ad exam

of 43

Surveying

Survey Station A prominent point on the chain line Can be at the beginning of the chain line or at the

end Known as main station

Survey Lines Lines joining the main survey stations Also known as base line

Check Line Lines which are run in the field to check the accuracy of the work

Tie Line Line joins tie station on main line

Bearing Bearing of a line is its direction relative to a given meridian

Level Line Line lying in a level surface

Horizontal Line Straight line tangential to the level line at a point

Vertical Line A line normal to level line at a point

Datum Any surface to which elevation are referred

Elevation vertical distance of any surface from the datum

Mean Sea level Average height of the sea for stage of the tides

Bench Mark Relatively permanent point of reference whose elevation wrt assumed datum is known

Height of Instrument For any set up of the level HI is the elevation of plane of sight wrt assumed

datum

Back Sight BS is the sight taken on a rod held at a point of known elevation to ascertain the amount

by which the line of sight is above that point and thus to obtain the HI

Fore Sight FS is the sight taken on a rod held at a point of known elevation to ascertain the amount by

which the point is below the line of sight and thus to obtain the elevation of the station

Turning point Is a point on which both minus sight and plus sight are taken on a line of direct levels

Intermediate Station Is appoint intermediate between two turning points on which only one sight is

taken to determine the elevation of the station

Theodolite Theodolite is the most precise instrument designed for the measurement of horizontal and

vertical angles and has wide applicability in surveying such as laying off horizontal angles locating

points on line prolonging survey lines establishing grades determining difference in elevation setting

out curves

Transverse Surveying Traversing is that type of surveying in which a number of connected survey

lines from the framework and the directions and lengths of survey lines are measured with the help of

an angle measuring instrument and a tape respectively

Levelling Levelling is a branch of surveying the object of which is to find the elevations of given with

respect to a given or assumed datum and to establish points at a given elevation or at different

elevations with respect to a given or assumed datum

Reciprocal Levelling

Page 2 of 43

Classification of Surveying

A Based on the nature of the Field Survey

i) Land Survey

ii) Marine Survey

iii) Astronomical Survey

B Based on the Object of Survey

i) Engineering Survey

ii) Military Survey

iii) Geological Survey

iv) Mine Survey

v) Archaeological Survey

C Based on Instruments used

i) Chain Survey

ii) Theodolite Survey

iii) Traverse Survey

iv) Triangulation Survey

v) Tacheometric Survey

vi) Plane Table Survey

vii) Photographic Survey

viii) Aerial Survey

Chaining

Instruments of Chaining are Chain Arrow Pegs Ranging Rods Offset Rods Plasterrsquos laths Plumb

Bob

Types of Chain

Types Length Link

Metric Chain 5 10 20 30 meters

Gunterrsquos Chain 66 ft 100

Engineerrsquos Chain 100 ft 100

Revenue Chain 33 ft 16

Error occurs in chaining

a) Erroneous length of chain (Positive or Negative)

b) Bad Ranging (Positive)

c) Careless holding and Marking (Positive)

d) Bad Straightening (Positive)

e) Non-Horizontality (Positive)

f) Sag in chain (Positive)

g) Variation in Temperature (Positive or Negative)

h) Variation in pull (Positive)

Page 3 of 43

Engineering Materials

Strength The stress at which the material fails

Brittleness Tendency of a material to break before it undergoes plastic deformation

Ductility The ability of certain materials to be plastically deformed without fracture

Malleability The ability of a material to take a new shape when hammered or rolled

Hardness The resistance to deformation and forced penetration

Elasticity The ability to deform and return to the undeformed shape

Compressive strength Maximum compressive stress a material can withstand without failure

Cursing Strength The compressive stress required to cause a solid to fail by fracture

Fatigue Strength The maximum stress a material can endure for a given number of stress cycles without breaking

Flexural strength Strength of a material in bending

Impact Strength Ability of material to resist shock loading

Shear Strength The maximum shear stresses which a material can withstand without rapture

Tensile Strength The maximum tensile stress a material can withstand without rapture

Ultimate Strength The tensile stress per unit of the original surface area at which a body will fracture

Yield Strength The stress at which a material exhibits a specified deviation from proportionality of stress and

strain that is it indicates the end of elasticity and the beginning of plasticity

Poison Ratio The ratio of lateral strain to longitudinal strain

Creep The increase in strain under a sustained constant stress

Fatigue When cyclic loading is applied to a material failure of that material may occurred at much lower stress

Toughness Ability to withstand cracking

Stiffness Resistance to deform in the elastic range

Longitudinal Strain The ratio of change in length to original length is called longitudinal strain

Shearing Strain Shearing strain is defined as the angle of shear measured in radians

Volume Strain The ratio of the change in volume to original volume is called volume strain

Shear A shearing force acts p

Cement Binding material that holds things together Manufactured from calcareous material (limestone) and

argillaceous material (clay)

Page 4 of 43

Steel

- Deformed bar Plain round bar Flat bar Tor steel bar Square rod Stainless square rod Plain round rod

Twisted round rod Twisted rope rod Deformed round rod

Accelerators Admixture that decrease the setting time

Admixture An ingredient of concrete to control setting and early hardening workability

Binder Hardened cement paste

Calcinations Decomposition due to the loss of bound water and carbon dioxide

Curing To keep concrete moist during hardening

Gypsum Calcium Sulphat+2H2O

Kiln High Temperature oven

Limestone Mineral water

FM (FA) = Sieve NO 4 8 16 30 50 100

100

Sieve Size Standard opening (mm)

3 9∙5

4 4∙75

8 2∙36

16 1∙18

30 0∙600

50 0∙300

100 0∙150

200 0∙075

FM (CA) = Sieve NO 75∙0 37∙5 19 9∙5 4∙75 2∙36 1∙18 600 300 150

100

Page 5 of 43

Cement

Definition Cement is a binding material that can hold things together It is manufactured from calcareous material

