hydraulics of precast concrete (aust)

8/9/2019 Hydraulics Of Precast Concrete (Aust)

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HYDRAULICS OF PRECASTCONCRETE CONDUITSPipes and box culverts

Concrete PipeAssociationof AustralasiaACN 007 067 656

HYDRAULICDESIGNMANUAL


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HYDRAULICS OF PRECAST CONCRETE CONDUITS

CONTENTS

PREFACE PAGE 2

NOTATIONS AND SYMBOLS PAGE 3

SECTION 1FLOW OF WATER IN PRECAST CONCRETE CONDUITS PAGE 4

SECTION 2STORMWATER RUNOFF PAGE 25

SECTION 3CULVERTS PAGE 35

SECTION 4STORMWATER DRAINAGE SYSTEMS PAGE 49

SECTION 5SEPARATE SEWERAGE SYSTEMS PAGE 59

SECTION 6PRESSURE PIPELINES PAGE 65


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PREFACE

This manual has been prepared to assist engineers with the hydraulic design of precastcon ≠crete conduits. It is hoped it will also be useful in the field of engineering education. Itconsoli ≠dates information from several sources and presents it in practical and usable form.The first section is a precis treatment of theoretical hydraulic concepts used in the manual.It should be used when necessary to assist with the understanding of the subsequentsub ≠ jects. The remaining five sections consider the practical design aspects of individualsubjects, namely, runoff, culverts, drains, sewers and pressure pipes. Each of the lattersections con ≠cludes with worked examples which may be used as models for many

practical problems. If more detailed information is required, references are listed at the endof each section. The Concrete Pipe Association of Australasia is indebted to individual andinstitutional research ≠ers and scientists for the information given. Some publications standout as key works in their own field and rate a special mention because they form the mainsource material for two of the sections in this manual.They are:

‘Australian Rainfall and Runoff’ published by the Institution of Engineers,Australia 1977.Hydraulic Engineering Circulars No’s 5 and 10 published by United StatesBureau of Public Roads 1965.

The use of these publications is gratefully acknowledged.The selection, preparation and assembly of the data in this manual has been made byP. Aagren, Chief Civil Engineer, Humes Ltd. with special contributions by:R.V. Claringbould, Engineer for Sewerage Planning, Melbourne and Metropolitan Board of

Works - Review of Section 5.S. Costin, Civil Design Engineer, Humes Ltd. - preparation of graphs and examples.A.H. Gawler, Consulting Engineer - research for Sections 2 and 3.P.L.Nigro, Civil Design Engineer, Monier Rocla - preparation of examples, Section 3.B.B. Sharp, Chairman Department of Civil Engieering, Melbourne University - Sections 1.5

and 6.28, Water Hammer.S. Spreadborough, Civil Design Engineer, Monier Rocla - preparation of Section 6.Tuan Hoang, Computer Engineer, Steel Mains Pty Ltd - Colebrook-White Charts.The Concrete Pipe Association of Australasia believes that the information given in thismanual is the most up-to-date and correct available within each subject, but beyond thisstatement no guarantee is given nor is any responsibility assumed by the Association and itsmembers.Comments and suggestions for improvements to the manual will be welcomed and should bedirected to the Association’s Executive Director.

CONCRETE PIPE ASSOCIATION OF AUSTRALASIATECHNICAL COMMITTEE

1983


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NOTATIONS AND SYMBOLS

A Cross sectional area of conduit, or catchment areaC Hazen Williams coefficient or coefficient of runoffD Pipe diameterE Modulus of elasticityF A coefficientFp Passive soil resistanceH Energy head or height of thrust blockHb Bend head loss Contraction or expansion head lossHe Entry head lossHf Uniform head lossHo Outlet head lossHs Specific energyHv Valve head loss

