGNScribd Master your semester 8.1 INTRODUCTION & The New York Times


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DESIGN PROCEDURES OF GRAVITY FED RESERVOIR TANKS

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9.2.2 Negative Pressure Example 9.3: Negative Pressure 9.2.3 Air Locks: Example 9.4: Air Lock

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9.3

PIPE SELECTION IN AFGHANISTAN AFGHANISTAN

9.4

A COMPLETE DESIGN Example 9.5: Pipe Network Design

9.5

PIPE DESIGN PROGRAM BRIEFING & EXAMPLES

DATA SHEETS AND FORMATS HDPE PIPE SPECIFICATIONS HEAD LOSS FACTOR TABLES WHO’S DRINKING WATER STANDARDS 1993 FORMATS

REFERENCES TYPICAL DRAWINGS

LIST OF TABLES

Table 1.1: Summary of Spreadsheets ................................. .................................................. .................................. ................................ ............... Table 1.2: Summary of Drawings .................................. ................................................... .................................. .................................. ..................... ..... Table 4.1: Summary of Typical Daily Daily Demands.................................. ................................................... ................................. ................ .................................................. .................................. .................................. ..................... ..... Table 5.1: Strainer Specifications................................. Table 7.1: Comparison of SSF and RSF RSF................................... .................................................... .................................. ........................... .......... ................................................. .................................. .................................. ................. Table 8.1: A typical demand demand regime................................ 3 Table 8.2: Summary of Reservoir Reservoir Tank Calculations (all volumes are in m ).................... .................... 3 .................... Table 8.3: Summary of Reservoir Reservoir Tank Calculations (all volumes are in m ).................... Table 9.1: Recommended Recommended Values of C .................................. ................................................... .................................. ............................. ............. Table 9.2: % Head loss for HDP Pipe (ISI Standard)................................. .................................................. ........................... ..........  Table 9.3: Equivalent Pipe Lengths of Fittings Fittings................................ ................................................. .................................. ................. Read Free For 30this Days Sign up to vote on title  Table 9.4: Flushing Velocities to prevent air locks.................................. ................................................... ........................... .......... Useful Not useful   Table 9.5: 9.5: Design of Reservoir Reservoir .................................. ................................................... .................................. ................................... ...... Cancel anytime. ........................


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LIST OF FIGURES Sheet Music

................................................... .................................. .................................. ............................. ............ Figure 1.1: Iterative process .................................. Figure 1.2: Activation of iteration in Excel 2003 (Tools => Option =>Calculations)........... Figure 1.3: Activation of iteration in Excel 2007 (MS => Excel Option =>Formulas).......... Figure 1.4: Setting macros to medium security (Tools=> Macros=>Security) Macros=>Security)................. Figure 1.5: Enabling macros.................................. ................................................... .................................. .................................. ............................. ............ Figure 1.6: Enabling macros in MS Excel 2007 (MS Office=>Excel Options=> Trust Cent Center Settings..=>Macro Settings). .................................. ................................................... .................................. ........................... .......... Figure 1.7: Instruction incorporated in a cell note.................................... .................................................... ........................... .......... Figure 1.8: A Formula presented in a cell note............................. ........................................... ............................. .......................... ........... .................................................... .................................. ............................. ............. Figure 1.9: Colour coding of cell texts................................... Figure 1.10: Pull Down Menu ................................. .................................................. .................................. .................................. ............................. ............ .................................................. .................................. .................................. ............................. ............ Figure 1.11: Pull Down Menu ................................. Figure 1.12: Spreadsheet Menu and Toolbar ................................. .................................................. .................................. ...................... ..... ................................................... ...................... ..... Figure 1.13: Computed AutoCAD commands in Excel .................................. Figure 1.14: Script file (4 sets of commands combined into a single file) and ACAD draw Figure 1.14: Script file (4 sets of commands combined into a single file) and ACAD draw Figure 2.1: Components of a typical gravity flow system utilizing surface water ............. ............. ..... Figure 2.2: Components of a typical gravity flow system utilizing underground water ..... Figure 5.1: Typical Strainer Arrangement................................. .................................................. .................................. ........................... .......... Figure 5.2: Intake sizing spreadsheet “IntakeSizing” ................................. ................................................... ......................... ....... Figure 6.1: “SedimentationTank” “SedimentationTank” spreadsheet ................................ ................................................. .................................. ................. Figure 7.1: Types of Filtration Methods ................................. .................................................. .................................. ............................. ............. Figure 7.2: Components of a Gravity Filter System .................................. ................................................... ........................... .......... Figure 7.3: Sieve Graph of Typical Sand Sample................................ ................................................. ................................. ................ Figure 7.4: Sedimentation Tank Sizing spreadsheet “SedimentationTank” ...................... ...................... Figure 8.1: Gravity Fed Reservoir Sizing spreadsheet “ReservoirTank” ........................... ........................... ............................................ .......... Figure 8.2: Pump Performance Charts for H4K Italian Pumps .................................. Figure 8.3: Well Fed Reservoir Sizing spreadsheet “ReservoirTankPump” ...................... ...................... Figure 9.1: Longitudinal section and water profiles of a water supply system................ Figure 9.2: Interpolation for % frictional factor for unlisted flow of 0.225 l/s..................... .................... ................................................... .............................. ............. Figure 9.3: Negative pressure along the pipe line.................................. Figure 9.4: Formation of a Partial Air Lock................................. .................................................. ................................... ......................... ....... .................................................. .................................. ........................... .......... Figure 9.5: Formation of a Total Air Lock ................................. Figure 9.6: Prevention of Formation of Air Locks by analyzing pipe profiles.................... .................... Figure 9.7: Diagram for Example 9.4 ................................ ................................................. .................................. .................................. ................. Figure 9.8: Diagram for Example 8.5 ................................ ................................................. .................................. .................................. ................. Figure 9.9: Intake and Sedimentation tank considered in Example 9.8.............................. ..............................  Free Foron 30 Days Sign to vote this title Figure 9.10: Pipe network design considered in ExampleRead 9.8up ................................ ............... .............................. .............  Figure 9.11: Pipe Design as per Example 9.5 by Iranian  Standard Hazen Williams Meth Useful & Not useful  Cancel anytime. Figure 9.12: Pipe Design as per Example 9.5 by Indian Standard & Tabulated Method. Special offer for students: Only $4.99/month.


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1 INTRODUCTION 1.1 GENERAL

The presented set of tools is a complete set of Gravity Water Supply System Des recommended for detailed detailed designs of community water supply supply system projects in Afgh consists of MS Excel spreadsheets on surveying, data reduction and water supp components, AutoCAD drawings on water supply networks components and this Adobe Acrobat PDF formant. formant.

The tools were prepared to provide a basis for design engineers to undertake field obs data reduction and design water supply networks systems as per the standard require preparing technical technical proposal in Afghanistan. Afghanistan. Since most of the stakeholders stakeholders are fa Microsoft Excel (XP or later) and AutoCAD (2000 or later) application software, the prepared based based on these software to make them simple and user friendly. preparation of these tools, special efforts were made so that the skills and kno practicing surveyors and engineers are further enhanced by t he use of these tools.

The tools consist of a set of twenty typical spreadsheets, fourteen drawings and a user Most of the spreadsheets have been in used for about a year by water supply design working under UN-HABITAT. UN-HABITAT. Most of the drawings are prepared prepared based on the illustra illustra examples. Procedural guidelines, guidelines, detailed step by step calculations and guidelines guidelines fo presented spreadsheets spreadsheets are presented in the users’ manual. The Excel tools are pre distributed in template/read-only formats so that the original copies are always prese when users accidentally modify them.

1.2 OBJECTIVES OF THE TOOLS

The main objective of the presented tools is to enhance the quality of water supp network designs both in rural and in urban urban Afghanistan. It is expected that the use of t helps fulfilling the main objective because:

1. They function as a set of “Time Saver Kit” Kit” for precision and and speed (e.g. pip designs.). They provide relevant engineers for using and and upgradin Master your2. semester with references Scribdto design engineers  Read Free For 30 Days Sign up to vote on this title and knowledge. Useful information information is incorporated incorporated within the tools and this & The New York Times that external references are minimized.  Useful  Not useful Special offer for students: Only $4.99/month.

Cancel anytime.

3. The depth of the study and design reports by different engineers engineers are un

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1. Review and assessment of on-going and new technical projects and project under National Solidarity Program (NSP) and Inter-communal Rural Developm (IRDP) facilitated under UN-HABITAT, Afghanistan.

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2. Feedbacks from all HABITAT engineers, NSP engineers and donors.

3. Experience from other similar technical projects within Afghanistan and abroad 4. Standard textbooks, guidelines and other standards.

1.4 TOOLS: SPREADSHEETS

General as well as special features of Excel have been utilized while developing the spreadsheets. There are ten main spreadsheets each covering a tool. The list of the spreadsheets and their areas of coverage are presented in Table 1.1.

Table 1.1: Summary of Spreadsheets SN

Spreadsheet

Area of coverage

1

Home

Home page for selecting spreadsheets and other links

2

Abney

Use of Abney level surveying and plotting. Refer Discharge Measu Engineering Surveying tools for details. An electronic version of attached to the CD-ROM.

3

Levelling

Levelling and plotting. Refer Discharge Measurement and You're Reading a Preview Surveying tools for details.

4

Conductivity

Unlock full with discharge a free trial. by salt dilution method. Refer Computation ofaccess stream Measurement and Engineering Surveying tools for details.

6

IntakeSizing

Download Free intake Trial with fittings. Chapter 5: DesignWith of stream

7

SedimentationTank

Chapter 6: Design of sedimentation tanks.

5

ReservoirTank

Chapters 4 & 8: Water demand calculations and design of reservo by gravity flows.

8

Filter

Chapter 7: Design of slow and rapid sand filters.

9

ReservoirTankPump

Chapters 4 & 8: Water demand calculations and design of reservo by pumping of wells.  Chapter 8: Design of pipe network systems using tabulated friction Read Free Foron 30this Days Sign up to vote title

Master your semester with Scribd 10 PipeDesign  & The New Times Chapter 8: Design of pipe network Not useful  Useful  using 11 York PipeDesignHW systems analytical method Special offer for students: Only $4.99/month. 12

GI

Williams method.

Cancel anytime.

Tabulated friction factors for Galvanized Iron (GI) pipes based

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To make to the best use of these spreadsheets, minimum knowledge of background i and main features of Microsoft Excel is mandatory. Although excel has many salie some of the basic features that were mostly used while preparing and using them are:

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1.4.1

Iterative Processes The spreadsheets are designed to save tedious and long iterative/repetitive calculations. Manual repetitive processes are the main source errors and are also time consuming factors. A typical repetitive process is presented in Figure 1.1.

Y =f(X): X=f`(Y)

Assume Xo

Is e=<|Yn+1 –Y No X=X+h

Figure 1.1: Iterative process

As shown in the figure, the initial assumed value of X0 is amended until an acceptable is reached. By default, this feature is disabled and generates Circular Reference iterative features in Excel can be activated by selecting Calculations tab (Tools>Calculations>Tick Iteration (cycles & h)) and checking the iteration box. The E iteration dialogue box with this features activated is presented in Figure 1.2. User 2007 have to activate iteration opening (MS Office =>Excel Options => Formulas boxes and Tick Iteration (cycles & h)) and checking the iteration box (as presented 1.3).





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Download With Free Trial Figure 1.3: Activation of iteration in Excel 2007 (MS => Excel Option =>Formulas)

1.4.2

Macro Security

The spreadsheets contain Visual Basic for Application (VBA) functions and procedures. Because of the safety reasons against possible virus threats, MS Excel disables such VBA Free Foron 30this Days Sign up to vote title functions and procedures by default. Setting Read security level to medium (Tools => Macros =>  Useful  Not useful Cancel anytime. Security Medium) and enabling the macros Special offer for students: Only=> $4.99/month. during the opening of the tools are required for the


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Because of the high level of macro related risks, Excel 2007 has been designed to res of the stand alone macros unless and until they are certified. Excel 2007 is rather com terms of saving file formats and signing of macros to make them run properly. There these tools shall be limited up to MS Excel 2003. In case these tools have to be use 2007 environment, procedures for enabling Macros in MS Excel 2007 are presented F

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Trial(MS Office=>Excel Option Figure 1.6: Enabling macrosDownload in MS With ExcelFree 2007 Centre=>Trust Center Settings..=>Macro Settings).

1.4.3

Worksheet protection

Most of the presented spreadsheets are protected against unwanted and accidental in may result in wrong computational output. However, some of these spreadsheets are with a null password so that only expert Excel user can amend them based  requirements. Read Free Foron 30this Days Sign up to vote title

Master your semester with Scribd & The1.4.4 NewUser York Times specific inputs Special offer for students: Only $4.99/month.

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Some parameters such as the head loss overrated factor of 1.3 in the intake design

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Malfunctioning of circular references unexpected results (such as negative When such an error occurs, select the press Enter. Such errors can also be values.

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or mathematical errors generates VALUE# millions cubic meters of water in the reserv error cell a cell note of the spreadsheets, pre automatically corrected by inputting the requ

A REF# error occurs due to the deletion deletion of unnecessary rows rows or cells, for example in p spreadsheet. In such an instance, copy the second second cell from the second computation branch or use original workbook template.

1.4.6

Cell notes

Cell notes notes are comments attached to cells. They are useful for providing information related to computational procedures. Adequate cell notes are provided in the presented spreadsheets so that external references are minimized. For example, a cell note for properly inputting vertical angles in Abney Level spreadsheet is presented in Figure 1.7.

Figure 1.7: Instruction incorporated in a Similarly, the cell note presented in Figure 1.8 presents a formula for calculating the length of small diameter of the combined pipes.

Figure 1.8: A Formula presented in

1.4.7 Cell semester Text Conventions Master your with Scribd  Read Free Foron 30this Days Sign up to vote title  Three different colour colour codes are are used to distinguish distinguish different cell categories. categories. & The New York Times Useful different  three  Not useful

Cancel anytime. example of$4.99/month. colour coding of cells is presented in Figure 1.9 1.9. . The colours and categorie Special offer for students: Only

cells are:

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Red cells: These cells are optional input cells. Standard values are presented in th Values in this type of cells can be amended provided that there are adequate grounds It is worth noting that care should be taken while while changing these values. values. As prese example, the recommended recommended factored length (Pipe L Factor) of 10% 10% is specified. length is justifiable to cater for neglected turbulent turbulent losses. Moreover, the additional additional l also recommended for purchasing to cater for unaccounted undulated pipe laying pipes required required for repair and and maintenance. This cell can be changed to 1.05 or 1 factors are already considered during surveying.

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Black cells: The black cells cells represent represent information and or output of the computation sake of protecting accidental and deliberate amendment or change leading to wron most of these cells cells are protected from editing. It is recommended recommended that care sho when amending black cells. 1.4.8

Pull Down menus and command buttons

Some input cells are equipped with pull down menus to facilitate the users to inpu values related to input cells. cells. Cells related to pull down down menus can have any any user spec than the stated standard values values if the data cells are not not of mandatory type. In Figure Figur pull down menu for angular angular measurement measurement type is activated. There are two type measurements, namely, namely, Degrees and Gradians that can be be input. This input is a type and users can not enter any values other than the specified specified ones. “Degrees selected as an input.

The outcome of the computation will be erroneous if the mandatory input data does with the desired predefined values. values. Therefore, the spreadsheets spreadsheets are designed to r invalid values values and flag error messages messages with suggestions. suggestions. As demonstrated in in Figur error is flagged when Radians is entered in stead of Degrees or Gradians.

Master your with Figuresemester 1.10: Pull Down Menu Scribd Figure 1.11:Read Pull Free Down ForMenu 30this Days Sign up to vote on title & The New York Times  Useful  Not useful 1.4.9 Tools Menu and Toolbar Special offer for students: Only $4.99/month.

Cancel anytime.

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Figure 1.12: Spreadsheet Menu and Toolbar

1.5 TOOLS: TYPICAL DRAWINGS

As stated earlier, an AutoCAD drawing file with fourteen layouts for typical elem prepared and incorporated incorporated in the tools. tools. These drawings covering covering from intake intake to tappresented at the end of this this manual. Since they are only typical typical drawings, drawings, additions o  and the level of details may be changed to fulfil specific specific needs ofon a this particul particular Read Free For 30 Days Sign up to vote title ar project.  com of consistency, compatibility and the extent of information in the drawings are Not useful  Useful  Cancel anytime. appropriate for community led led gravity water supply systems. The main features of the Special offer for students: Only $4.99/month. drawings are:


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The dimensions and geometries of the presented drawings should be amended accor considered projects details. These drawings are listed in Table 1.2.

Table 1.2: Summary of Drawings SN

Drawing

Area of coverage/ Remarks

1

General Layout

Plan: General layout of a scheme utilizing stream intak

2

Headworks General Layout

Plan: General layout of a headworks with a weir, a sed tank and a slow sand filter.

3

Weir

Plan and Sections: Weir with dimensions and alternati

4

Sedimentation Tank

Plans and Sections: Detailed dimensions and an altern

6

Slow Sand Filter Tank

Plans and Sections: Detailed dimensions and an altern

7

50m Reservoir Tank

5

25m Reservoir Tank

8

25m Reservoir Tank

Reinforcement Details

9

Pipe Networks System

Pipe Design: Output diagram of a pipe system design.

10

Pipe Networks System

Profile: A longitudinal profile of a leg of a pipe system

11

Miscellaneous Details

Manhole, Tap-stand and Pipe Laying

12

Break Pressure Tank

With and Without Float Valves

13

Spring Intake

Plan and Section

14

Stream Intake with in-built Filter

3

Plan, Section and Details: Reservoir ground tank.

3

Plan, Sections: Tanks resting on an RC frame.

3

You're Reading a Preview Plan and Sections

Unlock full access with a free trial.

1.6 INSTALLATION


It is recommended to install the Tools under “C:\Design Aids\Gravity Water Supply\” d the full functionality of these tools. In case it is installed elsewhere, the external links manual will not work. It is also recommended that the working copy of proje spreadsheet to be saved under the installation directory.

As stated earlier, these tools are basically design for MS Excel 2003 although the under MS Excel 2000 or 2007. In order to run the spreadsheet properly, some vers Excel 2003 may have to be updated by running the supplied patch file“Office Free Foron 30this Days Sign to vote titleproperly, un KB887616-FullFile-ENU.exe”. In case the macros Read still up are not running  office completely and delete the related subdirectories. Reinstall the Excel and run Not useful  Useful  Cancel anytime. file. Set the security level to medium before opening the spreadsheet. Special offer for students: Only $4.99/month.


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1.7 AUTOCAD PLOTTING Sheet Music

Abney, levelling and pipe design worksheets are equipped with the collection of script commands that help plotting surveying features in to Autodesk AutoCAD. A scri collection of text commands used in AutoCAD environment. A script can execute any at the Command prompt except a command that displays a dialogue box. A scrip fi file and has a collection of these commands. These commands should be copied and a Notepad and saved as text file with .scr extension.

These script files can be run in AutoCAD environment by inputting script files by inputi SCRIPT on command line. Inputting the specific file plots AutoCAD objects.

An example of computed AutoCAD commands for plotting longitudinal profile presented in Figure 1.13. The corresponding script file ready for plotting correspon points and station names with residual heads is presented in Figure 1.14. Finally, ACAD drawing is presented in Figure 1.15. It is worth noting that care should provide accurate number of spaces while running all these command sets in a single fi AutoCad Ground

TEXTSIZE 1.5 PDSIZE .5 PDMODE 2 HGL

pline

pline

point

0.001,2666.775

0.001,2666.775

0.001,2666.775

Stations text 0.001,2666.775 1 45 SRC1-RH: 0.001

179.817,2650.49 179.817,2665.26 179.817,2650.493 text 179.817,2650.493 1 45 Combination 1-RH

You're Reading a Preview

2199.614,2576.9 2199.614,2611.7 2199.614,2576.943 text 2199.614,2576.943 1 45 RVT1-RH: 9.998 Unlock full access with a free trial.

2526.693,2415.7 2526.693,2515.3 2526.693,2415.773 text 2526.693,2415.773 1 45 JCT1-RH: 32.39

Download With text Free Trial 2718.058,2261.9 2718.058,2409.0 2718.058,2261.923 2718.058,2261.923 1 45 JCT2-RH: 23.76

2962.238,2101.8 2962.238,2293.6 2962.238,2101.893 text 2962.238,2101.893 1 45 JCT3-RH: 22.32

3059.008,1937.0 3059.008,2175.8 3059.008,1937.023 text 3059.008,1937.023 1 45 JCT4-RH: 23.55

3451.706,1774.813451.706,2052.4 3451.706,1774.813 text 3451.706,1774.813 1 45 JCT5-RH: 19.39

3765.192,1606.6 3765.192,1922.6 3765.192,1606.663 text 3765.192,1606.663 1 45 JCT6-RH: 19.17

3982.834,1463.4 3982.834,1789.1 3982.834,1463.483 text 3982.834,1463.483 1 45 Combination 2-R Master your semester with Scribd  Read Free Foron 30this Days Sign up to vote title  15.3 4738.592,1233.614738.592,1590.014738.592,1233.613 text 4738.592,1233.613 1 45 TAP07-RH: & The New York Times Useful Not useful   Figure 1.13: Computed AutoCAD commands in Excel

Special offer for students: Only $4.99/month.

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2 THE SYSTEM AND IMPLEMENTATION PHASES 2.1 INTRODUCTION

A Gravity Water Supply System (GWSS) consists of a system of pipe networks elements conveying safe and assured quantity of water from a source to users’ poi action of gravity. The system mostly consists of: ·

Intakes (springs, stream, Kharezes and wells)

·

Tanks (collection, sedimentation, break pressure, distribution and reservoir tank

·

Outlet (taps, sediment outlets, pressure release outlets)

·

HDPE or GI pipe networks connecting above structures.