(Compounds of calcium and magnesium example Limestone) and argillaceous material (mainly silica alumina and

oxides of iron example Clay) Cement is binder a substance which sets and hardens independently and can bind other

materials together

Raw Materials

i) Limestone

ii) Chalk

iii) Shell

iv) Calcareous mud

Basic component of Cement manufacturing process

Basic Chemistry of Cement

Clinker contains four main materials

Alite Approximately tricalcium silicate (typically about 65 of the clinker)

Belite Approximately dicalcium silicate (typically about 15 of the clinker)

Aluminate Very approximately tricalcium aluminate (typically 7 of the clinker)

Ferrite Very approximately tetracalcium aluminoferrite (typically 8 of the clinker)

Main compounds in Portland Cement

Name of Compound Oxide Composition Abbreviation

Tricalcium Silicate 3 CaO SiO2 C3S

Dicalcium Silicate 3 CaO SiO2 C2S

Tricalcium aluminate 3 CaO Al2O3 C3A

Tetracalcium aluminoferrite 3 CaO Al2O3 Fe2O3 C4AF

Types of Cement and their Composition ASTM C 150

Type ASTM C 150 C3S C2S C3A C4AF

I General Purpose 55 19 10 7

II Moderate sulfate resistance (and

moderate heat of hydration as option)

51 24 6 11

III High early strength 56 19 10 7

IV Low heat of hydration 28 49 4 12

V Sulfate resistant 38 43 4 9

Limestone

Blending Kiln Clinker Store Clinker Mill

Clay

Page 6 of 43

Types of Cement in European Standard

Type Composition Portland Cement Comprising Portland cement and upto 5 of minor additional

constituents

Portland Composite Cement

1 Portland Slag Cement

2 Portland Silica fume Cement

3 Portland Fly-ash Cement

4 Portland Limestone Cement

5 Portland Composite Cement

Portland cement and up to 35 of other single constituents

Blastfurnace Cement Portland cement and higher percentages of blast furnace slag

Pozzolanic Cement Portland cement and up to 55 of pozzolanic constituents

Composite Cement Portland cement blast furnace slag and pozzolana or fly ash

Cement Hydration The process by which cement reacts with eater is termed bdquohydration‟

Heat of Hydration When cement and water are mixed together the reactions which occur are mostly exothermic ndash

heat is produced This is called heat of hydration

Setting of Cement Setting is used to describe the stiffening of the cement paste Setting refers to changes of

cement paste from a fluid to rigid state

Hardening of Cement The term hardening refers to the gain of strength of a set cement paste although during

setting the paste acquires some strength

Initial Setting time The beginning of the setting process when the cement paste starts losing its plasticity

Final Setting time Time elapsed between the moment water is added to cement and the time when the paste

completely lost its plasticity and can resist certain definite pressure

False Set This refers to rapid setting that occurs without the liberation of much heat Plasticity can be regained by

further mixing without the need to add more water

Flash Set This behavior is accompanied by the liberation of considerable heat The plasticity cannot be regained

with additional mixing or water

Special Types of Cement

1 Pozzolan ndash Modified Cement

2 Slag Cement Blends of a minimum of 70 water quenched Blast ndash furnace slag and Portland cement

Used in hydraulic structure such as dams and bridge

3 Slag ndash Modified Portland Cement

4 Expansive Cement

5 Whit Cement

6 Water ndash Repellent Cement

7 Masonry Cement

8 Rapid setting Cement

Page 7 of 43

Flow diagram of Dry Process and Wet process of cement Manufacture

Dry Process Wet Process

Calcareous (Limestone) Argillaceous (Clay) Calcareous (Limestone) Argillaceous (Clay)

Crushing Crushing Crushing Crushing

Grinding

Grinding

Grinding Grinding

Water

Storage

Storage Storage

Storage

Mixing Wet Grinding in Rotary Mill Mixing ndash In ndash Correct Proportion

CoalFuel

CoalFuel

Slurry formation Storage ndash of Raw Mix

Rotary ndash Kiln Rotary ndash Kiln

Clinker ndash Formation

Gypsum

Clinker ndash Grinding


Gypsum


Packing amp Distribution Packing amp Distribution

Page 8 of 43

Aggregates

Definition Aggregate is inert granular material such as sand gravel crushed stone and brick chips that usually

occupies approximately 60 to 75 of the volume of concrete Aggregate properties significantly affect the workability

of plastic concrete and the durability strength thermal properties and density of harden concrete

Use of Aggregate

i Reinforcement Concrete

ii Asphalt Concrete

iii Base materials for Roads

iv Ballast

v Foundations

vi Plaster Mortar Grout Filet materials etc

Classification of Aggregates

A Based on Size

i) Fine Aggregate They would pass through 4 sieve retained on No 200 (= 0075 mm) sieve That

means less than 475 mm and greater than 0075 mm

ii) Course Aggregate Size of this type of aggregates are 475 mm to 50 mm

B Based on source

i) Natural Sand Gravel Crushed Stone

ii) Manufactured Blast Furnace Slag recycled Concrete other industry by products etc

a) Igneous Rock Formed on cooling of the magma Hard tough strong Excellent aggregate

Example Granite Basalt

b) Sedimentary Rock Stratified rocks Excellent to poor aggregate Example Limestone Sandstone

c) Metamorphic Rock Igneous or sedimentary rocks that have changed their original texture crystal

structure or mineralogy composition due to physical and chemical condition Example Marble

Schist Slate etc

Some important characteristics

Oven Dry Condition (OD) All free moisture whether external surface moisture or internal moisture are

driven off by heat

Air Dry Condition Nor surface moisture but some internal moisture remains

Saturated- Surface Dry Condition (SSD) Aggregate is said to be SSD when their moisture states are

such that during mixing they will neither absorb any of the mixing water add nor will they contribute any

of their contained water to the mix

Damp or Wet Condition Aggregate containing moisture in excess of the SSD condition