HW HeadwaterI Rainfall intensity or infiltration allowanceK Bulk modulus of compression for waterL Length of conduitP Wetted perimeterQ DischargeR Hydraulic RadiusRe Reynolds number, vD/ νT ThrustTW Tailwater

a Pressure wave velocity or speedc Soil cohesion

d Peak factord c Critical depthe Thickness of pipe wallf Resistance factorg Acceleration due to gravityh A heightk Roughness factorkb Bend loss coefficientkc Contraction or expansion loss coefficientke Entry head loss coefficientko Outlet head loss coefficientkv Valve head loss coefficient

n Manning’s or Kutter’sn

p Hydraulic pressures Tangent to slope of the energy lines c Tangent to critical slopes o Tangent to slope of culvert invertt Critical time or time of concentrationv Flow velocityy Depth of flowz Conduit elevation above base level

β An angleγ Unit weight of waterγ s Unit weight of soil

θ An angle ν Kinematic viscosity of waterρ Density of waterτ Boundary shear

[ ] Brackets surrounding reference number listed at end of section.


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SECTION 1

1. FLOW OF WATER IN PRECAST CONCRETE CONDUITS

1.1 PHYSICAL PROPERTIES OF WATER

1.2 FULL FLOW 1.2.1 THE ENERGY LINE 1.2.2 ENERGY LOSSES AT CROSS SECTIONAL CHANGES 1.2.3 ENERGY LOSS AT UNIFORM FLOW 1.2.3.1 GENERAL 1.2.3.2 THE COLEBROOK-WHITE EQUATION 1.2.3.3 OTHER ENERGY LOSS EQUATIONS

1.3 PART-FULL FLOW 1.3.1 UNIFORM FLOW 1.3.1.1 ENERGY LOSSES AT SECTIONAL CHANGES 1.3.1.2 UNIFORM ENERGY LOSSES 1.3.1.3 FLOW VELOCITY IN CLOSED CONDUITS

1.3.2 NON UNIFORM FLOW 1.3.2.1 GENERAL 1.3.2.2 CRITICAL DEPTH 1.3.2.3 CRITICAL SLOPE 1.3.2.4 THE HYDRAULIC JUMP

1.4 BOUNDARYSHEAR

1.5 WATER HAMMER 1.5.1 THE NATURE OF WATER HAMMER 1.5.2 VALVE CLOSURE 1.5.3 PUMP STOPPAGE

1.5.4 WAVESPEED

1.6 REFERENCES


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1.6 REFERENCES

[1.1] Developments in Water Science Vol. 6 “PipelineDesign for Water Engineers”. By David Stephenson.Elsevier 1976.

[1.2.] Australian Standard 2200-1978. “Design Charts forWater Supply and Sewerage”.

[1.3.] C.F. Colebrook “Turbulent Flow in Pipes with ParticularReference to the Transition Region between theSmooth and Rough Pipe Laws”. J. Inst. Civ. Eng. 1939Vol.11 PP 133-156.

[1.4.] “Resistance to flow in two types of concrete pipe”.Lorenz G. Straub, Charles E. Bowers and Meir Puch.St. Anthony Falls Hydraulic Laboratory. TechnicalPaper No.22 Series B. 1960.

[1:5.] “Hydraulik”. A.E. Bretting (In Danish) Copenhagen1960 P241.

[1.6.] “Hydraulics of Open Channels”. B.A. Bakhmeteff.Engineering Societies Monograph, McGraw-Hill BookCo. 1932.

[1.7.] “Water Hammer – Problems and Solutions”. B.B.Sharp, Edward Arnold, 1981.

[1.8.] “Water Hammer Analysis”, J. Parmakian, Dover,1963.

[1.9.] “Water Hammer in Pumping Systems”, B.B. Sharpand H.R. Graze, Pump Technical Congress, A.P.M.A.,University of Melbourne, Nov.1980.