A typical system of a gravity water supply system consists of four technical com functions as:

1. Production: This component consists of collecting water from the continuou Depending on the source of water it can be further sub-divided into following catego

a. Underground intake: Underground intakes such as production wells and are used as water sources in a system where ground water is utilized as th You're Reading a Preview of water. Most of the water supply systems in Afghanistan utilize productio the sources of water.Unlock The full quality such water is less contaminate access of with a freeground trial. suspended particles and is constant in supply. Costs of production wells a high. Download With Free Trial

b. Spring intake: A spring occurs when an underground aquifer penetrate t surface by means of gravity or hydrostatic pressure. The quality of w springs is usually better than underground and surface sources. Fewer stru required for spring intakes making their initial as well as operational costs le the other types of production components. However, continuity of suc should be confirmed before deciding other design parameters.

Master your semester withIt Scribd c. Surface intake: consists of collecting water from surface water  bodie Read Free For 30 Days Sign up to vote on this title rivers, streams, etc. Quality of water from such intakes is  gene & The New Yorkcontaminated Times with relatively higher rateofUseful useful suspended The  Notsediments. Cancel anytime.

have large fluctuation of water quantity and are susceptible to large floods. Special offer for students: Only $4.99/month.

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Pipe networks in transmission and distribution systems may have some additional co such as chlorination tanks, sedimentation tanks, pressure tanks, distribution tanks, a valves, sediment flushing outlets, etc.

Sheet Music

2.2 TYPES OF GRAVITY WATER SUPPLY SYSTEMS 2.2.1

System Type 01: Continuity of flow: Open or closed based on flows

In case a continuous water yield (supply) is adequate to meet the continuous dema time, an open system is implemented for supplying water to the distribution poin providing any storage provision. A continuous water flow with or without faucets (taps in this kind of system. This system is optimum where the distance between source an relatively short.

In reality, the distance between surface intakes and the distribution points is mostly lon yield is less than the maximum continuous demand. In such an instance, a closed s reservoirs is optimum and hence is used.

2.2.2

System Type 02: Interconnected ends: Dead-end and other distribution system Based on distribution networks systems, water supply systems can be defined as:

1. Dead-end /Tree System: In this system a number of sub-main pipes perpendicular to a main You're distribution pipe. Each of these sub-mains is sub-d Reading a Preview several branches and laterals. Service connections are given from these la Unlock full access with The a free trial. system is mostly used in Afghanistan. presented pipe networks design based on this system. A typical diagram of this type of system is presented in F

Download With Free Trial 2. Other systems: Other advanced systems such as Grid-iron system, Ring s Radial systems are used in modern planned cities. Sub main pipes are interco these systems.

2.2.3

System Type 03: Water sources: Ground water or surface water source

Based on the utilized sources of water, gravity water supply systems can be defined as

Master your1. semester with Scribd  Gravity water supply system utilizing underground Read Free Foron 30source: Days Sign up towater vote this title This syste  waterTimes stored in underground aquifers. WaterisUseful pumped an elevated re & The New York Nottouseful up distributed through main, sub-main and laterals. This system is used Special offer for students: Only $4.99/month.

Afghanistan water supply systems.

Cancel anytime.

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Documents Stream

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Intake

Sedimentation tank

Break pressure tank Reservoir tank

Tap Tap Tap

You're Reading a Preview Tap

Tap Unlock full access with a free trial.

Figure 2.1: Components of a typical gravity flow system utilizing surface water Download With Free Trial Elevated Reservoir Tank

Tap

Pump House with valve boxes

Master your semester with Scribd & The New York Times Distribution line


Well with

Tap

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2.3 IMPLEMENTATION PHASES Sheet Music

A water supply system has to pass through different phases from conception to op brief description of each phase is presented in the subsequent sections.

2.3.1

Conception

Need of a water supply projects, conceptual project layouts and financing are determin the conception phase. In Afghan rural areas, social mobilization is carried out i determine water supply projects as priority projects. If water supply project is ch priority project, it will be recommended for further actions such as feasibility implementation.

2.3.2

Feasibility Study

In general a pre-feasibility study is carried out prior to conducting a full fledged feasib Because of the limited resources, both the pre and feasibility studies are combined community water supply system designs. A feasibility study is conducted to check robustness and financial feasibility of the project. Following activities are conducted feasibility study of a gravity water supply system: 1. Desk Study: a. Request from implementing authorities (CDCs, NSP, etc) You're Reading a Preview b. Fund allocation and preliminary reviews Unlock full access with a free trial.

c. Community consultation: overview, resources and water right issues, willingness, demand, household, population, Download With Free Trial local contribution, etc.

2. Field Study: Activities such as briefing and community consultation, ver collected data during the desk study, discharge measurement, engineering issues related to water rights and tentative layout are conducted during the field

3. Office Work: Activities such as data reduction, fixing layout, detailed design, qu cost estimates, feasibility statement and implementation schedule should be c during office works. A project report should be prepared at the end of the study.  Read Free Foron 30this Days Sign up to vote title

Master your semester with Scribd & The2.3.3 NewImplementation York Times Special offer for students: Only $4.99/month.

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Following activities should be carried out during implementation phase of a gravity wa

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2.3.4

Operation, maintenance and Rehabilitation

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Following activities should be carried out during operational phase of a gravity wa system: 1. Implementation of business plan. 2. Tariff update from time to time (usually annually) 3. Maintenance and 4. Future extension and expansion plan.





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3 FEASIBILITY STUDY 3.1 INTRODUCTION

The main purpose of a feasibility study of a community led gravity water supply pr prepare a feasibility study report. It should clearly mention whether the project is fea study report should be of adequate depth so that prospectus contractor can unde project and can quote costs required for the project implementation. As mention preceding chapter, a feasibility study consists of following three steps: 1. Desk Study 2. Site Investigation 3. Office Works

3.2 DESK STUDY

The main purpose of a desk study is to prepare and plan for the upcoming site investig office works. The desk study consists of: 1. Confirm CDC’s finalization of the selection of GWSS project as their priority project. 2. Fund allocation and preliminary review of tentative costs. 3. Community communication regarding: You're Reading a Preview Overview of the project including security condition. o Unlock full access with a free trial.

o

Local resources inventory (materials and manpower)

o

Households and population of targeted beneficiaries Download With Free Trial

o

Total demand

o

Local contribution (in kind and in cash)

o

Possible sources and location of water

o

Project layout and routes.

4. Planning for feasibility study activities at site

Master your semester 5. Prepare a check listwith of itemsScribd required (including cash requirement). Read Free Foron 30this Days Sign up to vote title & The New York Times  Useful  Not useful Special offer for students: $4.99/month. 3.3 FIELDOnly STUDY: SITE

INVESTIGATION

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o

o

Locations of potential sources.

Yield: flow measurement in dry/lean season (bucket, conductivity method o the source is abundant) for surface water source. Local well yield near the location in case of underground source usage.

Quality of water at the potential sources by visual inspection and testing if cle with calcium (white scaling/deposition when boiled) is widespread in Afghan far as possible, such water should be avoided to prevent scaling of the syste the system technically less efficient and hazardous health-wise.

3. Topographical study: o

o

o

General visibility from source to the villages to be noted. Reconnaissance surveying before commencing the final topographical surveying.

Preparation of general layout locating main project structures and benchmark

Location of supply points (households, social institutions like schools, hospita mosques, etc). According to NSP guidelines for rural water supply system should be provided for maximum of 25 households.

4. Logistical study o

Means of transportation.

o

Distances to road heads / airports.

o

Availability of materials

o

o

Availability of local skilled and unskilled manpower. You're Reading a Preview Unit rates of local human resources and materials.

5. Geological study

3.3.2


o

Visual inspection of type of soil along the pipe Download With Free Trialroutes and at major structure lo

o

Possible geological problems and solutions.

o

Location of crossings.

o

Locations of landslides.

Non-technical Aspects (Social)

1. Water source utilization andScribd potential disputes Master your semester with 2. Land rights of project locations & The New York Times 3. Possible political/ethnic divisions. Special offer for students: Only $4.99/month.

4. Economic conditions of village


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2. Detailed Design: Detailed design of project components, quantity and cost estima be carried out to check if the project is financially affordable and technically sound.

3. Report Preparation: Preparation of final drawings and report with feasibility stateme and recommendations. 4. Report submission: Submission of report to concerned authorities and follow up.





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4 WATER DEMAND 4.1 INTRODUCTION

Water demand calculation is a process of assessing required volume of water of future population of a community. It includes registration of present population data households and locations), assessing personal and institutional daily water needs, typical population growth and estimating future (typically 10-20 years of time) demands

Water demands for regular village/city residents, students (day-scholar and boarding), hospitals and health posts, government offices and institutions, public utilities (public b washing, etc) should be calculation using existing or standard demands. A summary demand patterns is presented in Table 4.1.

Table 4.1: Summary of Typical Daily Demands Consumer Standard Range Remarks (l/c/d) (l/c/d) Villagers Students (day-scholar). Students (boarding) Mosques

45 10 65

25 to 45 5 to 10 35-65 3.6 (Assuming 60% go to mosques You're Reading a Preview day using 3 litres of water per vi litres Unlock full access with a free trial.for a mosque with 300 villager

Hospitals & health posts with beds Health clinic without beds Government offices and other institutions

500-1000 Download With Free Trial liters/bed 1000 - Rural health clinics 2500 500 to Rural offices up to 20 staff. 1000

Water use pattern of a specific location is usually different than the others. Factor

Master your semester water use patterns are:with Scribd Read Free Foron 30this Days Sign up to vote title & The New ·York Useful  Not useful LocalTimes climate and seasons (more water in hot season) Cancel anytime.

Special offer for students: Only $4.99/month. · Culture/Religion (Afghan people get up relatively earlier than others)

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4.2 DEMAND CALCULATIONS Sheet Music

4.2.1

Assumptions used for demand calculations 1. Population growth rate (i) = 3% (prudent rate for Afghanistan) 2. Design Span (n) = 10 to 20 years (standard is 20 years)

3. Population at the end of nth year (Pn) = Po (1+i) n. Where Po is the present population

4. Total daily demand for regular residents (D) = d * Pn. Where d is total daily demand in l/s.

5. Total demand = total individual demand + other demands such as schools, mosques

Example 4.1: Demand Calculations Calculate total water demand for a village called Khawal in Bamyan with: ·

Number of families (HH) = 220

·

Average persons per family (ph)= 6

·

Design span (n) = 20 years

·

Population growth rate (i) = 3% You're Reading a Preview

There is a day-scholar school with 400 students a mosque. Assume that the de Unlock full access with aand free trial. these institutions are additional although the students and mosque goers are from village. Use standard demand for regular villagers and use 50% of standard de Download With Free Trial mosques and schools. Present population = number of households x average persons per HH Or, Po = HH x ph = 220 x 6 = 1320 persons Population at the endwith of 20 year = present population (1+growth rate) Master your semester Scribd Read Free Foron 30this Days Sign up to vote title Pn = Po (1+i) & The NewOr,York Times  Useful  Not useful th

design span

n


= 1320(1+3/100)

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20

= 2384 persons

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5 INTAKE DESIGN 5.1 INTRODUCTION Depending on the type of water sources, following types of intakes are used for potable water to the systems:

1. Production well: Shallow as well as deep production wells are used for collec in Afghanistan. Deep wells are widely used as water intakes in most of the A community managed piped water supply systems. Since there is a compl underground hydrological data in most of these areas, most of wells in these p designed based on limited existing data of nearby wells. The operation pattern wells are amended based on the actual yields. Design of wells is beyond th this document and therefore not elaborated here.

2. Surface Intake: Stream and spring intakes are the two most popular surface withdrawing required quantity of water. An ideal surface intake should fulf criteria: a. Withdrawal of desired flow (quantity and quality) b. Sediment bypass of diversion structure c. Debris bypass


d. Hazard flow bypass Unlock full access with a free trial. e. Sediment control at the intake Download With Free Trial f. Settling basin control (settling of sediment, flushing, etc) g. Safe Structure (safe against sliding, overturning and sinking)

5.2 DESIGN OF SURFACE INTAKES

Designsemester of surface intakes consists of calculating driving head which conveys designed Master your with Scribd  Free Foron 30 Days the proposed intake to a downstream sedimentationRead or collection tank. The driving h Sign up to vote this title  cumulative intake & The New Yorksummation Times of frictional and turbulent head Useful from usefulto the consi  losses  Not

Cancel anytime. downstream surface. It is recommended that the calculated total head loss should be by at least 30% as:


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S = Hydraulic gradient (energy slope) = 1: N = HL/L L = total length of the pipe (m)

The frictional loss per 100m of pipe length (% fr ictional loss, %HLf) can be calculated a %HLf = (Q/(0.2785*C*D^2.63))^(1/0.54)*100

Turbulent head losses are the summation of head losses at entrance, bends and ex every change of velocity along the pipe and can be expressed as: HLt = ∑ K * v2/2g Where, K = turbulent coefficient (inlet = 0.5,outlet = 1.0, etc) v = pipe velocity (m/s) = Q/Area of pipe = 4*Q/(π*D2)

Pipe head losses due to friction and turbulent are further described in detailed in Chapt In order to trap unwanted sediment and debris at intake, strainers are used upstream intake pipe. A strainer used in water supply project is a perforated pipe (HDPE or GI) with Perforated HDPE Strainer standard holes usually at 10mm c/c for collecting water. Adequate HDPE You're Reading a Preview number of holes arranged in rows Perforated end cap and columns around the periphery Unlock full access with a free trial. of pipes have to be used for assured quantity of water Download With Free Trial withdrawal. Typical HDPE strainer specifications (diameter of holes and number of holes) for the stated pipes and flows are given in Table 5.1.

Figure 5.1: Typical Strainer Arrangement

Master your with Scribd Table semester 5.1: Strainer Specifications Outlet pipe diameter 16 20 & The New York Times (mm) => Special offer for students: Only $4.99/month. Flow (l/s)

HDP Reducer

0.2 32/20

0.45 40/25

Read Free Foron 30this Days Sign up to vote title 25 32 40

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0.8 50/32


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1.25 63/40

1.8 63/50

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3 20 90/63

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·

Outlet pipe, D (mm) = 25.4

·

Outlet pipe type = GI

·

Pipe length d/s open surface, L (m) = 5.00

·

Strainer hole size, d (mm) = 3.50

·

c/c distance of strainer holes (mm) = 10

·

Over rated factor for head loss (safety) = 1.3

·

Take the summation of K for an inlet, an outlet and a 45 degree bend as 2.0

Sheet Music

Strainer Calculation: As per Table 5.1, the number of holes for 25mm diameter pipe with 3.5mm holes for 0.8 l/s flow is selected). The diameter of perforated pipe (Dp) is 50mm. With a safety factor of 2, the total number of perforated holes is Nd = 2 * 168 = 336.

The number of rows along the pipe for 10mm c/c distance holes, Nrow = INT ( π*D/10 Nrow = INT (π*D/10) = INT(π*50/10) = 15 The number of columns Ncol= You're Nd/Nrow = 336/15 = 22.4 say 25 Reading a Preview full access with a free trial.= 25*10 = 250mm Minimum length of the strainerUnlock Ls= Ncol * c/c distance

Driving Head Calculations: Download With Free Trial Headloss factor for 25.4mm diameter GI pipe with C = 100 is %HLf = (Q/(0.2785*C*D^2.63))^(1/0.54)*100 = ((0.6/1000)/(0.2785*100*(25.4/1000)^2.63))^(1/0.54)*100

Master your semester with Scribd Read Free Foron 30this Days Sign up to vote title Frictional headloss for 5m long pipe HLf = %HLf * 5/100 & The New York Times  Useful  Not useful = 13.3986736m per 100m

Special offer for students: Only = $4.99/month. 13.3986736* 5/100

Cancel anytime.

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Total driving headloss HL = 1.3(HLf + HLt) Sheet Music

= 1.3*(0.6699 + 0.1435) = 1.057m

5.3 INTAKE DESIGN PROGRAM BRIEFING & EXAMPLES

The manual calculations considered in Example 5.1 are taken as inputs for a typical e calculating the same parameters in the presented spreadsheet called “IntakeSizing”. outcome of the spreadsheet is the calculation of the driving heads based on the fric turbulent head losses.

Intake sizing (Pipe Design by Hazen-Williams) United Nations Human Settlements Programme (UN-HABITAT), Afghanista Date

22-May-2008

Revision

2006.05

Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanistan.

Project Location CDC/CCDC

Khawal CWSS

Surveyed by: Checked by:

Bamyan Centre Khawal CDC

Design flow (l/s) 0.600 c/c distance of strainer holes (mm) Outlet pipe,D (mm) 25.4 Diameter of HDP Strainer pipe (mm) You're Reading a Preview Outlet pipe type GI Nr of strainer holes Pipe length d/s open surface, L (m) 5.00 Nr of rows Unlock full access with a free trial. Strainer hole size (d) 3.50 Nr of holes per row c/c distance of stainer holes (mm) 10 Strainer pipe length (mm) Download With Free Trialfriction factor % Hazen William coefficient (C) 100 Skin Wall thickness, t (mm) Velocity, v (m/s): Ok Over rated factor for headloss (safety) 1.3 Driving head, dh (m) Turbulent Coeff. K 2.00

Figure 5.2: Intake sizing spreadsheet “IntakeSizing”



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6 SEDIMENTATION TANK DESIGN 6.1 INTRODUCTION

In a water supply system, a sedimentation tank is used for settling and trapping of s sediment. This is achieved by reducing flow velocity and turbulence the passing velocity is reduced by providing relatively a bigger section where as the turbulent is re providing smooth and less turbulent straight and transitional sections. Following recommended while designing a sedimentation tank: 1. Settling of suspended sediment by reducing the flow velocity. 2. Desired water depth of the basin (D) = 750-1000mm 3. Minimum aspect ratio (L/W) = 4 (length over width ratio) 4. Detention time t = 900-1200 sec with storage reservoir = 3600 sec without storage reservoir Dimensions of a sediment tank are calculated by using following expressions: Velocity v, (m/s) = Flow/Cross sectional area (Q/A) Tank Capacity C, (m3) = t * Q You're Reading a Preview Length of tank = C/A


Download With Free Trial Example 6.1: sedimentation Tank Design Calculate the size of a reservoir tank considering following inputs: ·

Design flow, Q = 1.5 (l/s)= 0.0015 (m3/s)

·

Water Depth, D (m) = 1.00

Master your· semester Scribd Water Width, Wwith (m) = 0.75 Read Free Foron 30this Days Sign up to vote title & The New ·York Times  Useful  Not useful No reservoir (detention time t = 3600 seconds) Special offer for students: Only $4.99/month.

Safe yield:

Cancel anytime.

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Length of tank L = C/(W*D) Sheet Music

= 5.4 /(1.00 * 0.75) = 7.20m Aspect Ratio, L/B = 7.2/1.0 = 7.2 > 4, hence Ok.

A typical sedimentation tank suitable for smaller schemes is presented in Figure 6.1 control box is adequate for controlling inlet and outlet. In case space along the le problem, a 7.2m long sedimentation tank without any bend should be provided. controls boxes for inlet and outlet should be provided in such a case.

6.2 GRAVITY FED RESERVOIR DESIGN PROGRAM BRIEFING & EXAMPLES

The manual calculations presented in Example 6.1 are taken as a typical example for the same parameters of sedimentation tank design presented in a spreadshe “SedimentationTank”. A sketch is also included in the design.





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Sedimentation Tank Sizing United Nations Human Settlements Programme (UN-HABITAT), Afgh

2006.05 Date 16-Jun-2008 Revision Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanist Project Location CDC/CCDC Design flow (l/s) Water Depth (m) Water Width (m) Detention time, t (sec)

Sayed Baba MHP Saighan, Bamyan Sayed Baba MHP

Surveyed by: Checked by:

1.5 0.75 1.00 3600

Velocity, v (m/s): Ok Tank capacity, V (m3) Length, L (m) Aspect Ratio, L/B, (m): Ok

325


0 0 1



100



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7 FILTRATION TANK DESIGN 7.1 INTRODUCTION

Water may be contaminated with suspended particles, bacteria and other soluble mat may pose threats to human health. Sedimentation tank are used to trap relativ sediments. On the other hand a filter is used for removing finer particles, bacteria, colour and odour of water so that the water is potable as well as palatable. In filtration, water is passed through a set of layers of granular materials like sand and gravels. As presented in Figure 7.1, the filtration method can be categorised as gravity and pressure filtration methods. The gravity filter can further be divided into slow sand filter (SSF) and rapid sand filter (RSF). Filtrations methods using filtration tanks, mainly SSF, are used in only a small fraction of community water supply network systems.

Figure 7.1: Types of Filtration

Both the gravity filters work on the same principle of allowing water to enter the filter m the help of the gravitational force. The outputs and efficiencies differ mainly because media geometries and dimensions and driving head. As presented in Figure 7.2 systems contain housing, water You're layer, Reading filter bed, drainage system and flow control com a Preview A comparative table of SSF and RSF is presented in Table 7.1. Unlock full access with a free trial.

Raw water input Download With Free Trial Overflow

Housing

Water layer

Master your semester with Scribd & The New York Times Sand layer Special offer for students: Only $4.99/month.