Absorption Capacity (AC) Maximum amount of water the aggregate will absorb The range for most

normal weight aggregate is 1 ndash 2

Page 9 of 43

AC = WSSD minus WOD

WOD times 100

Effective Absorption (EA) Amount of water required to bring an aggregate from the Air Dry (AD) state

to the SSD state

EA = WSSD minus WAD

WAD times 100

Surface Moisture (SM) Amount of water in excess of SSD

SM = WWET minus WSSD

WSSD times 100

It is used to calculate the additional water of the concrete mix

Moisture content of aggregate is given by

MC = Wstock minus WSSD

WSSD times 100

Specific Gravity (SG) Specific gravity of an aggregate is the unit mass of the aggregate relative to the

mass of equal volume of water

Soundness Aggregate is considered unsound when volume changes in the aggregate induced by weather

Brick

Components of Brick

Compounds Percentage

Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick

First Class Brick Second Class Brick Third Class Brick First Class Bats Second Class Bats Picked

Jhama Bricks Jhama Brick Jhama Bats

Page 10 of 43

Concrete

Durability

Definition

- Resistance to physical and chemical deterioration of concrete

- Protection of embedded Steel from corrosion process

Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43

Transportation Engineering

Traffic Engineering Administration and Function

Function of Traffic Engineer

- Collection analysis and interpretation of data pertaining to traffic

- Traffic and Transportation Planning

- Traffic Design

- Measures for operation of traffic

Organization of the Traffic Engineering Department

State highway Department

Other major Division Traffic Engineering Division Other Major Divisions

District Traffic Engineers

Supervision of signs Signals and markings Field Studies

and Surveys Technical Reports Investigate complaints

Inspection Assist Municipalities in making Special Surveys

and preparing Reports

Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43

Traffic Engineering Administration in a Department of Transportation

Chief Administrator

Staff Services

Planning Budget Line Department Finance Personnel

Speed Journey Time and Delay Surveys

Spot Speed Instantaneous speed of a vehicle at a specified location

Running Speed Average speeds maintained by a vehicle over a given course while the vehicle in motion

Journey Speed Overall travel speed the effective speed of a vehicle between two points

Time-mean Speed Average of the speed measurements at one point in space over a period of the time

Space-mean Speed Average of the speed measurements at an instant of time over a space

Relationship between Time-mean Speed amp Space-mean Speed

Time-mean Speed = Space-mean speed + Standard deviation 2

Space minusmean Speed

Vehicle Volume Counts

Types of Vehicle Volume Count

1) Short-Term Counts Determine the flow in the peak hour Measuring the saturation flow at signalized

intersection Intersection counts during the morning and evening peak

2) Counts for a full a day Determine hourly fluctuation of flow Intersection count

3) Counts for a full week Determine the hourly and daily fluctuation of flow

4) Continuous Counts Determine the fluctuation of floe daily weekly seasonally and yearly Determine

the annual rate of growth of traffic

Police Fire Health amp Welfare Transportation Public Works Parks and Recreation

Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43

Methods Available for Traffic Count

(i) Manual methods

(ii) Combination of manual and mechanical methods

(iii) Automatic devices

(iv) Moving observer method

(v) Photographic methods

Speed Studies

98th

Percentile Speed The speed below which 98 percent of all vehicle travel also known as Design Speed

85th

Percentile Speed The speed below which 85 percent of all vehicle travel Used for determining the speed

limits for traffic regulation

50th

Percentile Speed The speed at which there are as many vehicles going faster as there are going slower

15th

Percentile Speed The speed below which 15 percent of all vehicles travel is used to determine the lower

speed limit

Geometric Design

Highway Classification

A Urban Road

(1) Express Ways

(2) Arterial Streets

(3) Sub-arterial Streets

(4) Collector Streets

(5) Local Streets

B Rural Road

(1) National Highways

(2) State Highways

(3) District Highways

(4) Village Highways

Page 16 of 43

Flexible Pavement

1 Wearing Surface

1 inch bituminous surface

Capable of withstanding wear and abrasion

Pavement from shoring and putting under load

2 Base layer

Is a layer below wearing surface of high stability

It should have such character that is not damaged by capillary water and frost action

Composed of gravel crushed rock or granular material treated with asphalt cement fly-ash

I Distribute the stress created by wheel to sub-grade

II Protect from frost action and capillary action

3 Sub-base layer

Made of Granular materials

Necessary where sub-grade soil is extremely weak

4 Sub-grade layer

It is the base layer

Supports all the loads which come to the pavement

Parameter Flexible Pavement Rigid Pavement

Design precision Less precise Design is empirical Much more precise Basis of design is

flexural strength

Life 10 to 20 years About 40 years

Maintenance Frequent maintenance is necessary

Maintenance cost is high

Need very little maintenance

Maintenance cost is low

Initial cost Low Very high

Stage construction Allow stage construction Does not fit into stage construction

Availablity of Material Bitumin is low quantities and reserve is

shrinking

Cement is in short supply but can be

manufactured

Surface Characteristics Good riding quality and temporary skid

resistance

Smooth and non-skid surface

Penetration of water Permeable Impermeable except joint

Environmental condition

during construction

Hazardous effect on environment Much less hazardous effect on

environment

Overall economy on a life

cycle basis

For less economical Much more economical

Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design

The mix design determines the optimum bitumen content The Marshall Stability and flow test provides the

performance prediction measure for the marshall mix design method The stability portion of the test measures

the maximum load supported by the test specimen at a loading rate of 508 mmminute Laod is applied to the

specimen till failure and maximum load is designed as stability

Cutback Asphalt

When volatile solvents are mixed with asphalt cement to make a liquid product the mixture is called

ldquoCutback Asphaltrdquo

When a cutback asphalt are exposed to air the volatile solvent evaporates and the asphalt in the

mixture regain its original characteristics

Depending on the volatility of the solvent used the rate of curing of cutback asphalt can vary from a

few minutes to several days Three type of cutback asphalts are

1) Rapid-curing (RC) Gasoline or naphtha

2) Medium-curing (MC) Kerosene

3) Slow-curing (SC) Road oils

Emulsified Asphalt

A mixture of asphalt cement water and an emulsifying agent

Ranging around 3micro in size

Two types of emulsified asphalts are

1) Anionic Emulsion

- Carry negative charge

- Effective in coating electropositive aggregate like limestone

2) Cationic Emulsion

- Carry positive charge

- Effective in coating electronegative aggregate like siliceous aggregate

Page 18 of 43

REQUIREMENT OF A PAVEMENT An ideal pavement should meet the following requirements