SECTION 1


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SECTION 2

2. STORMWATER RUNOFF

2.1 INTRODUCTION

2.2 RAINFALL 2.2.1 FREQUENCY 2.2.2 POINT MEASUREMENT OF RAINFALL APPLIED TO AN AREA

2.3 PEAK FLOW FORMULA 2.3.1 COEFFICIENT OF RUNOFF 2.3.2 TIME OF CONCENTRATION 2.3.3 LIMITATIONS TO PEAK FLOW FORMULA 2.3.4 TANGENT CHECK

2.4 EXAMPLES 2.4.1 URBAN CATCHMENT 2.4.2 RURAL CATCHMENT 2.4.3 LARGE CATCHMENT

2.5 REFERENCES


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SECTION 2


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SECTION 2


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SECTION 2


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SECTION 2


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 3


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SECTION 4

4. STORMWATER DRAINAGE SYSTEMS

4.1. INTRODUCTION 4.1.1 HEAD LOSSES 4.1.2 MINIMUM AND MAXIMUM VELOCITIES 4.1.3 TOPOGRAPHY

4.2 RESISTANCE TO FLOW IN CONDUITS 4.2.1 STRAIGHT DRAINS 4.2.2 CURVED DRAINS 4.2.2.1 PIPES 4.2.2.2 BOX CULVERTS 4.2.3 ACTUAL DIMENSIONS

4.3 INLET SHAPE AND CAPACITY

4.4 JUNCTION PITS 4.4.1 INLET PIT WITH INLET FLOW ONLY 4.4.2 JUNCTION PITS WITH INLET AND LATERAL FLOW 4.4.3 OTHER PIT TYPES 4.4.4 INVERT DROP THROUGH PITS

4.5 DEPTH OF DRAINS

4.6 GUTTER FLOW

4.7 STEEP DRAINS

4.8 EXAMPLES 4.8.1 URBAN CATCHMENT UNDERGROUND DRAINAGE 4.8.2 STEEP SLOPES

4.9 REFERENCES


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SECTION 4


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SECTION 5

5. SEPARATE SEWERAGE SYSTEMS

5.1 INTRODUCTION

5.2 THE DESIGN FLOW 5.2.1 DESIGN FLOW COMPONENTS

5.3 GRAVITY SEWERS 5.3.1 MINIMUM GRADE 5.3.2 MAXIMUM GRADE

5.4 THE SEWER DIMENSIONS 5.4.1 ROUGHNESS COEFFICIENT, k 5.4.2 SEWER DESIGN FOR MAXIMUM AND MINIMUM FLOW (GRAVITY) 5.4.3 PUMPING STATIONS AND RISING MAINS 5.4.4 RETICULATION SYSTEMS

5.5 MANHOLES

5.6 CURVES AND BENDS

5.7 DEPTH OF COVER

5.8 OVERFLOWS

5.9 EXAMPLES 5.9.1 GRAVITY TRUNK MAIN 5.9.2 SEWERAGE RETICULATION

5.10 REFERENCES


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SECTION 5


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SECTION 5

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SECTION 5


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SECTION 6

6. PRESSURE PIPELINES

6.1 INTRODUCTION

6.2 PIPELINE DESIGN 6.2.1 DESIGN INFORMATION 6.2.2 THE DESIGN FLOW 6.2.3 ROUGHNESS COEFFICIENT, k 6.2.4 THE PIPE DIAMETER 6.2.5 SLIME GROWTH 6.2.6 MAXIMUM FLOW VELOCITY 6.2.7 THE WORKING PRESSURE 6.2.8 WATER HAMMER GUIDELINES 6.2.8.1 VALVE CLOSURE 6.2.8.2 PUMP LOCATION 6.2.8.3 PUMP START 6.2.8.4 PUMP FAILURE 6.2.8.5 WATER HAMMER PROTECTION 6.2.9 THE FACTORY TEST PRESSURE AND THE EFFECT OF EXTERNAL LOAD 6.2.9.1 REINFORCED CONCRETE PIPES 6.2.9.2 PRESTRESSED CONCRETE PIPES

6.3 THRUST RESTRAINT 6.3.1 CALCULATION OF THRUST 6.3.2 CONCRETE THRUST BLOCKS

6.4 FITTINGS AND VALVES 6.4.1 FITTINGS 6.4.2 VALVES

6.5 FIELD HYDROSTATIC TESTING OF PIPELINES

6.6 EXAMPLES 6.6.1 A PUMPED MAIN 6.6.2 A GRAVITY MAIN 6.6.3 THRUST RESTRAINT 6.6.4 DESIGN FOR PRESSURE AND EXTERNAL LOAD 6.6.5 FIELD TESTING

6.7 REFERENCES


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