Backflow ofwater

Gravel layer

Collection tank Read Free Foron 30this Days Sign up to vote title

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Table 7.1: Comparison of SSF and RSF Particulars Slow Sand Filter (SSF) Rate of filtration 100-200 litres per hour per square metre of filter area Efficiency High for bacteria but low for turbidity and colour removal Head loss 0.15 to 0.75m Filter material (sand) 600-900mm thick, 0.2 to 0.3mm diameter and 2-3 uniformity coeff. Base material (gravel) 300-750mm thick 3 to 65 mm diameter gravel

Rapid Sand Filter (RSF 3000-6000 litres per hour pe metre of f ilter area High for turbidity and colour for bacteria removel 3 to 3.5m 450-600mm thick, 0.35 to 0. diameter and 1.2-1.7 uniform 600-900mm thick of 3 to 40 diameter gravel

7.2 DESIGN OF SLOW SAND FILTER A slow sand filter consists basically of the following components: ·

Housing: a tank with controlling accessories in order to house water and filter and subsequently control filtration process.

·

Water layer: 0.5 to 1.5m of water above the filter bed (sand)

·

Filter layer: 0.6 to 0.9mYou're thick,Reading 0.15 toa 0.35mm Preview effective diameter sand lay uniformity coefficient of 2 to 3. The uniformity coefficient (UC) of sand is Unlock full access free trial. d60/d10. d10 and d60 are defined as with the asieve sizes in mm that permit passag and 60% by weight of the sample sand respectively. For example, UC of sa presented in Figure 7.3 with d60 =1.25mm and d10 = 0.32mm is 3.9. Download With Free Trial Sieve Analyses of SSF Sand 100% 90% 80%

Master your semester with Scribd & The New York Times t h 70% g i e w 60% y b g 50% n i Special offer for students: Only s $4.99/month. 40% s a p 30%


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Intermediate layer 2: 20-40mm

o

Bottom layer: 40-65mm

Sheet Music

Example 7.1: Design of Slow Sand Filter

Find the plan area of a slow sand filter required for supplying a village with 220 househ filter tank is located immediately downstream of the proposed intake with an off-take c 1.5 l/s of continuous flow from a nearby stream called Dokhani. The d60 and d10 available in the village are 0.3mm and 0.15mm respectively. Uniformity Coefficient (UC) of the given sand is UC

= d60/d10 = 0.3/0.15 = 2 which is within the limit of 2 to 3, hence ok.

The standard rate of flow of a slow sand filter is 100-200 litres/hour/square meter of f Total hourly inflow V = 1.5 l/s *(60*60s)/hour = 5,400 litres/hour 2 Reading a Preview Assuming a rate of filtration asYou're 150 litres/hour/m , the required area of filter is

A

=5,400/150


= 36m2


Using an aspect ratio (L/B) of 4, breadth of the filtration tank (B) is given by: L*B

=A

Or, 4*B*B = A Or, B =√ (A/4) Master your semester with Scribd =√ (36/4) & The New York Times Special offer for students: Only = $4.99/month. 3m


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·

Water layer: 0.5 to 1.5m of water above the filter bed (sand)

·

Filter layer: 0.6 to 0.9m thick, 0.35 to 0.60mm effective diameter sand lay uniformity coefficient of 1.2 to 1.7 (coarser than SSF).

·

Drainage system: 0.45 to 0.60m of graded gravel in four equal layers as:

Sheet Music

o

Top layer: 3-6mm

o

Intermediate layer: 6-20mm

o

Intermediate layer: 20-40mm

o

Bottom layer: 40-65mm

Example 7.2: Design of Rapid Sand Filter

Find the area of a rapid sand filter required for supplying a village with 1200 househ filter tank is located immediately downstream of the proposed intake with an off-take c 10 l/s of continuous flow. Total hourly flow V = 10 l/s *(60*60s)/hour = 36,000 litres/hour 2 Reading a Preview Assuming a rate of filtration asYou're 4000 litres/hour/m , the required area of filter is

A

= 36,000/4000 = 9 m2



Using an aspect ratio (L/B) of 4, breadth of the filtration tank (B) is given by: B

=√ (A/4) =√ (9/4)

= 1.5m Master your semester with Scribd length of the tank L = 4 * 1.5 = 6 m. & The NewTheYork Times


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Special offer for students: Only Depth of$4.99/month. the tank is the summation of 0.3m free board, 1.5m water, 0.6m sand

(totalling 3.0m).

The under-drainage is provided by providing a main centra

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UNHAB

Slow Sand Filter Tank Sizing United Nations Human Settlements Programme (UN-HABITAT), Afghanistan 2006.05 Date 17-Jun-2008 Revision Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanistan.


Project Location CDC/CCDC Design flow, qi (l/s)

1.5

Filtration Type

Hourly inflow, Qh (l/hr)

Rate of filtration, q (l/hr/m ) Aspect Ratio, Ar Depth of water (m)

5400.

2

Slow 2

Designed by: Checked by:

Filter area, A (m )

150 ok 4 1.0 Sand (m)

36.

Width of tank, W (m) Length, L (m) 0.6 Gravel (m) 12

Outlet chamber

Inlet chamber

3


Clear water out

Central Drain

Raw water inlet



lateral Drains





Outlet chamber


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filtering Head

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8 RESERVOIR TANK DESIGN 8.1 INTRODUCTION

A reservoir tank is used for storing water when the quantity of supplied water is highe demand at the considered time point and for supplying the stored water when the d higher than the supply. Factors affecting the size and type of a reservoir tank are: ·

Water source (ground or surface water): Storing of water utilizing surface continuous process (continuous supply flow). On the other hand, undergroun collected in wells and pumped intermittently to elevated tanks in water supp that utilize underground water.

·

Demand patterns of users as described in chapter 4.

·

Allocated cost.

·

Topography of tank location (i.e., elevated tanks in flatter topography)

8.2 GRAVITY FED RESERVOIR TANK DESIGN

As stated above, gravity fed reservoir tanks get continuous supply of water from intak kind of system, the intake is generally far from the supply point. A transmission p You're Reading a Preview system is generally smaller than that provided for well fed reservoir tanks. Proc assessing need of reservoir of aUnlock gravity reservoir fullfed access with a freeare: trial. ·

Calculate demands

·

Calculate potential sources

·

Define system: A continuous supply system is provided if the total daily supp or more than the total daily demand. Otherwise, an intermittent supply provided to suppress the total demand within the total supplied quantity of wate


Define demand regime: Defining regimes consists of dividing the total daily de Master your· semester with Scribd daily demands. time slots along with percentage A typical example  of dema Read Free Foron 30this Days Sign up to vote title recommended by NSP, Afghanistan for rural areas is presented in Table  8.1: & The New York Times  Useful  Not useful Cancel anytime.

Table 8.1: A typical demand regime

Special offer for students: Only $4.99/month. Time (from - to)

Duration

% Demand

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8.3 DESIGN PROCEDURES OF GRAVITY FED RESERVOIR TANKS Sheet Music

Reservoir tank fed by gravitational force consists of calculating safe yield (l/s) by bal total daily demand with the total daily supply. The design procedures are as: ·

Equate the total daily demand (Dd) to the total daily supply (Sd). Calculate sa litre per second that is needed to be fed into the system continuously.

·

Calculate hourly supply and demand in m 3.

·

Calculate total supplies (duration * hourly supply) and demands (percentag daily demand) for the given demand regime.

·

Calculate the size of the tank so that the total supply is equal to the tota meaning there is no spilling at any time. Filling of the tank occurs when more than the demand. Stored water is withdrawn when the supply is l corresponding demand.

Example 8.1: Gravity Fed Reservoir Tank Design

Calculate the size of a reservoir tank of a gravity fed water supply system considering inputs: ·

The source is not near the proposed reservoir tank location and continuo should be limited to 2 l/s maximum. You're Reading a Preview

·

Total Daily Demand (m 3/s) = 115.183 Unlock full access with a free trial.

·

Demand regime as


Time (from - to) 19.00 5.00 7.00 12.00 17.00

Duration 5.00 7.00 12.00 17.00 19.00

10 hrs 2 hrs 5 hrs 5 hrs 2 hrs

% Demand 0% 25% 35% 20% 20%

Master your semester with Scribd  Read Free Foron 30this Days Safe yield: Sign up to vote title  & The New York Times  Useful  Not useful Assume the size of reservoir tank to be roughly one third of the total demand i.e., 40 Special offer for students: Only $4.99/month.

Safe yield (q) = total daily supply in litres per second.

Cancel anytime.

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Hourly supply = 1.500/1000 * 60*60 = 5.4 m 3 / hour Sheet Music

Total water supply during this period = 10 hrs * 5.4 m 3 / hour = 54 m3 Total demand = 0 Difference = supply –demand = 54 -0 = 54 m3 Water in the tank = water in the tank (from previous) + difference = 0 + 54 Since the tank can only store 40m 3, any additional supplied water will be spilled. Second regime (5:00 to 7:00) i.e. two hours: Total water supply during this period = 2 hrs * 5.4 m 3 / hour = 10.8 m3 Total demand = 25% of 115.183 =28.796 m3 Difference = supply –demand = 10.8 - 28.796 = -17.996 m3 (water is withdrawn)

You're Reading a Preview Water in the tank = water in the tank (from previous) + difference = 40 + (-17.996) = 22.004



The summary of the calculations for other regimes are presented in Table 8.2. noted that the water in the tank should not be negative. If it is negative at any regim the size of the tank and repeat all the process until water in the tank is positive. the safe yield can also be increased to make the water in the tank to be positive. between these options depends up on the distance between the source and the prop and availability of safe yield.

Master your semester with Scribd  Read Free Foron 30this Days Sign (all up tovolumes vote titlein m ) Table 8.2: Summary of Reservoir Tank Calculations are  & The New York Times  Useful  Not useful 3

Time period (from - to) Special offer for students: Only $4.99/month. 19.00 5.00

Duration

10 hrs

% Demand

Cancel anytime.

Demand

Supply

54.000

Diff

54.000

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supplies up to three spring or stream sources. Based on the demand-supply relation numbers, the spreadsheet recommends the need of a reservoir.

The final part of the spreadsheet calculates the size of the proposed reservoir tank. noting that the calculations are based on the daily (24 hours) demand-supply relationsh

The tank size calculations use in-built iterative process of MS Excel and can gener (such as the size of the tank is millions of cubic meters or very high negative numbers a case select the last cell of the “Water in the Tank” data, press F2 and press Enter.

Demand and Gravity Reservoir Size Calculations United Nations Human Settlements Programme (UN-HABITAT), Afghanistan Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanis Revision Project Calculated by: Khawal CWSS Location Bamyan Centre Checked by: CDC/CCDC Khawal CDC Population Growth rate (i) Number of taps Tn Demand Table

3% 7

Design life Flow/tap (l/s)

25-Apr-2008 2006.05

20 Years 0.225

Supply Table

Particular Nr of Family Students ( day-scholar). Students (boarding) Mosques

Units 220 1 1

Hospitals & health posts with beds Health clinic without beds Others (Government offices, etc)

Users per Individual Total demand unit Demands (l/day) (l/d) 6 45 59400 400 5 2000 1320

1.8

2376


Source Name Source #1 Dokhani rive Source #2 Source #3 3

Total yield (m /day)

Demand and Supply Sum

Unlock full access with a free trial. Present 3

Total demand (m /day)

63.776


Demand Supply

63.7 129.6

Comment:Supply > Deman

Need of reservoir Flow/tap for open system

Population Present

0.2188 Reservoir is needed 3

Capacity of Reservoir Tank (m )

At the end of year 20

3

Demand and Supplies are in m /day Schedule I

3

Optimum/Provided (m /s)

Master your semester with Scribd 5.00 7.00 & The New York Times 12.00 Time period (from - to) 19.00 5.00 7.00 12.00 Special offer for students: Only $4.99/month. 17.00

17.00 19.00

Duration 10 hrs 2 hrs 5 hrs 5 hrs 2 hrs

% Demand 25% 35% 20% 20%

40

Demand

Supply Diff 54.000 54.000 Read Free Foron 30this Days Sign up to vote title 28.797 10.800 -17.997 40.315 27.000 -13.315  Useful  Not useful Cancel anytime. 23.037 27.000 3.963 23.037 10.800 -12.237

Water in the tank  40.0 22.0 8.6 12.6 0.4

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3. Check whether the yield is adequate for meeting the daily demand. In case t not adequate, alternative wells should be proposed. 4. Calculate hourly supply and demand in m3 for 24 hours.

5. Calculate total supplies (duration * hourly supply) and demands (percentag daily demand) for the given demand regime. The demand regime in this sy also be divided into to hours.

6. Select well dimensions and pump specifications. The pump should be selected performance data (stage-discharge relationship).

7. Select the size of the reservoir tank (generally 25 m3 in community water supp having up to 300 households). Select switch “On” of the pump switch data un the tank is not negative.

8. Repeat step 7 until satisfactory result is obtained in other cells of “water in the negative water in the tank). It should be noted that the step 7 is a “hit and tra and need some practical experience.

Example 8.2: Well Fed Reservoir Tank Design Calculate the size of a reservoir tank considering following inputs: ·

Water is supplied by a 0.45m diameter well that can house 100mm pump. You'reelevated Readingtank a Preview surface level of the proposed is 12m above the ground. The des working head of pumpingUnlock water is 70m. full access with a free trial.

·

Total Daily Demand (m 3/s) = 115.183 Download With Free Trial

·

Designed well yield is 3 l/s.

·

Demand regime as Time period (from - to)

4.00 5.00 6.00 7.00 8.00 9.00 Special offer for students: Only $4.99/month. 10.00


Duration 5.00 6.00 7.00 8.00 9.00 10.00 11.00

% Demand

1 hrs 0.00% 1 hrs 12.50% 1 hrs 12.50% 1 hrsup 7.00% Read Free Foron 30this Days Sign to vote title 1 hrs 7.00%  Useful  Not useful 1 hrs Cancel anytime. 7.00% 1 hrs 7.00%

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Safe yield: Sheet Music

Daily yield of well = safe yield (l/second) * 86400 second in litres = safe yield (l/second) * 86400 second /1000 m 3 = 3 * 86400/1000 = 259.2 m3

Since the daily well yield is higher than the daily demand of 115.187 m 3, the yield is and selected for further design consideration.

Supplies and Demands:

A 50Hz 4” Italian pump manufactured by Hydro Pompe Group is selected. From performance diagram presented in Figure 8.2, a 5.5kW H4K26 is selected wit capacity of 250 litres per minute at 70m head. Let’s choose a 25m3 elevated reserv summary of calculations are presented in T able 8.3. First Regime (5:00: to 6:00) Hourly supply = 250/1000 * 60 = 15 m3 / hour Total demand = 12.5% of 115.183


=14.398 m3


Difference = supply –demand = 15 - 14.398 = 0.602 m3 (water is stored)

Download With Free Trial Water in the tank = water in the tank (from previous) + difference = 13.481 + 0.602 = 14.083

As presented in Table 8.3, 13.481 m3 of water is already accumulated in the tan previous day. As stated earlier, this is an iterative process and this value is tak spreadsheet called “ReservoirTankPump”.

Table semester 8.3: Summary with of Reservoir Tank Calculations (all volumes are in m Master your Scribd ) Read Free For 30 Days Sign up to vote on this title Pump Water in Time period (from to) Duration % Demand Demand/hr on/off Supply Difference the tank & The New York Times  Useful  Not useful 3

4.00

5.00

6.00

7.00

Special offer for students: Only $4.99/month. 5.00 6.00

Off

Cancel anytime.

1 hrs

0.00%

13.481

1 hrs

12.50%

14.398

On

15.000

0.602

14.083

1 hrs

12.50%

14.398

On

15.000

0.602

14.685

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26





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Documents

8.4.1

Well Fed Reservoir Design Program Briefing & Examples

Sheet Music

The manual calculations presented in Examples 4.1 and 8.2 are taken as inputs fo example for calculating the same parameters in the presented spreadshe “ReservoirTankPump”. The first part of the spreadsheet calculates total demands fo categories of consumptions for a given time span (usually 10 to 20 years of time). part of the spreadsheet calculates potential yield from the proposed well. The spread these calculations is presented in Figure 8.3.

The final part of the spreadsheet calculates the size of the proposed reservoir tank. size calculations use in-built iterative process of MS Excel and can generate errors (su size of the tank is millions of cubic meters). In such a case select the last cell of the the Tank”, press F2 and press Enter. Demand and Pumped Reservoir Size Calculations United Nations Human Settlements Programme (UN-HABITAT), Afghanistan Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanistan.Revision Project Calculated by: Khawal CWSS Location Bamyan Centre Checked by: CDC/CCDC Khawal CDC Population Growth rate (i) Number of taps Tn

3% 7

Pump Specifications

Design life 20 Years Flow/tap (l/s) 0.225

Capacity ( kW) Capacity (l/min)

Demand Table

Particular Nr of Family Students (day-scholar). Students ( boarding) Mosques

Individual Total Users per Demands demand Units unit (l/day) (l/d) 220 6 45 59400 You're Reading a Preview 1 400 5 2000 1

Well Diameter (m) Yield (l/s) 3


Maximum Yield (m /d)


Demand and Supply Summa

1320

Hospitals & health posts with beds Health clinic without beds Others (Government offices, etc)

1.8

3

Total demand (m /day)

2376

Present

63.776

A

Demand 63.776 Supply 120.000 Comment:Supply > Demand, h

Population Present At the end of year 20

22-May-2008 2006.05

1320 2384 3

Schedule: Demand and Supplies are in m /day Time period (from - to) 4.00 5.00 6.00 7.00 8.00 9.00 Special offer for students: Only $4.99/month. 10. 00 11. 00

5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00

Duration % Demand 1 hrs 1 hrs 12.50% 1 hrs 12.50% 1 hrs 7.00% 1 hrs 7.00% 1 hrs 7.00% 1 hrs 7.00% 1 hrs 7.00%


Demand / Pump Differenc Water in the hr on/off Supply e ank Off 13.481 14.398 On 15.000 0.602 14.083 14.398 On 15.000 0.602 14.685  Read Free Foron 30this Days Sign up to15.000 vote title 8.063 On 6.937 21.622  8.063 Useful On 15.000 Not 6.937 25.000 useful Cancel anytime. -8.063 8.063 Off 16.937 8.063 Off -8.063 8.874 8.063 On 15.000 6.937 15.811

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9 PIPE NETWORK DESIGN 9.1 INTRODUCTION

This chapter deals with the design processes of transmission (source to rese distribution (reservoir to tap stands) pipe networks where water is conveyed by gr energy of moving water. The gravitational energy due to gravity at site is equal to the difference between points such as between the intake and the reservoir tank si elevation difference is termed as the head in metres. One metre of head prod atmosphere of pressure.

This gravitational energy is utilized for conveying the desired flow through a series o pipes. Design or selection of pipes includes: ·

Measuring of driving heads (elevation drops)

·

Measuring of pipe lengths

·

Choosing required flows

·

Choosing required residual heads (the end-of-pipe pressures)

·

Choosing pipe diameter that matches with the desired head losses (drivin residual head). Losses of heads occur due to friction and turbulent along the f You're Reading a Preview is worth noting that different pipe sizes and pipe materials have different flow for a given elevation drop. A flow is called natural Unlock full access with aafree trial. flow when the residual head

Since some basic knowledge of hydraulic theories is essential for designing pipe n Download With Free Trial brief and simplified overview of hydraulic theories useful in understanding gravity wa pipes are presented in the following sections:

Continuity of Flow: For constant water flow in a pipe, flow at one part of a pipe is eq at any other part of the pipe, as shown by: Point A Flow (QA)

= Point A Velocity x Point A Area

Master your semester with Scribd = Point B Velocity x Point B Area = Constant  Read Free Foron 30this Days Sign up to vote title  & The New YorkofTimes Notcause useful a change i Changing pipe cross sectional area (a larger or smaller  Usefulpipe) will Cancel anytime.

This phenomenon can be utilized when selecting a pipe size at normal or pipe comb Special offer for students: Only $4.99/month. negative pressure cases.

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whereas dynamic HGL is sloped downwards from the water inlet to the outlet. In g dynamic HGL is called the HGL.

You're Reading a Preview Unlock access profiles with a free trial. Figure 9.1: Longitudinal section andfullwater of a water supply system

along the With pipe,Free a certain Friction: When water is flowingDownload Trial amount of energy is lost by of water against the pipe wall (skin friction) and fittings, entries and exits of the pipe an of pipe cross sections (turbulence losses) and is determined by: ·

The pipe wall roughness

·

The velocity of the water

Change of velocity direction creating turbulence due to fittings, etc. Master your· semester with Scribd  Read Free Foron 30this Days Sign up to vote title  Friction losses (skin friction) for water supply pipes are calculated using Hazen-William & The New York Times  Useful  Not useful 2,63 Special offer for students: Only $4.99/month. Q = 0.2785*C*D *S0.54

Cancel anytime.

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percentage frictional losses should be used for GI pipes. Cells with “VLOW” flags in the pipe for the stated flows have lower velocities than recommended. “VHIGH” in stands for higher velocity.