Sufficient thickness to distribute the wheel load stresses to a safe value on the sub-grade soil Structurally strong to withstand all types of stresses imposed upon it Adequate coeffcient of friction to prevent skidding of vehicles Smooth surface to provide comfort to road users even at high speed Produce least noise from moving vehicles Dust proof surface so that traffic safety is not impaired by reducing visibility Impervious surface so that sub-grade soil is well protected Long design life with low maintenance cost

Air Void percent VMA percent

VFA percent Unit Weight pcf

Stability pounds Flow 001 in

Asphalt Content percent Asphalt Content percent



Page 19 of 43

FACTORS AFFECTING PAVEMENT PERFORMANCE

There are numerous factors influencing the performance of a pavement the following five are considered the most influential

Traffic Traffic is the most important factor influencing pavement performance The performance of pavements is mostly influenced by the loading magnitude configuration and the number of load repetitions by heavy vehicles The damage caused per pass to a pavement by an axle is defined relative to the damage per pass of a standard axle load which is defined as a 80 kN single axle load (E80)

Moisture Moisture can significantly weaken the support strength of natural gravel materials especially the subgrade Moisture can enter the pavement structure through cracks and holes in the surface laterally through the subgrade and from the underlying water table through capillary action The result of moisture ingress is the lubrication of particles loss of particle interlock and subsequent particle displacement resulting in pavement failure

Subgrade The subgrade is the underlying soil that supports the applied wheel loads If the subgrade is too weak to support the wheel loads the pavement will flex excessively which ultimately causes the pavement to fail If natural variations in the composition of the subgrade are not adequately addressed by the pavement design significant differences in pavement performance will be experienced

Construction quality Failure to obtain proper compaction improper moisture conditions during construction quality of materials and accurate layer thickness (after compaction) all directly affect the performance of a pavement These conditions stress the need for skilled staff and the importance of good inspection and quality control procedures during construction

Maintenance Pavement performance depends on what when and how maintenance is performed No matter how well the pavement is built it will deteriorate over time based upon the mentioned factors The timing of maintenance is very important if a pavement is permitted to deteriorate to a very poor condition

Page 20 of 43

ADVANTAGE amp DISADVANTAGE of FLXIBLE PAVEMENT

Advantage

1 Design is empirical

2 Life time is 10 to 20 years

3 Initial cost is less

Disadvantage

1 Hazardous effect on environment

2 Maintenance cost is high

3 Expensive than rigid pavement

4 Manufacturing materials are not available

RIGID PAVEMENT LAYER

This section describes the typical rigid pavement structure consisting of

Surface Course This is the top layer which consists of the PCC slab

Base Course This is the layer directly below the PCC layer and generally consists of aggregate or stabilized subgrade

Subbase Course This is the layer (or layers) under the base layer A subbase is not always needed and therefore may often be omitted

ADVANTAGE amp DISADVANTAGE of RIGID PAVEMENT

Advantage

1 Long life time about 40 years

2 Less hazardous effect on environment

3 Low maintenance cost

4 Economical than Flexible pavement

5 Materials are not available

Disadvantage

1 High initial cost

2 Does not fit into stage construction

Page 21 of 43

Environmental Engineering

Component of Water supply system

Common Water treatment Methods are

- Plain sedimentation

- Sedimentation

- Filtration

- Disinfection

Some common treatment method

Safety range of different impurities of Water

Parameter Bangladesh Standard Treatment method

PH 6∙5 - 9∙2

Turbidity 25 (NTU) Plain Sedimentation

Color 30 (TCU) Use Alum

Hardness 200-500 (as 1198621198861198621198743) Water softening + Recarbonation

Iron 1 mgL Prechlorination + Activated carbon

Manganese 0∙1 mgL Prechlorination + Activated carbon

Arsenic 0∙05 mgL Prechlorination + Activated carbon

Carbon-dioxide 50 mgL Aeration

BOD5 10 mgL Prechlorination + Activated carbon

Coagulation

- Process of adding salt which produce positive ions in water

- Application is rapid agitation for good mixing (Destabilization of colloids and promotion of frequent contact

among particle)

Flocculation

- Gentle and continuous stirring for agglomeration of micro-flocs formed during the coagulation process to

produce larger flocs with good setting characteristics

Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity

Due to presence of suspended solid materials like clay silt

Odor

Caused because of presence of Dissolved gas (H2S)

PH Acidity Alkalinity

They are not impurities but they disturbed in the purification process of water So these parameters

should be controlled

Chloride

High concentration of chloride in water gives an undesirable taste to water and give corrosive nature to

metal

Infiltration It is the water that leaks into sewers from the ground

Inflow It is the water which enters into sewers from surface sources through cracks in manholes open

cleanout perforated manhole covers and roof drains or basement sumps connected to the sewers Inflow

occurs only during runoff events

Total Carbon

Inorganic Carbon Organic Carbon

Particulate Dissolved Purgeable organic Carbon Non-Purgeable organic Carbon

Page 23 of 43

Sewer

Sewer A sewer is a pipe or conduit generally closed but normally not flowing full for carrying

sewage Classification of sewer on the basis of the type of sewage it carries

1 Sanitary sewer

2 Storm sewer

3 Combined sewer

Sanitary sewer A sanitary is one that carries sanitary sewage is designed to exclude storm

sewage surface waste and groundwater Usually it will carry industrial wastes produced in

the area that it sewers Its occasionally called a separate sewer

Storm sewer A storm sewer carries storm sewage including surface runoff and street wash

Combined sewer A combined sewer is designed to carry domestic sewage industrial waste

and storm sewage

A sewer system composed of combined sewers is known as a combined system but if the storm sewage is

carried separately from the domestic and industrial wastes it is said to be a separate system

Types of sewers that make up a waste water collection system (starting with the smallest and proceeding to

the largest) may be described as followed

1 House or building sewers

2 Lateral or branch sewers

3 Sub-main sewers

4 Main or trunk sewers

5 Intercepting sewers

6 Relief sewers

Manning‟s equation for sewer design

Q = Awetted times V

Where V = velocity = 1

n R

2

3 S1

2

n = Manning‟s roughness co-efficient

S = slope

R = Hydraulic radius = Wetted area

Wetted perimeter =

Awetted

Pwetted

Equation for Storm Sewage Flow

Q = KICA

Where Q = storm sewage flow

A = area of the catchment

C = co-efficient of runoff

Page 24 of 43

I = Rainfall intensity = a

b+t

a amp b = constant

t = time of concentration (min)

Value of bdquoK‟ amp unit of bdquoQ‟ depends on unit of bdquoA‟ amp bdquoI‟

Unit of bdquoA‟ Unit of bdquoI‟ Value of bdquoK‟ Unit of bdquoQ‟

m2 msminus1 1 m3sec

Acre inchhour 1 ft3sec

km2 mmhour 0∙278 m3sec

Hector mmhour 0∙00278 m3sec

Sewer system requires

Manhole Manhole are used as a means of access for inspection and cleansing of sewers They are

placed

1 At intervals of 90-150 m

2 At points where there is a change of direction of sewers

3 At change in pipe sizes

4 At considerable change in grade

5 At meeting points of two or more sewers

Inlet

Inlet is an opening for entrance of storm runoff

They are placed usually at street intersections

Catchment basin

Catchment basin is an inlet with a basin which allows debris to settle out

The water held in basin frequently produces mosquitoes and may itself be a source of odour

So they must be cleaned frequently

Regulator

A regulator is a device that diverts sewage flow from one sewer into another

Inverted Siphon

In sewage works the term inverted siphon is applied to a portion of sewer to avoid obstruction

such as a railway cut or a stream etc

Sewer outlet Sewer extended long distance in disposal points to discharge sewage which is

called sewer outlet

Page 25 of 43

Geotechnical Engineering

Rock Natural aggregate of mineral grains connected by strong and permanent cohesive forces

Soil Natural aggregate of mineral grains with or without organic constituents that can be separated by gentle

mechanical means

Purpose of identification and classification

Types Size (mm)

Gravel gt 4∙75

Coarse Sand 4∙75 to 2∙00

Medium Sand 2∙00 to 0∙425

Fine Sand 0∙425 to 0∙075

Fines (Silt + Clay) lt 0∙075

Identification of Fine-grained soil fractions from Manual Tests

Typical Name Dry strength Dilatancy

Reaction

Toughness of Plastic

thread

Times to settle in

Dispersion Test

Sandy Silt None to Very Low Rapid Weak to friable 30 sec ndash 60 min

Silt Very Low to Low Rapid Weak to friable 15 min ndash 60 min

Clayey Silt Low to Medium Rapid to Slow Medium 15 min ndash Several hours

Sandy Clay Low to High Slow to none Medium 30 sec ndash Several hours

Silty Clay Medium to High Slow to None Medium 15 min ndash Several hours

Clay High to Very High None Tough Several hours ndash Days

Organic Silt Low to Medium Slow Weak to friable 15 min ndash Several hours

Organic Clay Medium to Very High None Tough Several hours ndash Days

Soil Moisture Scale

Soil-Moisture Scale Physical State Consistency

Liquid Very Soft

Liquid Limit helliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip Soft

Plasticity Index Semisolid Stiff

Plastic Range

Plastic Limithelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip helliphelliphelliphelliphelliphelliphelliphelliphellip Very Stiff

Shrinkage Limithelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip Extremely Stiff

Solid

Air Dryhelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphelliphellip Hard

Hygroscopic moisture

Oven Dry

Page 26 of 43

Permeability of Soil

A material is said to be permeable if it contains continuous voids

Permeability of Rock

Range 10minus 8 to 10minus 10 cmsecond

Sample SPT qu (tsf)

Very Soft 0 - 2 0 - 0middot25

Soft 2 - 4 0middot25 - 0middot50

Medium Stiff 4 - 8 0middot50 - 1middot0

Stiff 8 -15 1middot0 - 2middot0

Very Stiff 15 - 30 2middot0 - 4middot0

Hard gt 30 gt 4 middot 0

Effective Pressure An excess over the neutral stress and acts exclusively between the points of contact of solid

constituents

Pore-water pressure Acts in the water and in the solid in every direction

Seepage

Flow Net

Consolidation A process which involves in decreasing of water content of a saturated soil without replacement of

water by air

Past pressure gt Present pressure = Pre-consolidation

Past pressure lt Present pressure = Consolidated soil

Relationship between Void ratio Water content and Unit weight

Vv = Volume of Voids

Vs = Volume of solid matter

V = Total volume of solid

Vw = Volume of water

e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V

s = Degree of Solution = Vw

Vv times 100

γb= Bulk unit weight = Unit weight of soil + the weight of water

γs= Saturated unit weight of soil if water fills up all the voids

γd= Dry unit weight = unit length of oven dried sample

e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e

Relation between Total pressure Pore water pressure Effective Pressure

P = Peffective + uw

Page 27 of 43

Objective of Soil Exploration

1 To get preliminary idea about the soil (silt or clay)

2 To get the knowledge about properties of the soil

3 To determine the bearing capacity of soil (high or less)

4 To select an economical and safe foundation for the structure (Shallow Deep or Combined)

5 To fix the depth of the foundation

6 To predict the settlement of the selected foundation

7 To know the underground water level

8 To identify which problem can be generate during construction

Open test method

Another method of subsurface exploration is open pit method

Dug with a backhoe or power shovel

An ordinary backhoe with a reach of 3 m to 4 m is usually adequate for this test

Most dependable and informative methods of investigation

It permits detailed examination of the soil formation for the entire depth

Stiffness of strata the texture and grain size of the soil detailed sampling moisture evaluation

are some of the items of information that can be conveniently obtained from this method