Table 9.1: Recommended Values of C Pipe material

Minimum C

Cast iron Galvanized steel Steel Concrete Asbestos cement Plastic pipes (PVC, HDPE, etc) Glass reinforce plastic pipes (GRP)

Maximum C

100 55 100 100 120 120 140

120 120 140 140 140 140 145

Table 9.2: % Head loss for HDP Pipe (ISI Standard) Thickness (mm)

2.2 2.55 3.05 3.95 2.55 4.85 3.15 6 ID (mm) 11.60 14.90 18.90 24.10 26.90 30.30 33.70 38.00 OD (mm) 16 20 25 32 32 40 40 50 2 2 2 2 2 2 2 2 Pressure 10kg/cm 10kg/cm 10kg/cm 10kg/cm 6kg/cm 10kg/cm 6kg/cm 10kg/cm Flow (l/s) 16IV 20IV 25IV 32IV 32III 40IV 40III 50IV 0.050 V LOW V LOW V LOW VLOW V LOW VLOW VLOW VLOW 0.100 12.60 3.70 1.20 0.40 V LOW V LOW V LOW V LOW 0.110 14.93 4.35 1.50 0.50 0.30 V LOW V LOW V LOW 0.120 17.44 5.07 1.70 0.50 0.30 V LOW V LOW V LOW 0.130 20.12 5.84 2.00 0.60 0.40 V LOW V LOW V LOW Reading a Preview 0.140 22.97 6.66 You're 2.20 0.70 0.40 V LOW V LOW V LOW 0.150 26.00 7.53 2.50 0.80 0.50 V LOW V LOW V LOW Unlock full access with a free trial. 0.160 29.19 8.45 2.80 0.90 0.50 V LOW V LOW V LOW

Download With Freebar Trial For example, the friction factor for 20IV (pressure of 10) for a flow of 0.15 l/s is 100m of pipe. In case a flow is not listed in the flow column, the friction factor calculated by linear interpolation. As presented in Figure 9.2, the friction factor for a flo l/s for the same pipe is calculated as 5.455 m per 100m of pipe using the str interpolation method. Head loss chart for HDP Pipe(ISI Standard) ID (mm) 14.90 OD (mm) 20 2 pressure 10kg/cm FLOW 25IV Q F 0.220 5.07 0.225 5.455 Special offer for students: Only $4.99/month. 0.230 5.84


5.90 ) 5.80 % ( 5.70 r o 5.60 t c a 5.50 F n 5.40 o i t 5.30 c i r 5.20 F 5.10

Interpolation of Friction Factors

5.84


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v = pipe velocity (m/s) = Q/Area of pipe = 4*Q/( π*D2). The velocity should preferably in a range of 0.4 to 3 m/s.

Head losses at bends and velocity change points are generally not considered in community based water supply systems. In order to compensate these losses, equiv lengths of fittings (multiple of pipe diameter) are considered and added to the total len pipe. A summary of L/D ratio for different fittings is presented in Table 9.3. Altern additional 5% to 10% of total head loss is considered to be adequate for com additional head losses due to turbulent losses.

Table 9.3: Equivalent Pipe Lengths of Fittings Fittings

L/D Ratio

Tee (run - side) Tee (run - run)

68 27

o

Elbow (90 , short radius) Union Gate Valve (fully open) Free entrance Screened entrance

33 7 7 29 150

Example 9.1: Natural Flow

Design a HDPE pipe for a system presented in Figure 9.1 for the following input param ·

The system is in natural flow condition. You're Reading a Preview

·

Length of the pipe is 350m (anfulladditional length of 5% is already in Unlock access with aequivalent free trial. turbulence losses).

·

Download With Free Trial There is a gross driving head of 23m.

The energy slope (S = 1/N) is = desired head loss /pipe length = 23/350 = 0.065714286

Consider using 25mm diameter HDPE pipe with C = 140 and PN = 10, thickness = 3. Flowsemester capacity of the with pipe as per Hazen-Williams equation Master your Scribd Read Free Foron 30this Days Sign up to vote title = 0.2785*C*D & The NewQ York Times*S  Useful  Not useful 2.63


0.54

Cancel anytime.

= 0.2785*140*((25-2*3.05)/1000) 2.63*0.0657142860.54

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9.2 SPECIAL CASES: CRITICAL HYDRAULIC CONDITIONS Sheet Music

9.2.1

Combination Pipes

When a single pipe size does not give the desired friction head loss, a combination of is recommended and the smaller pipe length is calculated as:

Smaller Pipe Length (Lsmall) (m) =

100 x H - (Flarge x L) --------------------------(Fsmall – Flarge)

Where: H = the total head available for friction loss (m) = desired head loss (m) L = total pipe length (m) Flarge = % friction loss in the larger pipe (metre per 100 metres) Fsmall = % friction loss in the smaller pipe (metre per 100 metres) The length of the larger pipe Llarge(m) = L - Lsmall

It is worth noting that the small pipe should be placed downstream of the large p phenomenon is presented in Example 9.2.

Example 9.2: Combination Pipes You're Reading a Preview

Design a water supply system Unlock usingfull the same as in Example 9.1 for the access with conditions a free trial. input parameters: ·

Download With Free Trial Desired residual head of 10m

·

Design flow of 0.263 l/s

·

Ignore turbulent head losses because additional equivalent lengths are alread in calculating the total length of the pipe.

Consider using 32mm diameter HDPE pipe with C = 140 and PN = 10, thickness = 3.

Master your semester with Scribd Frictional head loss factor by Hazen-Williams is & The New York Times %HLfOnly = (Q/(0.2785*C*D^2.63))^(1/0.54)*100 Special offer for students: $4.99/month.


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= 15.958 m Sheet Music

Since the residual head is more than 10m, a combination pipes of 32mm and considered for further calculations. Frictional head loss factor for 25 mm HDPE pipe: %HLf = (Q/(0.2785*C*D^2.63))^(1/0.54)*100 = (0.000262775 /(0.2785*140*((25-2*3.05)/1000)^2.63))^(1/0.54)*100 = 6.571 m per 100m Desired head loss (H) = total head – residual head = 23-10 = 13m Length of Smaller Pipe (25mm) Length (Lsmall) (m) = (100 x H - (Flarge x L)) /(Fsmall – Flarge) L25 = (100*13-(2.012*350))/(7.042-2.012) = 118.449 m


Head loss due to smaller pipe,Unlock HL25full= access L25 *with %HLf25/100 a free trial. = 118.449 * 6.571/100


= 7.783 m Llarge = L 32 = L – L25 = 350 – 118.339 = 261.331m

Master your semester with Scribd Read Free Foron 30this Days Sign up to vote title Head loss due to larger pipe, HL32 = L32 * %HLf32/100 & The New York Times  Useful  Not useful = 261.331 * 2.012/100


= 5.258 m

Cancel anytime.

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failure due to critical siphoning, drawing of air and collapsing of the pipes. Therefore should always be above the pipeline (i.e., there should always be a positive press pipe). The preferable solution is to resize the pipe section (bigger pipe, pipe comb lesser flow). Alternatively, a second parallel pipe can be installed in an existing s typical example of negative pressure development is shown in Figure 9.3.



Figure 9.3: Negative pressure along the pipe line Example 9.3: Negative Pressure

Using the same conditions as in Example 9.1 (23m elevation head, using 350m diameter HDPE pipe flowing into a trough), but with uneven grade: 3.5 m fall in 150m t fall in the last 200m, as shown in Figure 9.3. What pipe size (s) is needed to  prevent Read Free For 30 Days Sign up to vote on this title pressure in the pipe? 


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Headloss factor for 25mm diameter HDPE pipe with C = 140 and PN = 10, th Special offer for students: Only $4.99/month. 3.05mm is 6.571 m per 100m.

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Provide 25mm diameter pipe for the rest of t he pipe. Sheet Music

Head available = 23 – 3.018 = 19.982 m Head loss along 200m of pipe = 200*6.571/100 = 13.142 m Residual head = 19.982 – 13.142 = 6.840 m The dynamic HGL are plotted in Figure 9.3.

9.2.3

Air Locks:

Gravity pressured flow is prone to partial or total blockage by trapped air pockets. Air the system either from already trapped air, from inlets, from loose fitting, from dissolve Air locks can form either during static conditions or dynamic conditions. Any air that must be carried downstream to an outlet to ensure continued water flow. A total a form in a pipe which will completely block the flow of water. A partial air lock partially b reducing the area available for water flow. The total and partial air locks are pr Figures 9.4 and 9.5 respectively.



Master your semester with Scribd Figure 9.4: Formation of a Partial Air Lock & The New York Times


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Special offer for students: $4.99/month. A totalOnly air lock forms if the trough height (HT in Figure 9.5) is higher than the summ

the heights of air columns. Following conditions should be satisfied in order to preven

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Figure 9.5: Formation of a Total Air Lock

Downloadby With Freepipe Trialnetworks that has higher driv Formation of air locks can be prevented laying (lower HT) or providing air release valves at the peaks along the pipe or providin pressure tank. The first case is illustrated in Figure 9.6. Proper velocity of flow flushing entrapped air. A summary of flushing velocities to prevent air locks is p Table 9.4.

Table 9.4: Flushing Velocities to prevent air locks Nominal pipe size (mm)

Flushing velocity (m/s)

16 Master your semester with Scribd 20 & The New York Times 25 32


40

0.40 0.49 Read Free Foron 30this Days Sign up to vote title 0.55  Useful  Not useful Cancel anytime. 0.91 0.70

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10m

Figure 9.6: Prevention of Formation of Air Locks by analyzing pipe profiles Example 9.4: Air Lock


Check the formation of air lock for a system presented in Figure 9.7. The system 32mm diameter PN10 pipe of 350m lone flowing freely into a trough. The route has a Download With Free Trial hill of 15m and then up a second slope to the trough that must be at 9m. The design of the system is 7.5 l/min. Recommend alternative options in case an air lock forms.



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= L*(Q/(0.2785*C*D^2.63))^(1/0.54)*100% Sheet Music

= L*(Q/(0.2785*C*D^2.63))^(1/0.54) = 350* (0.000125 /(0.2785*140*((32-2*3.95)/1000)^2.63))^(1/0.54) = 1.779m

In no air lock condition: the residual head of (14-1.779 = 12.221m) is available. The of the trough in air lock condition = 8-1.779 = 6.221 m. Therefore, the trough located at 6.221m or else water will not reach the trough under water lock conditions

Alternative recommendations:

1. Increase the flow so that the velocity of the flow is up to the recommended flushi of 0.91m/s (as stated in Table 9.4). Flow through 32mm HDPE PN10 pipe fo head of 14m is: Q = 0.2785*C*D2.63*S0.54 = 0.2785*140*((32-2*3.95)/1000) 2.63*(14/350)0.54 = 0.000381 m3/s = 0.380864 l/s

You're Reading a Preview Flow velocity (V) = 4*Q/(π*D^2) Unlock full access with a free trial.

= 4*0.000381/(π*((32-2*3.95)/1000)^2)

Download With Free Trial = 0.85322 m/s, not okay since it is less than 0.91m/s

2. Use smaller pipe so that the flow velocity is higher. Flow through 25mm diame PN 10 pipe is: = 0.2785*140*((25-2*3.05)/1000) 2.63*(14/350)0.54 = 0.000200983 m3/s

Master your semester with Scribd = 0.200983 l/s & The New York Times = $4.99/month. 12.059 l/min Special offer for students: Only


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= 5.81009576 m, hence okay since it is less than the available head of 14m. Sheet Music

Flow velocity (V) = 4*Q/( π*D^2) = 4*(7.5/60/1000)/(π*((25-2*3.05)/1000)^2) = 0.44555 m/s, not okay since it is less than 0.55 m/s as stated in Table 9.4.

Consider limiting the flow velocity of 0.55 m/s, flow capacity and other parameters are Flow (Q) = V*A = V*(π/4*D^2) = 0.55*((π/4*((25-2*3.05)/1000)^2) = 0.000154304 m3/s = 9.2582 l/min, hence okay. Head loss for this discharge is HLf = L * %HLf = L*(Q/(0.2785*C*D^2.63))^(1/0.54)*100/100

= 350*(0.000154304/(0.2785*140*((25-2*3.05)/1000)^2.63))^(1/0.54)*100/100 = 8.582 m, hence okay since it is less than the available head of 14m.

4. Install an air release valve at the high point to ensure release of any accum Either of the considered pipes can be used with the air release valve. Additiona You're Reading a Preview on the outlet to restrict flow to 7.5 l/min is recommended. Unlock full access with a free trial.

9.3 PIPE SELECTION IN AFGHANISTAN


There is a complete lack of standardization of HDPE pipe in Afghanistan. manufactured in Pakistan, Iran and Afghanistan are commonly used in water supply Although the brochures of the available pipes state that those pipes are manufact DIN8074, DIN8075, EN1555, EN12201, etc, their geometrical parameters differs manufacturer to another. Qualities of these pipes are not yet possible to be certif Although there are many manufacturers, pipes and fittings manufactured by the manufacturers are commonly used in the water supply schemes:

Master your semester with Scribd 1. Polypark Pipes (Iranian) & The New York Times

2. Herat Polyethylene Company (Afghani) Special offer for students: Only $4.99/month.


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9.4 A COMPLETE DESIGN Example 9.5: Pipe Network Design

A pipe network system proposed for one of the Bamyan CDC is presented in Figure project data are also presented in the figure. Design the pipe network systems incor reservoir at joint Jn 00. Jn 00 (good place for locating RVT) E.2630.0 Intake (Dokhani Stream) E.2668.26 2000m

Project Data Present Population = 220 households Population growth rate = 3% 6 people in each family

m 0 0 3

design horizon = 10 years Yield of intake is abundant. Number of taps = 7 Flow per tap = 0.225 l/s Use PE 80 HDPE pipes

E.2586.19

Jn01

Tp01

95m

m 4 7 1

Tp02 E.2588.82

10m

Jn02 222m E.2589.85

E.2586.19

Use 10m service pipe for taps


Per capita daily water demand = 45 l/p/d

Unlock full access with a free trial. E.2586.76 E.2584.34 Jn03 Jn04 Download With 88m 357m Tp04 Tp03

Free

E.2582.70

E.2585.67 Trial Jn05

Jn06

285m Tp05

Tp06

Figure 9.8: Diagram for Example 8.5 Demand Calculations: Present population (Po) = Nr Scribd of families * persons per f amily Master your semester with Read Free Foron 30this Days Sign up to vote title = 220*6 = 1320 persons & The New York Times  Useful  Not useful Special offer for students: Only $4.99/month.

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Cancel anytime.

Population at the end the tenth year (Pn) with respect to the present population

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= 79,830/86400 Sheet Music

= 0.924 l/s (say 0.925 l/s) = 3.330 m3/hr

It is assumed that the flow is abundant. Since the distance between the sou proposed reservoir tank location is 2000m, it will be an optimum solution to use rese with smaller diameter of pipe from the intake to the reservoir tank. Maximum continuous demand = Nr of taps * tap f low = 7*0.225 = 1.575 l/s Which is greater than the continuous supply of 0.924 l/s, therefore a reservoir tank

Reservoir tank design:

Recommended schedule with tank storage during off peak period is considered. A s demands and supplies for the recommended schedule is presented in Table 9.5:

Table 9.5: Design of Reservoir Time period (from - to) 19.00 5.00 5.00 7.00 7.00 12.00 12.00 17.00 17.00 19.00

Duration 10 hrs 2 hrs 5 hrs 5 hrs 2 hrs

% Demand

Demand

Supply 33.300 25% 19.957 6.660 35% 27.940 16.650 You're a Preview 20%Reading 15.966 16.650 20% 15.966 6.660


Diff 33.300 -13.297 -11.290 0.684 -9.306

Water in the tank 34.000 20.703 9.413 10.097 0.791

Download With Free Trial The tank size of 34 m3 was selected by hit and trail method. The basis of fixing the water tank is to have positive water balance in the water tank. Let’s select 35m3.

Intake Design:

Bamyan is a cold place and the stream water is very clean. The upstream has settlements. Therefore, provision of filtration is regarded as unnecessary. Chlo water during summer is recommended. In absence of chlorination tank, the propo tank is recommended to be used.  Read Free Foron 30this Days Sign up to vote title  Let’s choose:  Useful  Not useful


1. A dry stone screening

Cancel anytime.

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Strainer: Sheet Music

A strainer of 63mm diameter HDPE is used (refer to Table 5.1) for the stated following parameters. hole diameter = 3.5 mm at 10mm c/c Total holes = 2 * 255 = 510 Nr of rows = INT(π*dia of strainer/10) =INT(π *63/10) = 19 rows Nr of columns = 510/19 = 26.84 columns (say 30 columns) Min strainer length = 30 * c/c distance = 300mm Use 400mm long 63mm diameter HDPE strainer.

Headloss calculation Friction factor (HLf) for Q=0.925 l/s and 31.8 dia GI is 9.893% (From GI Pipe Table) Exit loss factor K = 1.0 Velocity v = Q/A = (0.925/1000)/(π(31.8/1000)2/4)) You're Reading a Preview = 1.16 m/s


Total head loss with a factor of safety of 1.3 is Download With Free Trial = 1.3*(L*HLf+K*v2/2g) = 1.3*(10.8512* 9.893% +1*1.162/2/9.81) = 1.485m Water level at sedimentation tank = 2668.26 – 1.485

Master your semester with Scribd = 2666.775m & The New York Times Design of sedimentation tank:



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Choose D=0.7m, B=0.7m, Sediment storage depth = 0.25m

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= 3.398m, use 3.5m Sheet Music

Aspect Ratio, L/B = 3.5/0.7 = 5 >4, hence Ok.

The designed intake and sedimentation tank are presented in Figure 9.9. The f other accessories are also presented in the figure.

Pipe design (sedimentation tank to reservoir at Jn 00)

Pipes with PE 80 HDPE and safety factors of 2.0 Polypark (Iranian pipes) are u cases. The measured lengths are factored by 1.1 (i.e., 10% more). This w considered in head loss calculations. An addition of 5% of gross length is consid if the length is measured precisely. Length (L) = 2000*1.1 = 2200 m Flow (Q) = 0.925 l/s HGL of at sedimentation tank, RL1 = 2666.775 m RL of the second station (RVT) RL2 = 2630m Available head (H) = 2668.26 – 1.485-2630 = 36.775m Desired residual head (DRH) = 10m

You're Reading a Preview Desired headloss dH= 36.775-10 = 26.775 Unlock full access with a free trial.

Desired headloss factor (DHF) = 26.775 /2200*100 = 1.217%

Download With Free Trial Referring to HDPEHW table of PolyPark pipes, try 50mm PN 6, 3.7mm thic = (Q/(0.2785*C*D^2.63))^(1/0.54)*100 = ((0.925/1000) /(0.2785*140*((50-2*3.70)/1000)^2.63))^(1/0.54)*100 = 1.290676 m/100m Total head loss = HLf50=L*%HL

Master your semester with Scribd  Read Free For 30this Days Sign up to of vote on title = 2200*1.290676/100 = 28.39487m> 26.775 m available head.  Hence & The New York Times  Useful  Not useful Cancel anytime.

Try 63mm PN 6, 4.7mm thick, %HLf63 = (Q/(0.2785*C*D^2.63))^(1/0.54)*10 Special offer for students: Only $4.99/month.

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Length of 63mm pipe = 2200-2013.595 = 186.405 m. Sheet Music

Note that 50 diameter pipe may also be used if residual head of less than 10m is acc

Pipe design (reservoir to JCT01)

The pipe downstream of the reservoir is relatively longer and optimizing at this point less or even negative residual heads downstream. The, higher residual head at th quite helpful. Length (L) = 300*1.1 = 330 m Flow (Q) = 7 taps * 0.225 l/tap = 1.575 l/s HGL of water at RVT, RL1 = 2630 m RL of Joint 01 (JCT01) RL2 = 2586.19m Available head (H) = 2630 - 2586.19= 43.81m Desired residual head (DRH) = 30m Desired headloss dH= 43.81-30 = 13.81m Try 50, PN 6, 3.7mm thick %HLf50 = (Q/(0.2785*C*D^2.63))^(1/0.54)*100

You're Reading a Preview = ((1.575/1000) /(0.2785*140*((50-2*3.7)/1000)^2.63))^(1/0.54)*100 = 3.458 m/100m


Download With Free Trial Total head loss = HLf50=L*%HL = 330*3.458/100 = 11.411m < 13.81 m of available head. Hence okay.

Pipes for the other legs are designed in similar manner. The final tabulated calcul the corresponding drawing are presented in Figures 9.10 and 9.11. 600 800 600

3800

Master your semester with Scribd & The New York Times 0 0 6

Coarse screening Dry stone masonry / Gabion

NWL

0 Only $4.99/month. Special offer for students: 5 stream

0.5'' dia GI air vent

600

3500


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UNHABITAT, Afghanistan

Jn 00 (good place for locating RVT) E.2630.0 Intake (Dokhani Stream) E.2668.26 2000m 63,PN6, 255m 50,PN6, 1745m

Summary of PE 80 Pipes SN Pipe Dia (mm) Thickness (mm) PN (bar) Length (m 1 HDPE 16 1.80 10 4 2 HDPE 20 2.30 10 125 3 HDPE 25 2.80 10 613 4 HDPE 32 2.40 6 361 5 HDPE 40 3.00 6 313 6 HDPE 50 3.70 6 3074 7 HDPE 63 4.70 6 180 You're Reading a Preview

m 0 3 3 , m 6 0 N 0 3 P , 0 5

E.2586.19

20,PN10, 104.5m Jn01 Tp01


m95m E.2586.19 4 . 1 0 m 1 4 , 7 6 50,PN6, 96.8m 1 N Tp02 E.2586.76 E.2584.34 P , E.2588.82 0 550,PN6, 244.2m Jn03 Jn04


Jn02 222m E.2589.85 16,PN10, 11m 10m

88m Tp04 Tp03 1 6 ,P N 1 0 , 1 1 m

50,PN6, 357m

357m

1 6 ,P N 1 0 , 1 1 m

E.2585.67 Jn05 40,PN6, 313.5 285m Tp05 2 0 ,P N 1 0 , 1 1 m

E.2582.70

E.255

Jn06

887 Tp06 32,PN6, 218m

2 0 25,PN10, 757m ,P N 1 0 , 1 1 m

Figure 9.10: Pipe network design considered in Example 9.8 60


UNHAB

9.5 PIPE DESIGN PROGRAM BRIEFING & EXAMPLES

Two spreadsheets presented for designing pipes networks. The first Master your semesterare with Scribd Read Free For 30 Days Sign up to vote on this title “PipeDesignHW” uses analytical method for calculating percentage frictional coef & The New York Times Hazen-Williams method. The second spreadsheet “PipeDesign” uses tabulate  Useful  Not useful percentage frictional coefficients. Special offer for students: Only $4.99/month.