Advantage

1 It provides a vivid picture of the stratification

2 It is relatively fast and inexpensive

3 It permits reliable in-place testing and sampling

Disadvantage

1 Applicable foe shallow depth generally 4 to 5 m

2 High water table limit the depth of excavation

3 If extraordinary safety is required then cost may be unacceptably high

4 Backfilling of holes under controlled compaction condition may produce serious non-

uniform stratum characteristics over site

Standard penetration test (SPT) or Penetrometer test

Performed to determine the SPT value

Penetrometer is used to determine for this test

Penetrometer is a hand-operated device which produces the necessary force to push a probe at a

certain distance

Procedure

I A hammer of 18 inch height and 64 kg weight is allow to fall from a height of 30 inch

over the soil of the site

II Number of blow for each 6 inch penetration of soil is recorded

III Same procedure is repeated for two more 6 inch penetration

IV If N2 = number of blow for 2nd

bdquo6 inch‟ penetration and

N3 = number of blow for 3rd

bdquo6 inch‟ penetration

Then SPT value = N2 + N3

SPT value bdquo6‟ indicates the satisfied soil condition for shallow foundation

SPT value bdquo16‟ indicates very good soil condition

Used to determine the relative density of sands and non-cohesive soils

Not recommended for cohesionless soil

Page 28 of 43

Disturbed Soil Sample

Samples those are obtained by wash boring and transported out by water amp deposited in a tub or

container is termed as disturbed soil sample

Undisturbed Soil Sample

Samples those are obtained by pushing shell by tube smoothly amp continuously into the soil with less

disturbance amp so they retain in almost their original state is known as undisturbed soil sample

Difference between disturbed amp undisturbed soil sample

Disturbed soil sample Undisturbed soil sample

Samples are obtained by wash boring Samples are obtained pushing shell by tube smoothly

and continuously

Has various strata characteristics As moisture cannot be escaped uniform

characteristics are obtained

Less expensive amp easier processes are used to obtain

those samples

Expensive amp much complex processes are used to

obtain those samples

General information are obtained Specific information are obtained

Reasons for selecting DEEP FOUNDATION

1 Heavy load When the structure has heavy load

2 Poor bearing capacity When the soil of the site very small bearing capacity

3 Physical restriction When it is impossible to increase the length of shallow foundation because

of boundary restriction

4 Economical restriction When shallow foundation is more costly then deep foundation

For these types of problem we have to select deep foundation

Characteristics of deep foundation

1 High bearing capacity

2 More reliable then shallow foundation

3 Expensive than an ordinary spread footing

Common form of deep foundation

Two most common forms of deep foundation are

1 Piles

2 Caissons

Page 29 of 43

Pile

Specially installed relatively slender columns used to transmit the structural loads to a lower

firmer soil or rock formation

Diameter is generally 750 mm or less

Used when simple spread foundation at a suitable depth is not possible because of required

bearing capacity

In incompressible soil or water-logged soil piles are used to provide safe foundation

Types of Pile

Three types of piles are

1 Timber Piles

2 Concrete Piles

3 Steel Piles

Consideration to selection of the Pile type

1 Corrosive property of stratum

2 Fluctuation in the water table

3 Installation procedure

4 Required length

5 Availability of material

6 Install equipment

7 Restriction on driving noise

8 Costs

Timber Pile

This type of piles is made from timber

Timber is made from tree trunks with the branches

May be circular or square in cross-section

Installed by driving

Normally pile is driven with small end

Maximum length is 20 m in normal

Advantages

I Economical

II Can be driven rapidly which is time consuming

III Available

IV For the elasticity property this type of pile is recommended for sites where piles are

subjected to unusual lateral forces

V Do not need heavy machinery and elaborate technical supervision

Disadvantages

I Must be cut off below the permanent ground water level to prevent them from decay So

this type of pile has restricted length and depth

II Cannot be driven in filled up ground without injury

III Could be attacked by insects

IV Liable to decay

V For its restricted length this type of pile cannot be used for long pile where it is needed

VI Low bearing capacity

Page 30 of 43

Steel Pile

Steel piles are usually rolled or fabricated in shape

Very strong pile

Expensive

Corrosion is the main problem of this type of pile

Can be attacked by corrosive agents like salt acid moisture or oxygen

Not recommended for the soil which has a pH value less than 7

Concrete Pile

Advantages

I Durability of concrete pile is independent of the ground water

II Greater bearing capacity

III Can be cast to any length size or shape

IV Materials are available

V Can be used as protective coating for steel pile

Disadvantages

I More costly then timber piles

II Installation is not easy

III Must be reinforced to withstand handling stresses

Types of Concrete Pile

1 Pre-cast Pile

Reinforced pile which is moulded in circular square or rectangular form

Piles are cast and cured in a casting yard and then transported to site

Length is limited to about 25 m

Diameter is limited to 0middot5 m

Pile capacity is usually limited to about 75 tons

Used in marine installation

Advantage

Can be cast well before the commencement of the work

Construction can be well supervised

Defect can be rectified before use

Reinforcement remains in their proper position

Can be driven under water

Disadvantage

They are heavy and difficult to handle and transport

Exact length of a pile can rarely be pre-determined so it has to be lengthened which is

very difficult

If a pile is found to be too long after driving then its need to be cut down which needs

more labour time or expense

Page 31 of 43

2 Cast in situ Pile

Installation is consists of driving a steel tubing or casing into the ground and then

filling it with concrete

Alternatively concrete may be cast into a driven shell that is subsequently extracted as

the concrete is poured

Depending on wall thickness a steel shell or pipe may be driven with or without the

aid of a mandrel

Mandrel is used to prevent collapse and buckling of shell

Advantages

Can be cast in desired length

High load bearing capacity

No transportation cost

Saving of time required for curing

Pile can be designed according to exact load bearing capacity

Disadvantage

Cannot be used under water

Possibility of displacement of reinforcement if provided

As concrete is dumped from great height the quality of work is not appreciably good