Cancel anytime.

It is worth noting that the tabulated GI frictio different pipe diameters with the same coefficient C do not match with the analytically

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UNHAB

9.5 PIPE DESIGN PROGRAM BRIEFING & EXAMPLES

Two spreadsheets are presented for designing pipes networks. The first “PipeDesignHW” uses analytical method for calculating percentage frictional coef Hazen-Williams method. The second spreadsheet “PipeDesign” uses tabulate percentage frictional coefficients. It is worth noting that the tabulated GI frictio different pipe diameters with the same coefficient C do not match with the analytically friction factor. Therefore, in case of GI pipes, the second spreadsheet should be used

The names of the “Station 1” of pipe reaches with free water surfaces have to be st three specific letters corresponding to the types of the structures as: SRC for source (such as “SRC at Dokhani stream”) RVT for reservoir tank (such as “RVT at Khawal”) BPT for break pressure tank (such as “BPT01”) SED for sediment tank (such as “SED additional”)

A provision for calculating pipe lengths for pipe combination is also present spreadsheets. The elevation and length of the pipe junction are the final outcom calculations that should be input as input variable for the new arbitrary junctions in calculation table. You're Reading a Preview

Unlock fullto access a free trial. Every new leg of pipe networks has be with started after leaving a blank row. calculation rows of the main spreadsheet have to be copied to all the new legs. The s of the pasted cells has to be copied to theWith remaining rows of the considered legs. Download Free Trial first station of the branching station has to be copied in “HGL station 1” of the blank row

A friction factor table for HDPE pipes based on PolyPark (Iranian Standards) is speedup the selection process.

Four sets of AutoCAD script commands are also calculated for plotting ground profile naming of the joints. Since different vertical and horizontal scales are presentable in m water supply profiles, a provision for vertical to horizontal scale ratio is presented. noting that each profile should be plotted separately. A typical longitudinal profile of t  Read Free Foron 30this Days Sign up to vote title  with a horizontal to vertical scale of 1:5 is presented in drawings number 2882-0033-10


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Special offer for students: $4.99/month. FrictionOnly factor tables for HDPE and GI pipes based on ISI (Indian Standards) and DIN

presented for used by tabulated method that utilized these tables for calculating

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Gravity Water Supply Pipe Network Design by Hazen-Williams Method

 

United Nations Human Settlements Programme (UN-HABITAT), Afghanistan


Date Revision

Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanistan.

Project Location CDC/CCDC Material HDPE GI

Surveyed by: Sayed Baba MHP Saighan, Bamyan Instrument used: Sayed Baba MHP Pipe L factor C-Value PE 140 80 1.10 100

Reach Name station 1

station 2

Elevation (m) Station 1

ground

2007.08

Checked by:

Pipe Combination (Xm) Calculation S Desired head loss

Pipe length (m)

Station 2

01-May-2008

design

F large pipe (FS)

0.837 F small pipe (FL)

34.68 HGL at the first station

2601.520 Small dia pip e le ngth (X)

Large pipe

32

2.4

6 Total pipe length L (m)

Small pipe

25

2.8

10 Designed Discharge (l/s)

Pipe Specifications Design Thickness flow l/s diameter of HDPE PN / GI

HGL(m) station 1

975 Bigger dia pipe length (Y) 0.225 HGL at the joint

Frictional head loss

station 2

factor ( F) (%)

total (m)

Residual head @ Stn 2 (m) Velocity (m/s)

SRC1

Combination 1

2666.775

2658.634

163.64

180.0

0.924

63

4.70

6

2666.775

2666.018

0.421

0.76

7.38

0.41 a

Combination 1

RVT1

2658.634

2630.000

1836.36

2020.0

0.924

50

3.70

6

2666.018

2639.998

1.288

26.02

10.00

0.65 a

RVT1

JCT1

2630.000

2586.190

300.00

330.0

1.575

JCT1

JCT2

2586.190

2589.850

174.00

191.4

1.350

JCT2

JCT3

2589.850

2586.760

222.00

244.2

1.125

JCT3

JCT4

2586.760

2584.340

88.00

96.8

0.900

JCT4

JCT5

2584.340

2585.670

357.00

392.7

0.675

JCT5

JCT6

2585.670

2582.700

285.00

313.5

0.450

JCT6

Combination 2

2582.700

2595.185

198.18

218.0

0.225

Combination 2

TAP07

2595.185

2551.840

688.18

757.0

0.225

3.458

11.41

32.40

1.11

50

50

3.70

3.70

6

6

2618.588

2630.000

2613.613

2618.588

2.599

4.98

23.76

0.95

50

3.70

6

2613.613

2609.084

1.855

4.53

22.32

0.79

You're Reading a Preview 50

3.70

6

2609.084

2607.896

1.227

1.19

23.56

0.63

50

3.70

6

2607.896

2605.068

0.720

2.83

19.40

0.47

3

6

2605.068

2601.873

1.019

3.20

19.17

0.50

Download With10 Free Trial 25 2.8 2600.048 2567.185

0.837

1.82

4.86

0.39

4.341

32.86

15.34

0.76

2604.620

13.367

13.97

18.43

1.21

2609.389

38.399

4.22

20.57

1.86

2604.860

38.399

4.22

18.10

1.86

2603.672

38.399

4.22

19.33

1.86

2603.598

13.367

1.47

17.93

1.21

2600.403

13.367

1.47

17.70

1.21

Unlock full access with a free trial. 40 32

2.4

6

2601.873

2600.048

2618.588 JCT1

TAP1

2586.190

2586.190

95.000

104.5

0.225

20

2.3

10

2618.588 2613.613

JCT2

TAP2

2589.850

2588.820

10.000

11.0

0.225

16

1.8

10

2613.613 2609.084

JCT3

TAP3

2586.760

2586.760

10.000

11.0

0.225

16

1.8

10

2609.084 2607.896

JCT4

TAP4

2584.340

2584.340

10.000

11.0

0.225

16

1.8

10

2607.896 2605.068

JCT5

TAP5

2585.670

2585.670

10.000

11.0

0.225

20

2.3

10

2605.068 2601.873

JCT6

TAP6

2582.700

2582.700

10.000

11.0

0.225

20

2.3

10

2601.873

Figure 9.11: Pipe Design as per Example 9.5 by Iranian Standard & Hazen Williams Method. 62



Gravity Water Supply Pipe Network Design by Tabulated Method United Nations Human Settlements Programme (UN-HABITAT), Afghanistan Date Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanistan.



Reach Name

Surveyed by: Checked by: Instrument used: P ipe L f ac to r

Elevation (m)

Pipe Combination (Xm) S Desired head loss

1 .10

Pipe length

station 1

station 2

Station 1 Station 2

SRC1

Combination 1 2666.775 2658.634

Combination 1

RVT1

ground

design

F large pipe (FS)

32

Small pipe

25

Pipe dia & class/type Design flow l/s diameter class/type

III T ot al pi pe l en gt h L ( m) IV Designed Discharge (l/ s) HGL(m) station 1

station 2

2007.08

0.930 F small pipe (FL)

34.68 HGL at the first station

Large pipe


22-Jun-2008

Revision

2601.520 Small dia pipe length (X) 97 5 B i g d ia pi pe l eng th ( Y) 0.225 HGL at the joint

Frictional head loss factor (F) (%) total (m)

Residual head @ Stn 2 ( m)


255.00

280.5

0.924

63

III 2666.775 2665.586

1745.00

 2640.010

0.424

1.19

Not useful  25.58 Cancel anytime.

Useful 1.332





6.95 abc

1919.5

0.924

50

III 2665.586

RVT1

JCT1

2630.000 2586.190

300.00

330.0

1.575

50

III 2630.000 2618.698

3.425

11.30

32.51

JCT1

JCT2

2586.190 2589.850

174.00

191.4

1.350

III 2618.698 2613.702

2.610

5.00

23.85

2658.634 2630.000


You're Reading a Preview 50

10.01 abd

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


Gravity Water Supply Pipe Network Design by Tabulated Method

 


United Nations Human Settlements Programme (UN-HABITAT), Afghanistan Date Spreadsheet Developed by: Mr. Pushpa Chitrakar, Engineering Advisor, UNHABITAT, Afghanistan.



Reach Name station 1

station 2

Surveyed by: Checked by: Instrument used: P ipe L f ac to r

Elevation (m) Station 1 Station 2

Pipe Combination (Xm) S Desired head loss

1 .10

Pipe length ground

design

22-Jun-2008

Revision F large pipe (FS) 34.68 HGL at the first station

Large pipe

32

Small pipe

25

Pipe dia & class/type Design flow l/s diameter class/type

III T ot al pi pe l en gt h L ( m) IV Designed Discharge (l/ s) HGL(m) station 1

station 2

2007.08

0.930 F small pipe (FL) 2601.520 Small dia pipe length (X) 97 5 B i g d ia pi pe l eng th ( Y) 0.225 HGL at the joint

Frictional head loss factor (F) (%) total (m)

Residual head @ Stn 2 ( m)

SRC1

Combination 1 2666.775 2658.634

255.00

280.5

0.924

63

III 2666.775 2665.586

0.424

1.19

6.95 abc

Combination 1

RVT1

2658.634 2630.000

1745.00

1919.5

0.924

50

III 2665.586 2640.010

1.332

25.58

10.01 abd

RVT1

JCT1

2630.000 2586.190

300.00

330.0

1.575

50

III 2630.000 2618.698

3.425

11.30

32.51

JCT1

JCT2

2586.190 2589.850

174.00

191.4

1.350

III 2618.698 2613.702

2.610

5.00

23.85

JCT2

JCT3

2589.850 2586.760

222.00

244.2

1.125

1.890

4.62

22.33

JCT3

JCT4

2586.760 2584.340

88.00

96.8

0.900

1.270

1.23

23.52

JCT4

JCT5

2584.340 2585.670

357.00

392.7

0.675

0.775

3.04

19.14

JCT5

JCT6

2585.670 2582.700

285.00

313.5

0.450

1.050

3.29

18.82

JCT6

Combination 2

2582.700 2595.808

329.00

361.9

0.225

Combination 2

TAP07

2595.808 2551.840

558.00

613.8

0.225

You're Reading a Preview 50 III 2613.702 2609.087 50

50

III 2609.087 2607.857

40

III 2604.814 2601.522

Unlock full access with a free trial. 50 III 2607.857 2604.814

Download With Free Trial 32

III 2601.522 2598.156

0.930

3.37

2.35

25

IV 2598.156 2566.853

5.100

31.30

15.01

15.520

16.22

16.29

53.940

5.93

18.95

53.940

5.93

16.39

53.940

5.93

17.58

15.520

1.71

17.44

15.520

1.71

17.11

2618.698 JCT1

TAP1

2586.190 2586.190

95.000

104.5

0.225

20

IV 2618.698 2602.479

JCT2

TAP2

2589.850 2588.820

10.000

11.0

0.225

16

IV 2613.702 2607.769

2613.702

2609.087 JCT3

TAP3

2586.760 2586.760

10.000

11.0

0.225

16

IV 2609.087 2603.153 2607.857

JCT4

TAP4

2584.340 2584.340

10.000

11.0

0.225

16

IV 2607.857 2601.924

JCT5

TAP5

2585.670 2585.670

10.000

11.0

0.225

20

IV 2604.814 2603.107

2604.814

2601.522 JCT6

TAP6

2582.700 2582.700

10.000

11.0

0.225

20

IV 2601.522 2599.815

Figure 9.12: Pipe Design as per Example 9.5 by Indian Standard & Tabulated Method. 63


UNHAB

DATA SHEETS AND FORMATS PIPE SPECIFICATIONS MasterHDPE your semester with Scribd 1. PolyPark HDPE, Iran & The New York Times


 Useful  Not useful Cancel anytime. 2. Herat Polyethylene Company Pipe Specifications, Afghanistan Special offer for students: Only $4.99/month.

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UNHAB

DATA SHEETS AND FORMATS HDPE PIPE SPECIFICATIONS 1. PolyPark HDPE, Iran 2. Herat Polyethylene Company Pipe Specifications, Afghanistan 3. Royal PVC (Pvt) Limited, Pakistan 4. Samnan Pipes, Iran

HEAD LOSS FACTOR TABLES 1. Frictional Headloss Factors for GI (Indian Standards) 2. Friction Factors for HDPE pipes (Indian Standards) 3. Friction Factors for Polypark HDPE pipes (Iranian Standards)

WHO’S DRINKING WATER STANDARDS 1993 FORMATS


Unlock full access with a free trial. 1. Abney Level Observation Book

Download With Free Trial 2. Discharge Measurement Using conductivity Meter

3. Level Observation Book 4. Stadia Observation Book 5. Pipe Design Format



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of 109

Series SDR PE-63

Sheet Music

SF1.25

PN/BR

SF1.6

PN/BR

SF2.0

PN/BR

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(ISIRA)

EN 1555 - EN 12201

Iranian National Standards and National Iranian Gas Co.

Documents


 Search document


PolyPark HDPE Pipes according to international standards

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

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DIN8074 - DIN8075

A 25 51

B 20 41

C 16 33

D 12.5 26

E 10.5 22

F 10 21

G 8.3 17.6

H 8 17

I 6.3 13.6

J

K

L

5 11

4 9

3.2 7.4

2

2 1.6 1.2

2.5 2 1.6

3.2 2.4 2

4 3.1 2.5

4.8 3.7 3

5 3.9 3.1

6 4.7 3.7

6.3 4.9 3.9

8 6.2 5

10 7.8 6.3

12.4 9.8 7.8

15.9 12.1 10

1 1 1

2.5 2 1.6

3.2 2.5 2

4 3.1 2.5

5 4 3.2

6 4.7 3.8

6.3 5 4

7.5 6 4.8

8 6.2 5

10 7.9 6.3

12.5 10 8

16 12.5 10

20 15.3 12.3

3.2 2.5 2

4 3.1 2.5

5 3.9 3.1

6.3 5 4

7.5 5.9 4.7

8 6.2 5

9.6 7.5 6

10 7.8 6.1

12.5 9.9 7.9

16 12.5 10

20 15.6 12.5

25 19.2 15.3

PE-80 SF1.25

PN/BR

SF1.6

PN/BR

SF2.0

PN/BR

PE-100 SF1.25

PN/BR

SF1.6

PN/BR

SF2.0

PN/BR

OD(mm) 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

t

kg/m

t

kg/m

t

kg/m

t

kg/m

-

-

-

-

-

-

-

-

-

t kg/m t kg/m t kg/m t You're Reading a Preview -

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

1.8

0. 227

-

-

-

-

1.80

0.287

2.0

-

-

1.80

0. 364

2.00

0.399

1.80

0.436

1.90

0. 475

2.30

1.80

0.525

2.20

0. 643

2.80

2.20

0.785

2.70

0. 943

2.50

1.00

3.10

2.80

1.25

3.20

t (mm) kg/m

16 20 25 32 40 50 63 75 90 110 125 140 160 180 200 225 250 280 315 355 400 450 500 560

1

*

-

kg/m

t

kg/m

t

kg/m

t

kg/m

t

-

-

-

-

-

1.80

0.084

2. 20

0.099

2.70

-

1.80

0. 107

1. 9*

0.1121

2.30

0.133

2. 80

0.154

3.40

-

-

-

-

-

1.80

0.137

1.90

0. 144

2. 3*

0.1712

2.80

0.20

3.50

0.24

4.20

-

-

-

1.80

0. 179

1.90

0.187

2.40

0. 232

2. 9*

0.2723

3.60

0.327

4. 40

0.386

5.40

1.90

0.238

1.90

0.239

2.30

0. 285

2.40

0.295

3.00

0. 356

3. 70

0.43

4.50

0.509

5. 50

0.60

6.70

0. 314

2.30

0.361

2.40

0.374

2.90

0.44

3.00

0.453

3.70

0. 549

4. 60

0.666

5.60

0.788

6. 90

0.936

8.30

2.5

0. 494

2.90

0.563

3.00

0.580

3.60

0. 688

3.80

0.721

4.70

0. 873

5. 80

1.05

7.10

1.26

8.60

1.47

10. 50

0.551

2.9

0. 675

3.50

0.807

3.60

0.828

4.30

0. 976

4.50

1.02

5.60

1.24

6.80

1.47

8.40

1.76

10.30

2.09

12. 50

0.791

3.5

0. 978

4.10

1.14

4.30

1.18

5.10

1.39

5.40

1.46

6.70

1.77

8.20

2.12

10.10

2.54

12.30

3.00

15. 00

3.40

1.17

4.2

1.43

5.00

1.67

5.30

1.77

6.30

2.08

6.60

2.17

8.10

2.62

10. 00

3.14

12.30

3.78

15.10

4.49

18. 30

1.23

3.90

1.51

4.8

1.84

5.70

2.16

6.00

2.27

7.10

2.66

7.40

2.76

9.20

3.37

11. 40

4.08

14.00

4.87

17.10

5.77

20. 80

3.50

1.54

4.30

1.88

5.4

2.32

6.40

2.72

6.70

2.83

8.00

3.34

8.30

3.46

10.30

4. 22

12. 70

5.08

15.70

6.11

19.20

7.25

23. 30

1.36

4.00

2.00

4.90

2.42

6.2

3.04

7.30

3.54

7.70

3.72

9.10

4.35

9.50

4.52

11.80

5. 50

14. 60

6.67

17.90

7.96

21.90

9.44

26.60

3.60

2.05

4.40

2.49

5.50

3.07

6.9

3.79

8.20

4.47

8.60

4.67

10.20

5.48

10.70

5.71

13.30

6. 98

16. 40

8.42

20.10

10.10

24.60

11.9

29.90

3.90

4.46

4.90

3.05

6.20

3.84

7.7

4.69

9.10

5.51

9.60

5.78

11.40

6.79

11.90

7.05

14.70

8. 56

18. 20

10.4

22.40

12.40

27.40

14.8

33.20

4.40

3.12

5.50

3.86

6.90

4.77

8.6

5.89

10.30

7.00

10.8

7.30

12.80

8.55

13.40

8.93

16.60

10. 90

20. 50

13.1

25.20

15.80

30.80

18.6

37.40

4.90

3.83

6.20

4.83

7.70

5.92

9.6

7.30

11.40

8.59

11.9

8.93

14.20

10.60

14.80

11.00

18.40

13. 40

22. 70

16.2

27.20

19.40

34.20

23.0

41.60

5.50

4.83

6.90

5.98

8.60

7.40

10.7

9.10

12.80

10.80

13.4

11.30

15.90

13.20

16.60

13.70

20.60

16. 80

25. 40

20.3

31.10

24.30

38.30

28.9

46.50

6.20

6.12

7.70

7.52

9.70

9.37

12. 1

11. 60

14.40

13.60

15.0

14.20

17.90

16.70

18.70

17.40

23.20

21. 20

28. 60

25.6

35.20

30.80

43.10

36.5

52.30

7.00

7.73

8.70

9.55

10.90

11.80

13. 6 14. 60

16.20

17.30

16.9

18.00

20.10

21.20

21.10

22.10

26.10

26. 90

32. 20

32.5

39.40

39.10

48.50

46.3

59.00

7.90

9.82

9.80

12. 10

12.30

15.10

15. 3

18. 60

18.20

21.90

19.1

22.90

22.70

26.90

23.70

28.00

29.40

34. 10

36. 30

41.3

44.70

49.60

54.70

58.8

66.50

8.80

12.30

11.00

15. 30

13.80

19.00

17. 2 23. 50

20.50

27.70

21.5

28.90

25.50

34.00

26.70

35.40

33.10

43. 20

40. 90

52.3

50.30

62.70

61.50

74.4

-

9.80

15.20

12.30

19. 00

15.30

23.40

19. 1 28. 90

22.80

34.20

23.9

35.70

28.40

42.00

29.70

43.80

36.80

53. 30

45. 40

64.5

55.80

77.30

68.30

91.8

-

11.00

19.10

13.70

23. 60

17.20

29.40

21. 4

25.50

42.80

26.7

44.70

31.70

52.50

33.20

54.80

41.20

66. 90

50. 80

80.8

62.50

97.00

-

3MM/EN1555: 1-0.16 (Kg/m) 2- 0.210 (Kg/m)

36. 20

3-0.275 (Kg/m)

-



SDR: (Standard Dimention Ratio)=d/s

SF:(Safty Factor)

PN:(Pressure Nominal)

-

-

Series=1/2(d/s-1)

65



Herat Polyethylene Company Pipe Specifications (Afghanistan) PE 100 PE80 PE63

PN 3.2 PN 2.5 PN 25 51

Dia (mm) t (mm) 10 12 16 20 25 32 40 50 63 75 90 110 125 140 160 180

PN 4 PN 3.2 PN 2.5 20 41

kg/m t (mm)

PN 5 PN 4 PN 3.2 16 33

kg/m t (mm)

PN 6.4 PN 5 PN 4 12.5 26

kg/m t (mm)

PN 7.8 PN 6 PN 4.8 10.5 22

kg/m t (mm)

PN 8 PN 6.4 PN 5 10 21

kg/m t (mm)

PN 9.6 PN 7.7 PN 6 8.3 17.6

kg/m t (mm)

Master your semester with Scribd & The New York Times 1.8 1.8 2.2 2.5 2.8 3.2 3.6

0.436 0.525 0.706 1.000 1.250 1.530 2.500

1.8 1.9 2.2 2.7 3.1 3.5 4.0 4.4

0.364 0.457 0.643 0.943 1.230 1.540 2.000 2.400

1.8 2.0 2.3 2.8 3.4 3.9 4.3 4.9 5.5

0.287 0.399 0.551 0.791 1.170 1.510 1.880 2.420 3.070

1.8 2.0 2.5 2.9 3.5 4.2 4.8 5.4 6.2 6.9

0.227 0.314 0.494 0.675 0.978 1.430 1.840 2.320 3.040 3.790


1.9 2.3 2.9 3.5 4.1 5.0 5.7 6.4 7.3 8.2

0.238 0.361 0.563 0.807 1.140 1.670 2.160 2.720 3.540 4.470

1.9 2.4 3.0 3.6 4.3 5.3 6.0 6.7 7.7 8.6

0.239 0.374 0.580 0.828 1.180 1.770 2.270 2.830 3.720 4.670

1.8 2.0 2.9 3.6 4.3 5.1 6.3 7.1 8.0 9.1 10.2

PN 10 PN 8 PN 6.3 8 17

kg/m t (mm)

0.179 0.285 0.440 0.688 0.976 1.390 2.080 2.660 3.340 4.350 5.480

1.8 1.9 2.4 3.0 3.8 4.5 5.4 6.6 7.4 8.3 9.5 10.7

PN 12.7 PN 10 PN 8 6.3 13.6

kg/m t (mm)

0.137 0.187 0.295 0.453 0.721 1.020 1.460 2.170 2.760 3.460 4.520 5.710

1.8 1.9 2.4 3.0 3.7 4.7 5.6 6.7 8.1 9.2 10.3 11.8 13.3

PN 16 PN 12.5 PN 10 5 11

kg/m t (mm)

0.107 1.9 0.144 2.3 0.232 2.9 0.356 3.7 0.549 4.6 0.873 5.8 1.240 6.8 1.770 8.2 2.620 10.0 Cancel 3.370 11.4 4.220 12.7 5.500 14.6 6.980 16.4

kg/m

PN 20 PN 16 PN 12.6 4 9

t (mm)

kg/m t (mm)

1.8 0.112 2.3 0.171 2.8 0.272 3.2 0.430 4.5 0.666 5.6 1.050 7.1 1.470 8.4 2.120 10.1 3.140 12.3 anytime. 4.080 14.0 5.080 15.7 6.670 17.9 8.420 20.1

1.8 2.2 2.8 3.5 4.4 5.5 6.9 8.6 10.3 12.3 15.1 17.1 19.2 21.9 24.6

0.084 0.133 0.200 0.327 0.509 0.788 1.260 1.760 2.540 3.780 4.870 6.110 7.960 10.100




Useful


PN 25 PN 20 PN 16 3.2 7.4

 Not useful

P PN P

kg/m t (mm 0.060 0.099 0.154 0.240 0.386 0.600 0.936 1.470 2.090 3.000 4.490 5.770 7.250 9.440 11.900

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1.8 2.0 2.7 3.4 4.2 5. 6. 8. 10. 12. 15. 18. 20. 20. 20. 29.