Concrete is more susceptible to attack by corrosive constituents in soil

Possibility of the void being left inside the concrete

Caisson

Caisson used when

1 Structure moving vertically

2 When building settle but utilities do not

- Occurs when parts of building settle at different rates which -

a) Create cracks in structure

b) Affects the structural integrity of the building

c) Some rare cases soil may swell and pushing building upward

Caisson is

1 Prefabricated hollow box or cylinder

2 At first it sunk into the ground at some desired depth and then filled with concrete

3 Used in bridge piers and structures where foundation is required under water

4 Can be floated to the job site and sunk into place

5 Similar to pile in formation but different in installation

6 A form of deep foundation which are constructed above ground level then sunk to the

required level by excavating or dredging material in caisson

7 Consists of concrete columns constructed in cylindrical shafts

8 Carry the building loads at their lower ends which are bell-shaped

Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic

2 Minimize requirement of pile cap

3 Slightly less noise and reduced vibration

4 Easily adaptable to varying site condition

5 High axial and lateral loading capacity

Disadvantages

1 Extremely sensitive to construction procedures

2 Not good for contaminated sites

3 Lack of construction Expertise

4 Lack of qualified Inspectors

Types of Foundations and Methods of Construction

Footing

An enlargement of the base of a column or wall for the purpose of transmitting the load to the subsoil at a pressure

suited to the properties of the soil

1) Individual Isolated Spread Footing Support a single column

2) Wall or Continuous Footing The footing beneath a wall

3) Combined Footing A footing supports several Column

4) Cantilever Footing A special type of combined footing if one of the columns supports an exterior wall

Raft Foundation

A combined footing that covers the entire area beneath a structure and supports all the walls and columns

When individual footing covers more than half the building area raft foundation is used

Pile Foundation

Piles are underground structural members of small cross-section compared to their depth which can carry a heavy

load

Used when footing and raft foundations are too weak

Timber Pile Concrete Pile Composite Pile

Pier Foundation

Pier is an underground structural members used for transmitting load to a stratum capable of supporting it without

danger of failure Ratio of Depth of foundation to the base width of piers is usually greater than 4

Page 33 of 43

Pier Shafts

A pier is the support usually of concrete or masonry for the superstructure of a bridge

Retaining Walls

A structure that provides lateral support for a mass of soil and that owes is stability primarily to its own weight

and to the weight of any soil located directly above its base

Abutments

Pier shaft located at the end of a bridge and subjected to lateral earth pressure is known as abutment

Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning

Plasticity Index = Liquid Limit ndash Plastic Limit

Toughness Index = Plasticity Index

Flow Index

Atterburg Limit

Behavior of the soil is related to the amount of water in the system

Liquid Limit Boundary between Liquid to Plastic state

Plastic Limit Boundary between Plastic to Semi-solid state

Shrinkage Limit Boundary between Semi-solid to Solid state

Terzaghi Equation

Long Footing

qu = C Nc + q Nq + 1

2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing

qu = C Nc + q Nq + 03 B γ Nγ

Page 34 of 43

Meyerhofrsquos Equation

qu = C Nc sc dc ic + q Nq sq dq iq +1

2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2

C = cohesion [given]

Nc = constant [based on φ]

sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2

q = based on position of water table

Nq = constant [based on φ]

sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2

B = width or base of footing

γ = varies with position of water table

sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs

rArr Qu = qp Ap + qs As

rArr Qu = qp π

4 B 2 + qs π B L

Where

qp = C Nc + q Nq + 1

2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N

2 For Cast in situ Pile

qp = 20 N L

B le 200 N

qs = N

ks = 15 for concrete

σ = q

2

120575 = Angel of friction

L

B

Page 36 of 43

Water Resource Engineering ndash İİ

Open Channel Flow Flow of water in a conduit with a free surface Free surface flow

Prismatic Channel Channels with unvarying cross-section and constant bottom slope

Non Prismatic Channel Channels with varying cross-section or varying bottom slope or both

Small and Large slope Channels Bottom slop less or equal to 1 in 10 or less or equal to 6deg

Wide Channel bge 10h

Reynolds Number Effect of Viscous force relative to Inertial force Re = Inertial forces

Viscous forces =

UR

υ

Re lt 500 flow is laminar Re gt12000 flow is turbulent 500 lt Re lt 12000 flow is transitional

Froude Number Effect of the Gravity forces relative to the Inertial forces Fr = Intertial forcess

Gravity force s =

U

g D

Fr = 1 flow is critical Fr lt 1 flow is subcritical Fr gt 1 flow is supercritical

Steady Flow Depth of flow Mean velocity and Discharge remains same with time

Unsteady Flow Depth of flow Mean velocity and Discharge changes with time

Uniform Flow Depth of flow Mean velocity and Discharge remains same along the length of the channel

Varied Flow Depth of flow Mean velocity and Discharge changes along the length of the channel Friction losses

in gradually varied flow are not significantly different from those in uniform flow

Specially Varied Flow Discharge varies along the length of the channel resulting from lateral addition and

withdrawal of water

Continuity Equation

Obtained from principle conservation of mass

For steady flow there cannot be any of storage of mass within control volume flow must be continuous

Difference between Energy equation and Bernoulli Equation is friction loss

Specific energy curve

Variation of specific energy with depth for given section and a constant discharge

At the critical state of flow the specific energy is minimum for a given section

E-h curve is almost vertical near the critical state and small changes in E results in a large change in h

Control Any feature which produces a direct relationship between the depth and the discharge is control