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Herat Polyethylene Company Pipe Specifications (Afghanistan)

 

Documents

PE 100 PE80 PE63

PN 3.2 PN 2.5 PN 25 51

Dia (mm) t (mm)

Sheet Music

10 12 16 20 25 32 40 50 63 75 90 110 125 140 160 180 200 225 250 280 315 355 400 450 500 560 630

1.8 1.8 2.2 2.5 2.8 3.2 3.6 3.9 4.4 4.9 5.5 6.2 7.0 7.9 8.8 9.8 11.0 12.3

PN 4 PN 3.2 PN 2.5 20 41

kg/m t (mm)

0.436 0.525 0.706 1.000 1.250 1.530 2.500 2.460 3.120 3.830 4.830 6.120 7.730 9.820 12.300 15.200 19.100 24.000

1.8 1.9 2.2 2.7 3.1 3.5 4.0 4.4 4.9 5.5 6.2 6.9 7.7 8.7 9.8 11.0 13.3 13.7 15.4

PN 5 PN 4 PN 3.2 16 33

kg/m t (mm)

0.364 0.457 0.643 0.943 1.230 1.540 2.000 2.400 3.500 3.860 4.830 5.980 7.520 9.550 12.100 15.300 19.000 23.600 29.900

1.8 2.0 2.3 2.8 3.4 3.9 4.3 4.9 5.5 6.2 6.9 7.7 8.6 9.7 10.9 12.3 13.8 15.3 17.2 19.3

PN 6.4 PN 5 PN 4 12.5 26

kg/m t (mm)

0.287 0.399 0.551 0.791 1.170 1.510 1.880 2.420 3.070 3.840 4.770 5.920 7.400 9.370 11.800 15.100 19.000 23.400 29.400 37.100

1.8 2.0 2.5 2.9 3.5 4.2 4.8 5.4 6.2 6.9 7.7 8.6 9.6 10.7 12.1 13.6 15.3 17.2 19.1 21.4 24.1

PN 7.8 PN 6 PN 4.8 10.5 22

kg/m t (mm)

0.227 0.314 0.494 0.675 0.978 1.430 1.840 2.320 3.040 3.790 4.690 5.890 7.300 9.100 11.600 14.600 18.600 23.500 28.900 36.200 45.900

1.9 2.3 2.9 3.5 4.1 5.0 5.7 6.4 7.3 8.2 9.1 10.3 11.4 12.8 14.4 16.2 18.2 20.5 22.8 25.5 28.7

PN 8 PN 6.4 PN 5 10 21

kg/m t (mm)

0.238 0.361 0.563 0.807 1.140 1.670 2.160 2.720 3.540 4.470 5.510 7.000 8.590 10.800 13.600 17.300 21.900 27.700 34.200 42.800 54.100

1.9 2.4 3.0 3.6 4.3 5.3 6.0 6.7 7.7 8.6 9.6 10.8 11.9 13.4 15.0 16.9 19.1 21.5 23.9 26.7 30.0

PN 9.6 PN 7.7 PN 6 8.3 17.6

kg/m t (mm)

0.239 0.374 0.580 0.828 1.180 1.770 2.270 2.830 3.720 4.670 5.780 7.300 8.930 11.300 14.200 18.000 22.900 28.900 35.700 44.700 56.400

1.8 2.0 2.9 3.6 4.3 5.1 6.3 7.1 8.0 9.1 10.2 11.4 12.8 14.2 15.9 17.9 20.1 22.7 25.5 28.8 31.7 35.7

PN 10 PN 8 PN 6.3 8 17

kg/m t (mm)

0.179 0.285 0.440 0.688 0.976 1.390 2.080 2.660 3.340 4.350 5.480 6.790 8.550 10.700 13.200 16.700 21.200 26.900 34.000 42.000 52.500 66.700

1.8 1.9 2.4 3.0 3.8 4.5 5.4 6.6 7.4 8.3 9.5 10.7 11.9 13.4 14.8 16.6 18.7 21.1 23.7 26.7 29.7 33.2 37.4

PN 12.7 PN 10 PN 8 6.3 13.6

kg/m t (mm)

0.137 0.187 0.295 0.453 0.721 1.020 1.460 2.170 2.760 3.460 4.520 5.710 7.050 8.930 11.000 13.700 17.400 22.100 28.000 35.400 43.800 54.800 69.000

1.8 1.9 2.4 3.0 3.7 4.7 5.6 6.7 8.1 9.2 10.3 11.8 13.3 14.7 16.6 18.4 20.6 23.2 26.1 29.4 33.1 36.8 41.2 46.3

PN 16 PN 12.5 PN 10 5 11

kg/m t (mm)

0.107 0.144 0.232 0.356 0.549 0.873 1.240 1.770 2.620 3.370 4.220 5.500 6.980 8.560 10.900 13.400 16.800 21.200 26.900 34.100 43.200 53.300 66.900 84.600




1.9 2.3 2.9 3.7 4.6 5.8 6.8 8.2 10.0 11.4 12.7 14.6 16.4 17.2 20.5 22.7 25.4 28.6 30.2 36.3 40.9 45.4 50.8 57.2

kg/m

0.112 0.171 0.272 0.430 0.666 1.050 1.470 2.120 3.140 4.080 5.080 6.670 8.420 10.400 13.100 16.200 20.300 25.600 32.500 41.300 52.300 64.500 80.800 102.000

PN 20 PN 16 PN 12.6 4 9

t (mm)

1.8 2.3 2.8 3.2 4.5 5.6 7.1 8.4 10.1 12.3 14.0 15.7 17.9 20.1 22.4 25.2 27.9 31.3 35.2 39.7 44.7 50.3 55.8 62.5

PN 25 PN 20 PN 16 3.2 7.4

kg/m t (mm)

0.084 0.133 0.200 0.327 0.509 0.788 1.260 1.760 2.540 3.780 4.870 6.110 7.960 10.100 12.400 15.800 15.400 24.300 30.800 39.100 49.600 62.700 77.300 97.000

1.8 2.2 2.8 3.5 4.4 5.5 6.9 8.6 10.3 12.3 15.1 17.1 19.2 21.9 24.6 27.1 30.8 34.2 38.3 43.1 48.5 54.7 61.5 88.3

P PN P

kg/m t (mm 0.060 0.099 0.154 0.240 0.386 0.600 0.936 1.470 2.090 3.000 4.490 5.770 7.250 9.440 11.900 14.800 18.600 23.000 28.900 36.500 46.500 58.800 74.400 91.800

66



Royal PVC (Pvt) Limited (Pakistan) Specifications for PE 100 Pipes

STANDARD DIN 8074

PN SDR

4 6 10 16 26 17.6 11 7.25 Thickness (mm) Thickness (mm) Thickness (mm) Thickness (mm) Dia (mm) Min Max Min Max Min Max Min Max 20 1.8 2.2 1.9 2.3 2.2 3.3 25 1.8 2.2 2.3 2.8 3.5 4.1 32 1.8 2.2 1.9 2.3 3 3.6 4.5 5.2 40 1.8 2.2 2.3 2.8 3.7 4.4 5.6 6.4Read Free Foron 30this Days Sign up to vote title 50 2 2.5 2.9 3.4 4.6 5.3 6.9 7.8 Not useful 63 2.5 3 3.6 4.1 5.8 6.6 8.7 9.8 Useful Cancel anytime. 2.9 3.4$4.99/month. 4.3 5 6.9 7.8 10.4 11.7 Special offer 75 for students: Only 90 3.5 4.2 5.1 5.9 8.2 9.3 12.5 14 110 43 5 63 72 10You're 11 3Reading 15 2 a Preview 17


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1.8 2.0 2.7 3.4 4.2 5. 6. 8. 10. 12. 15. 18. 20. 20. 20. 29. 33. 37. 41. 46. 52. 59. 66.

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Royal PVC (Pvt) Limited (Pakistan)

 

Documents

Specifications for PE 100 Pipes

STANDARD DIN 8074

PN SDR

Sheet Music

4 6 10 16 26 17.6 11 7.25 Thickness (mm) Thickness (mm) Thickness (mm) Thickness (mm) Dia (mm) Min Max Min Max Min Max Min Max 20 1.8 2.2 1.9 2.3 2.2 3.3 25 1.8 2.2 2.3 2.8 3.5 4.1 32 1.8 2.2 1.9 2.3 3 3.6 4.5 5.2 40 1.8 2.2 2.3 2.8 3.7 4.4 5.6 6.4 50 2 2.5 2.9 3.4 4.6 5.3 6.9 7.8 63 2.5 3 3.6 4.1 5.8 6.6 8.7 9.8 75 2.9 3.4 4.3 5 6.9 7.8 10.4 11.7 90 3.5 4.2 5.1 5.9 8.2 9.3 12.5 14 110 4.3 5 6.3 7.2 10You're 11.3Reading 15.2 a Preview 17 125 4.9 5.6 7.1 8.1 11.4 12.8 17.3 19.3 140 5.4 6.2 8 9.1 12.8Unlock14.3 19.4 full access with a 21.6 free trial. 160 6.2 7.1 9.1 9.3 14.6 16.3 22.1 24.5 180 7 8 10.2 11.5 16.4 18.3 24.9 27.6 200 7.5 8.7 11.4 12.8 18.2 20.3 27.6 30.6


67



Samnan Polyethylene Pipes (Iran) PE 63 PN 2.5 PN 3.2 PN 4 PN 6 PN 10 Dia (mm) t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m 20 2 0.117 25 2 0.15 2.3 0.171 32 2 0.196 3 0.279 40 2 0.248 2.3 0.285 3.7 0.43 50 1.8 0.299 2 0.314 2.9 0.44 4.6 0.666 63 1.8 0.380 2 0.399 2.5 0.494 3.6 0.688 5.8 1.050 75 2 0.478 2.4 0.572 2.9 0.675 4.3 0.976 6.9 1.48 90 2.2 0.639 2.8 0.791 3.5 0.978 5.1 1.39 8.2 2.12 Special offer for students: Only $4.99/month. 110 2.7 0.941 3.5 1.2 4.3 1.46 6.3 2.08 10 3.14 125 31 1 23 39 1 51 49 1 88 7 1You're 2 66 Reading 11 4 4 08a



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PE 63 PN 2.5 PN 3.2 PN 4 PN 6 PN 10 Dia (mm) t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m 20 2 0.117 25 2 0.15 2.3 0.171 32 2 0.196 3 0.279 40 2 0.248 2.3 0.285 3.7 0.43 50 1.8 0.299 2 0.314 2.9 0.44 4.6 0.666 63 1.8 0.380 2 0.399 2.5 0.494 3.6 0.688 5.8 1.050 75 2 0.478 2.4 0.572 2.9 0.675 4.3 0.976 6.9 1.48 90 2.2 0.639 2.8 0.791 3.5 0.978 5.1 1.39 8.2 2.12 110 2.7 0.941 3.5 1.2 4.3 1.46 6.3 2.08 10 3.14 125 3.1 1.23 3.9 1.51 4.9 1.88 7.1You're 2.66 Reading 11.4 4.08a Preview 140 3.5 1.54 4.4 1.92 5.4 2.32 8 3.34 12.8 5.11 160 3.9 1.95 5 2.47 6.2 3.04 9.1Unlock 4.35full14.6 access6.67 with a free trial. 180 4.4 2.48 5.6 3.12 7 3.84 10.2 5.48 16.4 8.42 200 4.9 3.05 6.2 3.84 7.7 4.69 11.4 6.79 18.2 10.4 225 5.5 3.06 7 4.84 8.7 5.96 12.8 8.55 20.5 13.1 Download With Free Trial 250 6.1 4.76 7.8 5.99 9.7 7.37 14.2 10.6 22.8 16.2 280 6.9 5.98 8.7 7.47 10.8 9.18 15.9 13.2 25.5 20.3 315 7.7 7.51 9.8 9.45 12.2 11.7 17.9 16.7 28.7 25.7 355 8.7 9.54 11.1 12.1 13.7 14.7 20.1 21.2 32.3 32.6 400 9.8 12.1 12.4 15.2 15.4 18.7 22.7 26.9 36.4 41.4 450 11 15.2 14 19.2 17.4 23.7 25.5 34 41 52.4

68



Samnan Polyethelene Pipes (Iran) PE 80 PN 2.5 PN 3.2 PN 4 PN 6 PN 10 PN 16 Dia (mm) t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m 10 12 16 1.8 0.084 20 1.8 0.107 2.3 0.133 Read Free Foron 30this Days Sign up to vote title 25 1.9 0.144 2.8 0.200 32 2.4 0.232 3.6 0.327 Useful Not useful 40 1.9 0.238 3.0 0.356 4.5 0.509 Cancel anytime. 1.8 0.287 2.3 0.361 3.7 0.549 5.6 0.788 Special offer 50 for students: Only $4.99/month. 63 1.8 0.364 2.0 0.399 2.9 0.563 4.7 0.873 7.1 1.260


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PE 80

Dia (mm) t 10 12 16 20 25 32 40 50 63 75 90 110 125 140 160 180 200 225 250 280 315 355 400 450 500 560 630 710 800 900 1000

PN 2.5 PN 3.2 PN 4 PN 6 PN 10 PN 16 (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m

1.8 1.8 2.2 2.5 2.8 3.2 3.6 3.9 4.4 4.9 5.5 6.2 7.0 7.9 8.8 9.8 11.0 12.3 13.9 15.7 17.6 19.6

0.436 0.525 0.786 1.000 1.250 1.630 2.050 2.460 3.120 3.830 4.830 6.120 7.730 9.820 12.300 15.200 19.100 24.000 30.500 38.800 48.900 60.500

1.8 1.9 2.2 2.7 3.1 3.5 4.0 4.4 4.9 5.5 6.2 6.9 7.7 8.7 9.8 11.0 12.3 13.7 15.4 17.4 19.6 22.0 24.5

0.364 0.457 0.643 0.943 1.230 1.540 2.000 2.490 3.050 3.860 4.830 5.980 7.520 9.500 12.100 15.300 19.000 23.600 29.900 38.000 48.100 60.900 75.200

1.8 2.0 2.3 2.8 3.4 3.9 4.3 4.9 5.5 6.2 6.9 7.7 8.6 9.7 10.9 12.3 13.8 15.3 17.2 19.3 21.8 24.5 27.6 30.6

0.287 0.399 0.551 0.791 1.170 1.510 1.880 2.420 3.070 3.840 4.770 5.920 7.400 9.370 11.800 15.100 19.000 23.400 29.400 37.100 47.200 59.700 75.600 93.100

1.8 0.084 1.8 0.107 2.3 0.133 1.9 0.144 2.8 0.200 2.4 0.232 3.6 0.327 1.9 0.238 3.0 0.356 4.5 0.509 2.3 0.361 3.7 0.549 5.6 0.788 2.9 0.563 4.7 0.873 7.1 1.260 a Preview 3.5You're 0.807 Reading 5.6 1.240 8.4 1.760 4.1 1.140 6.7 1.770 10.1 2.540 full access with a free 5.0Unlock 1.670 8.1 2.620 12.3trial. 3.780 5.7 2.160 9.2 3.370 14.0 4.870 6.4 2.720 10.3 4.220 15.7 6.110 7.3Download 3.540 11.8With 5.500 7.960 Free17.9 Trial 8.2 4.470 13.3 6.980 20.1 10.100 9.1 5.510 14.7 8.560 22.4 12.400 10.3 7.000 16.6 10.900 25.2 15.800 11.4 8.590 18.4 13.400 27.9 19.400 12.8 10.800 20.6 16.800 31.3 24.300 14.4 13.600 23.2 21.200 35.2 30.800 16.2 17.300 26.1 26.900 39.7 39.100 18.2 21.900 29.4 34.100 44.7 49.600 20.5 27.700 33.1 43.200 50.3 62.700 22.8 34.200 36.8 53.300 55.8 77.300 23.5 42.800 41.2 66.900 62.5 97.000 28.7 54.100 46.3 84.600 32.3 68.700 52.2 107.000 36.4 87.200 58.8 136.000 41.0 110.000 66.1 172.000 45.5 136.000 69



Samnan Polyethelene Pipes (Iran) PE 100

DIN 8074 WITH SF = 1.6

PN 2.5 PN 3.1 PN 3.9 PN 5 PN 5.9 PN 6.2 PN 7.5 PN 7.8 PN 9.9 PN 12.5 PN 15 Dia (mm) t (mm) kg/ m t (mm) kg/m t (mm) kg/ m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/ m t (mm) kg/m t (mm) kg/ m t (mm) k 10 12 16 1.8 20 1.8 0.107 1.9 0.112 2.3 25 1.8 0.137 1.9 0.144 2.3 0.17 2.8 32 1.8 0.179 1.9 0.187 2.4 0.232 2.9 0.272 3.6 40 1.8 0.227 1.9 0.238 1.9 0.239 2.3 0.285 2.4 0.295 3 0.355 3.7 0.43 4.5 50 1.8 0.287 2 0.314 2.3 0.361 2.4 0.374 2.9 0.44 3 0.483 3.7 0.549 4.6 0.666 5.6 63 1.8 0.364 2 0.399 2.5 0.494 2.9 0.563 3 0.58 3.6 0.688 3.8 0.71 4.7 0.873 5.8 1.05 7.1 75 1.8 0.436 1.9 0.457 2.3 0.551 2.9 0.675 3.5 0.807 3.6 0.828 4.3 0.976 4.5Cancel 1.02 anytime. 5.6 1.24 6.8 1.47 8.4 90 1.8 0.525 2.2 0.43 2.5 0.791 3.5 0.978 4.1 1.14 4.3 1.18 5.1 1.39 5.4 1.46 6.7 1.77 8.2 2.12 10.1 110 2.2 0.785 2.7 0.943 3.4 1.17 4.2 1.43 5 1.67 5.3 1.77 6.3 2.08 6.6 2.17 8.1 2.62 10 3.14 12.3 125 25 1 31 1 23 39 1 51 48 1 84 57 2 16 6 2 27 71 2 66 74 2 76 92 3 37 11 4 4 08 14



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PE 100

DIN 8074 WITH SF = 1.6

Dia (mm) t 10 12 16 20 25 32 40 50 63 75 90 110 125 140 160 180 200 225 250 280 315 355 400 450 500 560 630 710 800

PN 2.5 PN 3.1 PN 3.9 PN 5 PN 5.9 PN 6.2 PN 7.5 PN 7.8 PN 9.9 PN 12.5 PN 15 (mm) kg/ m t (mm) kg/m t (mm) kg/ m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/m t (mm) kg/ m t (mm) kg/m t (mm) kg/ m t (mm) k

1.8 1.8 2.2 2.5 2.8 3.2 3.6 3.9 4.4 4.9 5.5 6.2 7 7.9 8.8 9.4 11 12.3 13.9 15.7

0.436 0.525 0.785 1 1.25 1.63 2.03 2.46 3.12 3.83 4.83 6.12 7.73 9.82 12.3 15.2 19.1 24 30.5 38.8

1.8 1.9 2.2 2.7 3.1 3.8 4 4.4 4.9 5.5 6.2 6.9 7.7 8.7 9.8 11 12.3 13.7 15.4 17.4 19.4

0.364 0.457 0.43 0.943 1.23 1.54 2 2.49 3.05 3.86 4.83 5.98 7.52 9.53 12.1 15.3 19 23.6 29.9 38 48.1

1.8 0.287 2 0.399 2.3 0.551 2.5 0.791 3.4 1.17 3.9 1.51 4.3 1.88 4.9 2.42 5.5 3.07 6.2 3.84 6.9 4.77 7.7 5.92 8.6 7.4 9.7 9.37 10.9 11.8 12.3 15.1 13.8 19 16.3 23.4 17.2 29.4 19.3 37.1 21.8 47.2 24.8 59.7

1.8 0.227 2 0.314 2.5 0.494 2.9 0.675 3.5 0.978 4.2 1.43 4.8 1.84 5.4 2.32 6.2 3.04 6.9 3.79 7.7 4.69 8.6 6.89 9.6 7.3 10.7 9.1 12.1 11.6 13.6 14.6 15.3 18.6 17.2 23.5 19.1 28.9 21.4 30.2 24.1 45.9 27.2 58.4 30.6 73.9

1.8 1.8 0.179 1.9 1.9 0.238 1.9 0.239 2.3 0.285 2.4 2.3 0.361 2.4 0.374 2.9 0.44 3 2.9 0.563 3 0.58 3.6 0.688 3.8 3.5 0.807 3.6 0.828 4.3 0.976 4.5 4.1 1.14 4.3 1.18 5.1 1.39 5.4 5 1.67 5.3 1.77 6.3 2.08 6.6 5.7 2.16 6 2.27 7.1 2.66 7.4 6.4 2.72 6.7 2.84 8 3.34 8.3 7.3 3.54 7.7 3.72 9.1 4.35 9.5 Unlock access a free 8.2 4.47full 8.6 4.67with 10.2 5.45trial. 10.7 9.1 6.51 9.6 5.76 11.4 6.79 11.9 10.3 7 10.8 7.3 12.8 8.55 13.4 11.4 8.59 11.9 8.93 14.2 10.6 14.8 12.8 10.5 13.4 11.3 15.9 13.2 16.6 14.4 13.5 15 14.2 17.9 16.7 18.7 16.2 17.3 16.9 15 20.1 21.2 21.1 18.2 21.9 19..1 22.9 22.7 26.9 23.7 20.5 27.7 21.5 28.9 25.5 34 26.7 22.5 34.2 23.9 35.7 28.4 43 29.7 25.5 42.8 26.7 44.7 31.7 52.5 32.2 28.7 52.1 30 56.4 35.7 66.5 37.4 32.3 68.7 33.9 71.5 40.2 84.4 42.1 36.4 57.2 38.1 91.1 45.3 107 47.4



0.137 0.187 0.295 0.483 0.71 1.02 1.46 2.17 2.76 3.46 4.52 5.71 7.05 8.93 11 13.7 17.4 22.1 28 35.4 43.8 54.8 69.4 88.1 112

1.8 1.9 2.4 3 3.7 4.7 5.6 6.7 8.1 9.2 10.3 11.8 13.3 14.7 16.6 18.4 20.6 23.2 26.1 29.4 33.1 36.8 41.2 46.3 52.2 58.8

0.107 0.144 0.232 0.355 0.549 0.873 1.24 1.77 2.62 3.37 4.22 5.5 6.98 8.56 10.9 13.4 16.8 21.2 26.9 34.1 43.2 53.3 66.9 84.6 107 136

1.9 0.112 2.3 0.17 2.9 0.272 3.7 0.43 4.6 0.666 5.8 1.05 6.8 1.47 8.2 2.12 10 3.14 11.4 4.08 12.7 5.08 14.6 6.67 16.4 8.42 18.2 10.4 20.5 13.1 22.7 16.3 25.4 20.3 28.6 25.6 32.2 32.5 36.3 41.3 40.9 52.3 45.4 64.5 50.8 80.5 57.2 102 64.8 130

1.8 2.3 2.8 3.6 4.5 5.6 7.1 8.4 10.1 12.3 14 15.7 17.9 20.1 23.4 25.2 27.9 31.3 35.2 39.7 44.7 50.3 55.8 62.5

70


UNHAB

GI frictional headloss factors Dia => 1/2"GI 3/4"GI 1"GI 1 1/4"GI 1 1/2"GI 2"GI 2 1/2"GI 3"GI 4"GI Flow (l/s) 12.7 mm 19.1 mm 25.4 mm 31.8 mm 38.1 mm 50.8 mm 63.5 mm 76.2 mm 101.6 mm 0.100 V LOW V LOW V LOW 0.120 8.980 V LOW V LOW 0.140 12.180 V LOW V LOW 0.160 15.860 V LOW V LOW 0.180 20.040 V LOW V LOW 0.200 24.700 V LOW V LOW 0.220 29.850 6.660 V LOW Special offer for students: Only $4.99/month. 0.240 35.480 7.910 V LOW 0 260 41 600 9 270 V LOW

V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW




V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOWRead LOW V LOW Free For 30this Days SignV up to vote on title V LOW V LOW V LOW Not useful V LOW Useful V LOW V LOW Cancel anytime. V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW

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UNHAB

GI frictional headloss factors Dia => 1/2"GI 3/4"GI 1"GI 1 1/4"GI 1 1/2"GI 2"GI 2 1/2"GI 3"GI 4"GI Flow (l/s) 12.7 mm 19.1 mm 25.4 mm 31.8 mm 38.1 mm 50.8 mm 63.5 mm 76.2 mm 101.6 mm 0.100 V LOW V LOW V LOW 0.120 8.980 V LOW V LOW 0.140 12.180 V LOW V LOW 0.160 15.860 V LOW V LOW 0.180 20.040 V LOW V LOW 0.200 24.700 V LOW V LOW 0.220 29.850 6.660 V LOW 0.240 35.480 7.910 V LOW 0.260 41.600 9.270 V LOW 0.280 48.210 10.730 V LOW 0.300 55.310 12.310 V LOW 0.320 62.890 13.990 V LOW 0.340 70.960 15.770 4.930 0.360 79.510 17.670 5.520 0.380 88.550 19.670 6.140 0.400 98.080 21.780 6.800 0.420 V HIGH 24.000 7.490 0.440 V HIGH 26.330 8.210 0.460 V HIGH 28.760 8.970 0.480 V HIGH 31.300 9.760 0.500 V HIGH 33.950 10.580 0.550 V HIGH 41.040 12.790 0.600 V HIGH 48.800 15.200 0.650 V HIGH 57.240 17.820 0.700 V HIGH 66.340 20.650 0.750 V HIGH 76.120 23.680 0.800 V HIGH 86.570 26.930 0.850 V HIGH 97.690 30.380 0.900 V HIGH V HIGH 34.040 1.000 V HIGH V HIGH 41.990 1.100 V HIGH V HIGH 50.770 1.200 V HIGH V HIGH 60.380 1.300 V HIGH V HIGH 70.820 1.400 V HIGH V HIGH 82.100 1.500 V HIGH V HIGH 94.210 1.600 V HIGH V HIGH V HIGH 1.700 V HIGH V HIGH V HIGH 1.800 V HIGH V HIGH V HIGH 1.900 V HIGH V HIGH V HIGH 2.000 V HIGH V HIGH V HIGH 2.100 V HIGH V HIGH V HIGH 2.200 V HIGH V HIGH V HIGH 2.300 V HIGH V HIGH V HIGH 2.400 V HIGH V HIGH V HIGH 2.500 V HIGH V HIGH V HIGH 2.600 V HIGH V HIGH V HIGH 2.700 V HIGH V HIGH V HIGH 2.800 V HIGH V HIGH V HIGH 2.900 V HIGH V HIGH V HIGH 3.000 V HIGH V HIGH V HIGH 3.200 V HIGH V HIGH V HIGH Special offer for3.400 students: Only $4.99/month. V HIGH V HIGH V HIGH 3.500 V HIGH V HIGH V HIGH

V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW 3.530 V LOW V LOW V LOW V LOW V LOW 4.190 V LOW V LOW V LOW V LOW V LOW 4.910 V LOW V LOW V LOW V LOW V LOW 5.690 V LOW V LOW V LOW V LOW V LOW 6.520 V LOW V LOW V LOW V LOW V LOW 7.420 V LOW V LOW V LOW V LOW V LOW 8.360 2.610 V LOW V LOW V LOW V LOW 9.370 2.930 V LOW V LOW V LOW V LOW 11.550 3.610 V LOW V LOW V LOW V LOW 13.960 You're 4.350 Reading V LOW aVPreview LOW V LOW V LOW 16.590 5.170 V LOW V LOW V LOW V LOW 19.460 Unlock 6.060 V LOW V LOW V LOW V LOW full access with a free trial. 22.550 7.030 2.190 V LOW V LOW V LOW 25.870 8.060 2.520 V LOW V LOW V LOW 29.420 9.160 2.860 V LOW V LOW V LOW Download With Free Trial 33.190 10.330 3.220 V LOW V LOW V LOW 37.200 11.580 3.610 V LOW V LOW V LOW 41.430 12.890 4.020 V LOW V LOW V LOW 45.890 14.270 4.450 V LOW V LOW V LOW 50.690 15.760 4.915 V LOW V LOW V LOW 55.490 17.250 5.380 V LOW V LOW V LOW 60.745 18.885 5.885 1.500 V LOW V LOW 66.000 20.520 6.390 1.630 V LOW V LOW 71.710 22.290 6.940 1.760 V LOW V LOW V HIGH 24.060 7.490 1.910 V LOW V LOW V HIGH 25.975 8.085 2.050 V LOW V LOW V HIGH 27.890 8.680 2.210 V LOW V LOW Free For 30this Days SignV up to vote on title V HIGH 29.945 9.320 2.370Read LOW V LOW V HIGH 32.000 9.960 2.530 V LOW V LOW Useful Not useful Cancel anytime. V HIGH 36.400 11.320 2.890 0.980 V LOW V HIGH 41.070 12.770 3.250 1.100 V LOW V HIGH 43.550 13.540 3.430 1.160 V LOW


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Friction Factors for HDPE pipes (Indian Standards) Sheet Music

andard)

2.2 2.55 3.05 3.95 ID (mm) 11.60 14.90 18.90 24.10 OD (mm) 16 20 25 32 2 2 2 2 Pressure 10kg/cm 10kg/cm 10kg/cm 10kg/cm Flow (l/s) 16IV 20IV 25IV 32IV 0.050 V LOW V LOW V LOW VLOW 0.100 12.60 3.70 1.20 0.40 0.110 14.93 4.35 1.50 0.50 0.120 17.44 5.07 1.70 0.50 0.130 20.12 5.84 2.00 0.60 0.140 22.97 6.66 2.20 0.70 0.150 26.00 7.53 2.50 0.80 0.160 29.19 8.45 2.80 0.90 0.170 32.54 9.41 3.10 1.00 0.180 36.07 10.42 3.43 1.10 0.190 39.75 11.47 3.78 1.20 0.200 43.60 12.57 4.14 1.30 0.210 47.62 13.72 4.51 1.45 0.220 51.79 14.91 4.90 1.60 0.225 53.94 15.52 5.10 1.65 0.230 56.13 16.14 5.30 1.70 0.240 60.63 17.42 5.72 1.80 0.250 65.28 18.74 6.15 1.95 0.260 70.10 20.11 6.60 2.10 0.280 80.20 22.97 7.53 2.40 0.300 90.94 26.00 8.51 2.70 0.320 102.30 29.21 9.55 3.03 0.340 V HIGH 32.58 10.64 3.37 0.360 V HIGH 36.12 11.79 3.73 0.380 V HIGH 39.83 12.99 4.11 0.400 V HIGH 43.71 14.24 4.50 0.420 V HIGH 47.75 15.54 4.91 0.440 V HIGH 51.95 16.89 5.33 0.460 V HIGH 56.33 18.30 5.77 0.480 V HIGH 60.86 19.75 6.23 0.500 V HIGH 65.56 21.26 6.70 0.520 V HIGH 70.42 22.82 7.20 0.540 V HIGH 72.80 24.42 7.69 0.550 V HIGH 74.85 25.24 7.94 0.560 V HIGH 76.90 26.08 8.21 0.580 V HIGH 81.00 27.79 8.74 0.600 V HIGH 85.00 29.54 9.28 0.620 V HIGH 89.10 31.35 9.85 0.640 V HIGH V HIGH 33.21 10.42 0.650 V HIGH V HIGH 34.16 10.71 0.660 V HIGH V HIGH 35.11 11.01 0.680 V HIGH V HIGH 37.06 11.62 0.700 V HIGH V HIGH 39.07 12.23 0.720 V HIGH V HIGH 41.12 12.88 0.740 V HIGH V HIGH 43.22 13.53 0.750 V HIGH V HIGH 44.30 13.85 0.760 V HIGH V HIGH 45.37 14.19 0.780 V HIGH V HIGH 47.56 14.87 0.800 V HIGH V HIGH 49.81 15.55 0.850 V HIGH V HIGH 55.96 17.35 0.900 V HIGH V HIGH 62.10 19.23 0.950 V HIGH V HIGH V HIGH 21.21 1.000 V HIGH V HIGH V HIGH 23.27 1.050 V HIGH V HIGH V HIGH 25.42 1.100 V HIGH V HIGH V HIGH 27.66 1.150 V HIGH V HIGH V HIGH 29.98 1.200 V HIGH V HIGH V HIGH 32.39 1.250 V HIGH V HIGH V HIGH 34.89 1.300 V HIGH V HIGH V HIGH 37.48 1.350 V HIGH V HIGH V HIGH 40.15 1.400 V HIGH V HIGH V HIGH 41.80 1.450 V HIGH V HIGH V HIGH V HIGH 1.500 V HIGH V HIGH V HIGH V HIGH 1.550 V HIGH V HIGH V HIGH V HIGH 1.600 V HIGH V HIGH V HIGH V HIGH 1.650 V HIGH V HIGH V HIGH V HIGH 1.700 V HIGH V HIGH V HIGH V HIGH 1.750 V HIGH V HIGH V HIGH V HIGH 1.800 V HIGH V HIGH V HIGH V HIGH 1.850 V HIGH V HIGH V HIGH V HIGH 1.900 V HIGH V HIGH V HIGH V HIGH 1.950 V HIGH V HIGH V HIGH V HIGH 2.000 V HIGH V HIGH V HIGH V HIGH 2.100 V HIGH V HIGH V HIGH V HIGH

2.55 4.85 3.15 6 3.9 7.6 26.90 30.30 33.70 38.00 42.20 47.80 32 40 40 50 50 63 2 2 2 2 2 2 6kg/cm 10kg/cm 6kg/cm 10kg/cm 6kg/cm 10kg/cm 32III 40IV 40III 50IV 50III 63IV V LOW VLOW VLOW VLOW VLOW VLOW V LOW V LOW V LOW V LOW V LOW V LOW 0.30 V LOW V LOW V LOW V LOW V LOW 0.30 V LOW V LOW V LOW V LOW V LOW 0.40 V LOW V LOW V LOW V LOW V LOW 0.40 V LOW V LOW V LOW V LOW V LOW 0.50 V LOW V LOW V LOW V LOW V LOW 0.50 V LOW V LOW V LOW V LOW V LOW 0.60 V LOW V LOW V LOW V LOW V LOW 0.60 V LOW V LOW V LOW V LOW V LOW 0.60 V LOW V LOW V LOW V LOW V LOW 0.80 V LOW V LOW V LOW V LOW V LOW 0.85 V LOW V LOW V LOW V LOW V LOW 0.90 0.50 0.30 V LOW V LOW V LOW 0.93 0.53 0.33 V LOW V LOW V LOW 0.95 0.55 0.35 V LOW V LOW V LOW 1.00 0.60 0.40 V LOW V LOW V LOW 1.10 0.65 0.40 V LOW V LOW V LOW 1.20 0.70 0.40 V LOW V LOW V LOW 1.40 0.80 0.50 V LOW V LOW V LOW 1.60 0.90 0.50 V LOW V LOW V LOW 1.80 1.00 0.60 0.30 V LOW V LOW 1.92 1.10 0.70 0.40 V LOW V LOW 2.12 1.20 0.70 0.40 0.30 V LOW 2.33 1.30 0.80 0.50 0.30 V LOW 2.56 1.50 0.90 0.50 0.30 V LOW 2.79 1.60 1.00 0.50 0.30 V LOW 3.03 1.70 1.00 0.60 0.40 V LOW 3.28 1.90 1.10 0.60 0.40 V LOW 3.53 2.00 1.20 0.70 0.40 V LOW 3.80 2.18 1.30 0.70 0.50 V LOW 4.08 2.34 1.40 0.80 0.50 V LOW 4.36 2.51 1.50 0.80 0.50 V LOW 4.50 2.59 1.55 0.85 0.50 V LOW 4.65 2.68 1.60 0.90 0.50 V LOW 4.96 2.85 1.71 1.00 0.60 V LOW 5.26 3.02 1.81 1.00 0.60 0.30 5.58 3.20 1.92 1.10 0.70 0.40 5.90 3.39 2.03 1.20 0.70 0.40 6.06 3.48 2.09 1.20 0.70 0.40 6.23 3.58 2.15 1.20 0.70 0.40 6.58 3.77 2.26 1.30 0.80 0.40 6.92 3.97 2.38 1.30 0.80 0.50 7.28 4.18 2.50 1.40 0.90 0.50 7.65 4.39 2.63 1.50 0.90 0.50 Unlock full access with a free 7.83 4.49 2.69 1.50 0.90 0.50 8.02 4.60 2.76 1.50 0.90 0.50 8.41 4.82 2.89 1.60 1.00 0.50 8.79 5.04 3.02 1.70 1.02 0.60 9.80 5.62 3.36 1.91 1.15 0.65 10.86 6.22 3.73 2.11 1.27 0.70 11.97 6.85 4.10 2.32 1.40 0.75 13.13 7.51 4.50 2.52 1.52 0.80 14.33 8.20 4.90 2.76 1.67 0.90 15.59 8.91 5.33 3.01 1.82 1.00 16.89 9.65 5.77 3.25 1.96 1.08 18.24 10.42 6.22 3.49 2.11 1.16 19.64 11.21 6.70 3.77 2.28 1.25 21.08 12.03 7.19 4.04 2.44 1.34 22.57 12.88 7.69 4.32 2.61 1.43 24.11 13.75 8.21 4.59 2.77 1.52 25.70 14.65 8.74 4.90 2.96 1.62 27.33 15.58 9.29 5.22 3.15 1.73 29.01 16.53 9.86 5.53 3.33 1.83 30.74 17.51 10.44 5.84 3.52 1.93 32.51 18.51 11.03 6.18 3.73 2.04 34.33 19.54 11.64 6.53 3.93 2.16 V HIGH 20.59 12.27 6.87 4.14 2.27 V HIGH 21.68 12.91 7.21 4.34 2.38 V HIGH 22.78 13.57 7.59 4.57 2.50 V HIGH 23.91 14.24 7.96 4.79 2.63 V HIGH 25.07 14.92 8.34 5.02 2.75 V HIGH 26.25 15.62 8.71 5.24 2.87 V HIGH 28.70 17.06 9.53 5.73 3.14




4.85 3.25 6.85 3.7 53.30 56.50 76.30 102.60 63 63 90 110 2 2 2 2 6kg/cm 4kg/cm 6kg/cm 2.5kg/cm 63III 63II 90III 110I VLOW VLOW VLOW VLOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW V LOW VLOW V LOW V LOW 0.30 VLOW V LOW V LOW 0.30 VLOW V LOW V LOW 0.30 VLOW V LOW V LOW 0.30 VLOW V LOW V LOW trial. 0.30 VLOW V LOW V LOW 0.30 VLOW V LOW V LOW 0.30 VLOW V LOW V LOW 0.30 VLOW V LOW V LOW 0.35 0.30 V LOW V LOW 0.40 0.30 V LOW V LOW 0.45 0.30 V LOW V LOW 0.50 0.40 V LOW V LOW 0.55 0.40 V LOW V LOW 0.60 0.40 V LOW V LOW 0.65 0.50 V LOW V LOW 0.70 0.50 V LOW V LOW 0.75 0.50 V LOW V LOW 0.80 0.60 V LOW V LOW 0.85 0.65 V LOW V LOW 0.90 0.70 V LOW V LOW 0.96 0.75 V LOW V LOW 1.02 0.80 V LOW V LOW 1.08 0.85 V LOW V LOW 1.14 0.80 V LOW V LOW 1.21 0.90 V LOW V LOW 1.28 0.90 V LOW V LOW 1.34 1.00 V LOW V LOW 1.41 1.05 V LOW V LOW 1.48 1.10 V LOW V LOW 1.56Cancel 1.15 0.30 V LOW anytime. 1.63 1.20 0.30 V LOW 1.70 1.30 0.30 V LOW 1.86 1.40 0.30 V LOW


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5.4 99.20 110 2 4kg/cm 110II VLOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW V LOW  V LOW V LOW V LOW V LOW V LOW

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Friction Factors for Polypark HDPE pipes (Iranian Standards) Sheet Music

Head lo 1.8 2.3 2.8 3.6 2.4 4.5 3 5.6 3.7 7.1 4.7 3 6.7 3.4 5.3 ID (mm) 12.40 15.40 19.40 24.80 27.20 31.00 34.00 38.80 42.60 48.80 53.60 57.00 76.60 103.20 99.40 OD (mm) 16 20 25 32 32 40 40 50 50 63 63 63 90 110 110 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Pressure 10kg/cm 10kg/cm 10kg/cm 10kg/cm 6kg/cm 10kg/cm 6kg/cm 10kg/cm 6kg/cm 10kg/cm 6kg/cm 4kg/cm 6kg/cm 2.5kg/cm 4kg/cm Flow (l/s) 16PN10 20PN10 25PN10 32PN10 32PN6 40PN10 40PN6 50PN10 50PN6 63PN10 63PN6 63PN4 90PN6 110PN2.5 110PN4 0.050 2.37 0.82 0.27 0.08 0.05 0.03 0.02 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.100 8.55 2.98 0.97 0.29 0.19 0.10 0.06 0.03 0.02 0.01 0.01 0.01 0.00 0.00 0.00 0.110 10.20 3.55 1.15 0.35 0.22 0.12 0.08 0.04 0.03 0.01 0.01 0.01 0.00 0.00 0.00 0.120 11.99 4.17 1.36 0.41 0.26 0.14 0.09 0.05 0.03 0.02 0.01 0.01 0.00 0.00 0.00 0.130 13.90 4.84 1.57 0.48 0.30 0.16 0.10 0.05 0.03 0.02 0.01 0.01 0.00 0.00 0.00 0.140 15.95 5.55 1.80 0.55 0.35 0.18 0.12 0.06 0.04 0.02 0.01 0.01 0.00 0.00 0.00 0.150 18.12 6.31 2.05 0.62 0.40 0.21 0.13 0.07 0.04 0.02 0.01 0.01 0.00 0.00 0.00 0.160 20.42 7.11 2.31 0.70 0.45 0.24 0.15 0.08 0.05 0.03 0.02 0.01 0.00 0.00 0.00 0.170 22.85 7.95 2.58 0.78 0.50 0.26 0.17 0.09 0.06 0.03 0.02 0.01 0.00 0.00 0.00 0.180 25.40 8.84 2.87 0.87 0.55 0.29 0.19 0.10 0.06 0.03 0.02 0.02 0.00 0.00 0.00 0.190 28.08 9.77 3.17 0.96 0.61 0.32 0.21 0.11 0.07 0.04 0.02 0.02 0.00 0.00 0.00 0.200 30.87 10.75 3.49 1.06 0.67 0.36 0.23 0.12 0.08 0.04 0.02 0.02 0.00 0.00 0.00 0.210 33.79 11.76 3.82 1.16 0.74 0.39 0.25 0.13 0.08 0.04 0.03 0.02 0.00 0.00 0.00 0.220 36.83 12.82 4.16 1.26 0.80 0.42 0.27 0.14 0.09 0.05 0.03 0.02 0.01 0.00 0.00 0.225 38.40 13.37 4.34 1.31 0.84 0.44 0.28 0.15 0.09 0.05 0.03 0.02 0.01 0.00 0.00 0.230 39.99 13.92 4.52 1.37 0.87 0.46 0.29 0.15 0.10 0.05 0.03 0.02 0.01 0.00 0.00 0.240 43.27 15.06 4.89 1.48 0.94 0.50 0.32 0.17 0.11 0.05 0.03 0.03 0.01 0.00 0.00 0.250 46.67 16.25 5.28 1.60 1.02 0.54 0.34 0.18 0.11 0.06 0.04 0.03 0.01 0.00 0.00 0.260 50.19 17.47 5.67 1.72 1.09 0.58 0.37 0.19 0.12 0.06 0.04 0.03 0.01 0.00 0.00 0.280 57.57 20.04 6.51 1.97 1.26 0.66 0.42 0.22 0.14 0.07 0.05 0.03 0.01 0.00 0.00 0.300 65.42 22.77 7.40 2.24 1.43 0.75 0.48 0.25 0.16 0.08 0.05 0.04 0.01 0.00 0.00 0.320 73.72 25.66 8.33 2.52 1.61 0.85 0.54 0.28 0.18 0.09 0.06 0.04 0.01 0.00 0.00 0.340 82.48 28.71 9.32 2.82 1.80 0.95 0.61 0.32 0.20 0.10 0.07 0.05 0.01 0.00 0.00 0.360 91.69 31.92 10.37 3.13 2.00 1.06 0.67 0.35 0.22 0.12 0.07 0.05 0.01 0.00 0.00 0.380 NA 35.28 11.46 3.46 2.21 1.17 0.75 0.39 0.25 0.13 0.08 0.06 0.01 0.00 0.00 0.400 NA 38.79 12.60 3.81 2.43 1.29 0.82 0.43 0.27 0.14 0.09 0.07 0.02 0.00 0.00 0.420 NA 42.46 13.79 4.17 2.66 1.41 0.90 0.47 0.30 0.15 0.10 0.07 0.02 0.00 0.00 0.440 NA 46.28 15.03 4.55 2.90 1.53 0.98 0.51 0.33 0.17 0.11 0.08 0.02 0.00 0.01 0.460 NA 50.25 16.32 4.94 3.15 1.66 1.06 0.56 0.35 0.18 0.12 0.09 0.02 0.00 0.01 0.480 NA 54.37 17.66 5.34 3.41 1.80 1.15 0.60 0.38 0.20 0.13 0.09 0.02 0.01 0.01 0.500 NA 58.64 19.05 5.76 3.67 1.94 1.24 0.65 0.41 0.21 0.13 0.10 0.02 0.01 0.01 0.520 NA 63.06 20.48 6.19 3.95 2.09 1.33 0.70 0.44 0.23 0.15 0.11 0.03 0.01 0.01 0.540 NA 67.63 21.96 6.64 4.24 2.24 1.43 0.75 0.48 0.25 0.16 0.12 0.03 0.01 0.01 0.550 NA 69.96 22.72 6.87 4.38 2.32 1.48 0.78 0.49 0.25 0.16 0.12 0.03 0.01 0.01 0.560 NA 72.34 23.49 7.10 4.53 2.40 1.53 0.80 0.51 0.26 0.17 0.12 0.03 0.01 0.01 0.580 NA 77.19 25.07 7.58 4.83 2.56 1.63 0.86 0.54 0.28 0.18 0.13 0.03 0.01 0.01 0.600 NA 82.20 26.70 8.07 5.15 2.72 1.74 0.91 0.58 0.30 0.19 0.14 0.03 0.01 0.01 0.620 NA 87.34 28.37 8.58 5.47 2.89 1.85 0.97 0.62 0.32 0.20 0.15 0.04 0.01 0.01 0.640 NA 92.63 30.08 9.10 5.80 3.07 1.96 1.03 0.65 0.34 0.21 0.16 0.04 0.01 0.01 0.650 NA 95.33 30.96 9.36 5.97 3.16 2.01 1.06 0.67 0.35 0.22 0.16 0.04 0.01 0.01 0.660 NA 98.06 31.85 9.63 6.14 3.25 2.07 1.09 0.69 0.36 0.23 0.17 0.04 0.01 0.01 0.680 NA NA 33.66 10.18 6.49 3.43 2.19 1.15 0.73 0.38 0.24 0.18 0.04 0.01 0.01 0.700 NA NA 35.52 10.74 6.85 3.62 2.31 1.21 0.77 0.40 0.25 0.19 0.04 0.01 0.01 0.720 NA NA 37.42 11.31 7.22 3.82 2.43 1.28 0.81 0.42 0.27 0.20 0.05 0.01 0.01 0.740 NA NA 39.37 11.90 7.59 4.02 2.56 1.35 0.85 0.44 0.28 0.21 0.05 0.01 0.01 Unlock full access with a free trial. 0.750 NA NA 40.36 12.20 7.78 4.12 2.62 1.38 0.88 0.45 0.29 0.21 0.05 0.01 0.01 0.760 NA NA 41.36 12.51 7.98 4.22 2.69 1.41 0.90 0.46 0.29 0.22 0.05 0.01 0.01 0.780 NA NA 43.40 13.12 8.37 4.43 2.82 1.48 0.94 0.49 0.31 0.23 0.05 0.01 0.02 0.800 NA NA 45.48 13.75 8.77 4.64 2.96 1.55 0.99 0.51 0.32 0.24 0.06 0.01 0.02 0.850 NA NA 50.88 15.39 9.81 5.19 3.31 1.74 1.10 0.57 0.36 0.27 0.06 0.01 0.02 0.900 NA NA 56.56 17.10 10.91 5.77 3.68 1.93 1.23 0.63 0.40 0.30 0.07 0.02 0.02 0.950 NA NA 62.52 18.91 12.06 6.38 4.07 2.14 1.36 0.70 0.44 0.33 0.08 0.02 0.02 1.000 NA NA 68.75 20.79 13.26 7.01 4.47 2.35 1.49 0.77 0.49 0.36 0.09 0.02 0.02 1.050 NA NA 75.25 22.76 14.51 7.68 4.89 2.57 1.63 0.84 0.53 0.40 0.09 0.02 0.03 1.100 NA NA 82.02 24.80 15.82 8.37 5.33 2.80 1.78 0.92 0.58 0.43 0.10 0.02 0.03 1.150 NA NA 89.06 26.93 17.17 9.08 5.79 3.04 1.93 1.00 0.63 0.47 0.11 0.03 0.03 1.200 NA NA 96.36 29.14 18.58 9.83 6.27 3.29 2.09 1.08 0.68 0.51 0.12 0.03 0.03 1.250 NA NA NA 31.43 20.04 10.60 6.76 3.55 2.25 1.16 0.74 0.55 0.13 0.03 0.04 1.300 NA NA NA 33.80 21.55 11.40 7.27 3.82 2.42 1.25 0.79 0.59 0.14 0.03 0.04 1.350 NA NA NA 36.24 23.11 12.22 7.80 4.10 2.60 1.34 0.85 0.63 0.15 0.03 0.04 1.400 NA NA NA 38.77 24.72 13.08 8.34 4.38 2.78 1.43 0.91 0.67 0.16 0.04 0.04 1.450 NA NA NA 41.37 26.38 13.95 8.90 4.68 2.97 1.53 0.97 0.72 0.17 0.04 0.05 1.500 NA NA NA 44.05 28.09 14.86 9.47 4.98 3.16 1.63 1.03 0.77 0.18 0.04 0.05 1.550 NA NA NA 46.81 29.85 15.79 10.07 5.29 3.36 1.73 1.10 0.81 0.19 0.05 0.05 1.600 NA NA NA 49.64 31.66 16.74 10.68 5.61 3.56 1.84 1.16 0.86 0.20 0.05 0.06 1.650 NA NA NA 52.55 33.51 17.73 11.30 5.94 3.77 1.94 1.23 0.91 0.22 0.05 0.06 1.700 NA NA NA 55.54 35.42 18.73 11.95 6.28 3.98 2.06 1.30 0.96 0.23 0.05 0.06 1.750 NA NA NA 58.60 37.37 19.77 12.61 6.63 4.20 2.17 1.37 1.02 0.24 0.06 0.07 1.800 NA NA NA 61.74 39.37 20.83 13.28 6.98 4.43 2.28 1.45 1.07 0.25 0.06 0.07 1.850 NA NA NA 64.95 41.42 21.91 13.97 7.34 4.66 2.40 1.52 1.13 0.27 0.06 0.08 1.900 NA NA NA 68.24 43.52 23.02 14.68 7.72 4.89 2.53 1.60Cancel 1.19 0.28 0.07 0.08 anytime. 1.950 NA NA NA 71.61 45.66 24.15 15.40 8.10 5.14 2.65 1.68 1.24 0.29 0.07 0.08 2.000 NA NA NA 75.04 47.85 25.31 16.14 8.48 5.38 2.78 1.76 1.30 0.31 0.07 0.09 2.100 NA NA NA 82.14 52.38 27.71 17.67 9.29 5.89 3.04 1.92 1.43 0.34 0.08 0.10





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UNHAB


WHO's Guidelines for Drinking-water Quality, set up in Geneva, 1993, are the int reference point for standard setting and drinking-water safety. Element/ Symbol/ Normally found in fresh Health based substance formula water/surface water/ground by the WHO water Aluminium Ammonia

Al NH4

0,2 mg/l < 0,2 mg/l (up to 0,3 mg/l in No guideline anaerobic waters) Antimony Sb < 4 μg/l 0.005 mg/l Arsenic As 0,01 mg/l Asbestos No guideline Barium Ba 0,3 mg/l Berillium Be < 1 μg/l No guideline Boron B < 1 mg/l 0,3 mg/l Cadmium Cd < 1 μg/l 0,003 mg/l Chloride Cl 250 mg/l +3 +6 Chromium Cr , Cr < 2 μg/l 0,05 mg/l Colour Not mentioned Copper Cu 2 mg/l Cyanide CN 0,07 mg/l Dissolved oxygen O2 No guideline Fluoride F < 1,5 mg/l (up to 10) 1,5 mg/l Hardness mg/l CaCO3 No guideline You're Reading a Preview Hydrogen sulfide H2S No guideline Unlock full access a free trial. Iron Fe 0,5 - with 50 mg/l No guideline Lead Pb 0,01 mg/l Manganese Mn 0,5 mg/l Download With Free Trial Mercury Hg < 0,5 μg/l 0,001 mg/l Molybdenum Mb < 0,01 mg/l 0,07 mg/l Nickel Ni < 0,02 mg/l 0,02 mg/l Nitrate and nitrite NO3, NO2 50 mg/l total nitro Turbidity Not mentioned pH No guideline Selenium Se < < 0,01 mg/l 0,01 mg/l  Silver Ag 5 – 50 μg/l Read No guideline Free Foron 30this Days Sign up to vote title Sodium Na < 20 mg/l 200 mg/l  Not useful  Useful  Cancel anytime. Sulfate SO4 500 mg/l Special offer for students: Only $4.99/month. Inorganic tin Sn No guideline


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UNHAB

Disinfectants and disinfectant by-products Group

Substance

Formula

He bas gu the 3m

NHnCl(3-n), where n = 0, 1 or 2 Chlorine Cl2 5m Chlorine dioxide ClO2 No Iodine I2 No Disinfectant by- Bromate Br O3 25 products Chlorate Cl O3 No Chlorite Cl O2 200 Chlorophenols 2-Chlorophenol (2-CP) C6 H5 Cl O No 2,4-Dichlorophenol (2,4-DCP) C6 H4 Cl2 O No 2,4,6-Trichlorophenol (2,4,6-TCP) C6 H3 Cl3 O 200 Formaldehyde HCHO 900 MX (3-Chloro-4-dichloromethyl-5-hydroxy-2(5H)- C5 H3 Cl3 O3 No furanone) You're Reading a Preview Trihalomethanes Bromoform C H Br 3 100 Dibromochloromethane CH Br 2 Cl 100 Unlock full access with a free trial. Bromodichloromethane CH Br Cl2 60 Chloroform CH Cl3 200 Download With Free Trial Chlorinated acetic Monochloroacetic acid C2 H3 Cl O2 No acids Dichloroacetic acid C2 H2 Cl2 O2 50 Trichloroacetic acid C2 H Cl3 O2 100 Chloral hydrate (trichloroacetaldehyde) C Cl3 CH(OH)2 10 Chloroacetones C3 H5 O Cl No Halogenated Dichloroacetonitrile C2 H Cl2 N 90 acetonitriles Dibromoacetonitrile C2 H Br 2 N 100 Bromochloroacetonitrile CH Cl2 CN  No Read Free For 30 Days Sign up to vote on this title Trichloroacetonitrile C2 Cl3 N  1 useful  Useful  Not Cyanogen chloride Cl CN 70 Cancel anytime. Special offer for students: Only $4.99/month. Chloropicrin C Cl3 NO2 No Disinfectants

Chloramines


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UNHAB

ABNEY LEVEL OBSERVATION BOOK (GWSS) Project:___________________ Families/member: Distric t/Province: ____________________________ Yield: ___________________ Tap Stands: Date :_____________________ Others demands:

Station

Sloped Distance (m)

Vertical Angle (d)

Vertical Distance (m)

S SD

Page No._________________ Ins trument:______________ Observed By:_____________ Recorded By:_____________

Reduced Level (m)

Remarks





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Discharge Measurement Usin g Conductivity Meter River

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Date

Salt Constant k mS/(mg/ml)

Time

Water temp C

o

Weather

Base level mS

Salt Used (M)

5

10

15

20

25

Time(sec) 30

35

40

45

50

55

60 Sum


Download With Free Trial Water Conductivity in mS

Total 77


UNHAB

LEVEL OBSERVATION BOOK Project:___________________ Master your semester with Scribd Date :_____________________ & TheTime:______________________ New York Times Weather:___________________ Special offer for students: Only $4.99/month.

Staff

Distance/

Staff Reading

Height

Page No.________  Read Free ForInstrument:_______ 30this Days Sign up to vote on title  Observed By:_____ Not useful  Useful  Cancel anytime. Recorded By:_____

Rise

Fall

Reduced

R

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UNHAB

LEVEL OBSERVATION BOOK Project:___________________ Date :_____________________ Time:______________________ Weather:___________________

Staff Stn

Page No.________ Instrument:_______ Observed By:_____ Recorded By:_____

Distance/ Staff Reading Chainage Back Inter Fore

Height of Inst

Rise

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UNHAB

STADIA OBSERVATION BOOK Project:________________ Time:___________________ Weather:________________ Instrument Height:______ Location:____________________________

Inst Height Face Horiz. Vert. Stn of Inst Angle Angle

Page:___________ Date:___________________ Instrument:______________ Observed By:____________ Recorded By:_____________

Stadia Readings Top Middle Bottom

Rem





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DESIGN

FORMAT

Project Name :

Designed by :

Date:

District name : Source Name :

Checked by : Approved by :

Date: Date:

Reach

station 1 (name) A


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Elevation

station 2 (name) B

Station 1 (m) C

Station 2 (m) D

Static

HGL

pressure head station 1 (m) (m) E F

Design

flow ( l.p.s.) G

Pipe lengh t

ground (m) H

head

design available (m) (m) I J [Hx 1.1]

[F - D]

Desired residual h ead (m) K

Desired frictional head loss h ead lo ss factor (m) (%) L M [L/I x [J - K] 100%]

Pipe class & d ia. N

F rictional head lo ss

fact or (%) O

p ar ti al (m) P [(O x I) /100]

HGL

Residual

head st ati on 2 station 2 (m) (m) Q R [F - P]

[Q - D]



80


UNHAB

REFERENCES

Master your with Scribd  Techn 1. Amarsemester Nekhu & Edward A. Hillmann, Rural Gravity Flow Water System (Design Read Free Foron 30this Days Sign up to vote title  Nepal (1996). & The NewStandard YorkStructures), Times UNICEF & Govt. of Nepal, Kathmandu,  Useful  Not useful Special offer for students: Only $4.99/month.

Cancel anytime.

2. Gravity Water Supply Design Notes and Formats, CARE International in Nepal, K Nepal.

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UNHAB

REFERENCES

1. Amar Nekhu & Edward A. Hillmann, Rural Gravity Flow Water System (Design Techn Standard Structures), UNICEF & Govt. of Nepal, Kathmandu, Nepal (1996).

2. Gravity Water Supply Design Notes and Formats, CARE International in Nepal, K Nepal.

3. Gravity Water Supply Design Notes and Formats, Rural Area Development (RADP/CIDA), Government of Nepal, Kathmandu, Nepal. 4. Gravity Water Supply Design Notes and Formats, United Mission to Nepal, Kathman

5. Lane Brown, Understanding Gravity-Flow Pipelines, Water Flow, Air Locks and Siphon of Agriculture and Lands, British Columbia, Canada, 2006.

6. National Solidarity Program (NSP) Afghanistan, Technical Manuals on WatSan (2007) 7. Oasis Design, Slow Sand Filtration at www.oasisdesign.net, 2006.

Reading Preview Handbook, 15th Edition, 8. P.N. Khanna (1996), Indian You're Practical Civil aEngineer's Publishers, Post Box 725, NewUnlock Delhifull - 110001. access with a free trial. 9. Provision of Drinking Water Download and System With of FreeWater Trial Supply Scheme, National Programme, Kabul, Afghanistan (2007).

10. Pushpa Chitrakar (2007), Discharge Measurement and Engineering Surveyi UNHABITAT, Afghanistan, ISBN 978-969-9212-00-0.

11. Pushpa Chitrakar, Design of Sixteen Gravity Water Flow Systems, Jhimruk Hydro-e Rural Electrification Project (JHEREP), Pyuthan, Nepal (1991).

Master your semester with Scribd  Read Free Foron 30this Days Sign up to vote title  12. Pushpa Chitrakar, Gravity Water Supply Pipe Network Spreadsheet, & The New York Times  Useful Design  Not useful Development Program (RADP/CIDA), Government of Nepal, Kathmandu, Nepal. Special offer for students: Only $4.99/month.

Cancel anytime.

R

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UNHAB


17. S. C. Rangwala, Fundamentals of Water Supply and Sanitary Engineering, Charotar House, Mumbai, India (2001)

18. Standardization for Rural Water Supply System, Ministry of Housing and Physical Department of Water Supply and Sewerage, Western Regional Directorate, Nepal.

19. Thomas D. Jordan, Jr., Handbook of Gravity Water System, UNICEF, Kathmandu, Nep

20. Water Supply Technical Manual, Rural Assistance Program, CARE International in Af Kabul, Afghanistan (2006).





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UNHAB

TYPICAL DRAWINGS

1. General Layout: Plan 2. Headworks General Layout: Plan 3. Weir: Plan and Sections 4. Sedimentation Tank: Plans and Sections 5. Slow Sand Filter Tank: Plans and Sections 6. 50m3 Reservoir Tank: Plan, Section and Details 7. 25m3 Reservoir Tank: Plan, Sections 8.

25m3 Reservoir Tank: Reinforcement Details

9. Pipe Networks System: Pipe Design 10. Pipe Networks System: Profile You'reTap-stand Reading a and Preview 11. Miscellaneous Details: Manhole, Pipe Laying Unlock full access with a free trial.

12. Break Pressure Tank: With and Without Float Valves Download With Free Trial 13. Spring Intake: Plan and Section

14. Stream Intake with in-built Filter: Plan and Sections



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Master your semester with Scribd & The New York Times Special offer for students: Only 0 1 .$4.99/month. 4


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