Subcritical flow is subjected to downstream control

Supercritical flow is subjected to upstream control

Transition A transition may be defined as a change either in the direction or slope or cross-section of the channel

When uniform flow occurs in a channel the component of the gravity forces causing the flow is equal to the force

of the friction or resistance

Laminar or viscous Sublayer Even in a turbulent flow there is very thin later near the boundary in which flow is

laminar as known as the laminar or viscous sublayer 120575119907

Hydraulically Smooth Boundary 119906lowast 119896119904

120592 le 5 and 119896119904 lt 120575119907

Hydraulically Rough Boundary 119906lowast 119896119904

120592 ge 70 and 119896119904 lt 120575119907

Transition Boundary 5 lt 119906lowast 119896119904

120592 lt 70

Chezy Formula U = C 1198771

2 1198781198911

2 Resistance factor C varies from 30 1198981

2119904 to 80 119898

1

2119904

Darcy-Weisbech Formula U = 8 119892

119891 119877

1

2 1198781198911

2 Friction factor f = 0∙025

Manning Formula U = 1

119899 119877

2

3 1198781198911

2 Manning‟s Roughness Coefficient = n 119904

1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892

Strickler Formula for estimating Manning‟s n = 11988950

16

21∙1

Advantages of Strickler Formula

i Relates n with the size of the grains which can be measured easily

ii Since 11988950 is raised to 16 th power an error in estimating its value has a less effect

Minimum Permissible Velocity Lowest mean velocity of flow that will prevent sedimentation and vegetative

growth

Maximum Permissible Velocity Highest mean velocity of flow that will not cause erosion of the channel body

Freeboard Vertical distance between the top of the channel and the water surface at the design condition

Freeboard is varying from 5 to 30 of the depth of the flow

Best Hydraulic Section A channels that conveys the maximum discharge for a given area

Best hydraulic rectangular section is one-half of a square

Best hydraulic trapezoidal section is one-half of a regular hexagon

Threshold Condition Threshold Condition or impending motion condition denotes the limiting condition at which

the sediment particles just began to move

Regime Channels A channels is said to be in a regime when it has adjusted its shape and slope to an equilibrium

condition

Types of bottom slopes

i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)

iv Horizontal (1198780 = 0)

v Steep (1198780 lt 0)

Types of flow profile

i Zone 1 Space above upper line ( h gt 119893119899 h gt 119893119888)

ii Zone 2 Space between two lines (119893119899 gt h gt 119893119888 or 119893119888 gt h gt 119893119899 )

iii Zone 3 Space between channel bed and lower line (h lt 119893119899 h lt 119893119888)

Behavior of flow profiles at specific Depths

i h rarr hn Flow profile approaches the normal depth line tangentially

ii h rarr hc Flow profile becomes vertical in crossing the critical depth line

iii h rarr 120572 Flow tends to be horizontal

iv h rarr 0 Channel is wide

Hydraulic Jump A phenomenon in which flow changes abruptly from supercritical to subcritical and the depth

changes abruptly from a lower value to higher value

Types of Jump

1 Undular Jump 1 lt Fr lt 1∙7

2 Weak Jump 1∙7 lt Fr lt 2∙5

3 Oscillating Jump 2∙5 lt Fr lt 4∙5

4 Steady Jump 4∙5 lt Fr lt 9∙0

5 Strong Jump Fr gt 9∙0

h = Actual depth of gradually varied flow

hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics

Fluid Mechanics Branch of Civil Engineering deals with behavior of fluids at rest and in motion

Viscosity Resistance to angular or shear deformation

Compressibility Compressibility of fluid is inversely proportional to its bulk modulus of elasticity

Cohesion Property of fluid by which molecules of same fluid particles are attracted

Adhesion Property of fluid by which molecules of different liquids are attracted

Capillarity when a tube of small diameter is dipped in water wets the tube and rises up in the tube with an upward

concave surface This is because of adhesion between the tube and the water molecules is more than the cohesion

between water molecules This phenomenon I s called as Capillarity

Pascal‟s Law Pressure at a point in a fluid at rest has the same magnitude in all direction

Gage pressure Pressure measured relative to the local atmospheric or barometric pressure is known as gage

pressure

Absolute Pressure Pressure measured with the absolute zero as a datum is called the absolute pressure

Manometers Devices that employ liquid columns to determine pressure or difference in pressure

Types of manometers are piezometer U-tube manometer

Buoyant Force A body immersed partially or fully in a fluid experiences a vertical upward force known as the

buoyant force The buoyant force is vertical and acts through the center of gravity of the displacement fluid

Archimede‟s principle When a body is immersed wholly or partly in a fluid it is buoyed up by a force equal to

the weight of the fluid displaced by the body

Metacentric height Whenever a body floating in a liquid is given a small angular displacement it starts

oscillating about some point This point about which the body starts oscillating is called metacenter

GM = BM + BG

Path Line The path traced by a single fluid particle in motion

Stream Line The imaginary line drawn in the fluid such that tangent at any point on the lines indicates the

direction of velocity of the fluid particle

Streamtube An element of fluid bounded by a number of stream lines which confine the flow is called a

streamtube

Flow Net Graphical Representation of stream lines and potential lines

Bernoulli‟s Equation In a steady flow of frictionless incompressible fluid the total energy remains same

Limitation Flow is steady Velocity uniform Friction losses are zero Fluid is incompressible No other forces

except gravity and pressure forces are involved

Prototype Actual object

Model Small size prototype

Rayleigh and Buckingham‟s method are methods of dimensional analysis

Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890

Laminar Flows A flow in which the viscous forces are strong relative to the inertial forces

Turbulent Flow A flow in which the viscous forces are weaker relative to the inertial forces

Page 39 of 43

Pre Stressed Concrete

Question 1 What is Pre-Stressed Concrete

Ans Concrete in which there have been introduced internal stresses such magnitude of distribution

that the stresses resulting from the given external loading are counteracted to a desire degree is known

as pre-stressed concrete

Question 2 What are the concepts fundamentals of Pre-Stressed concepts

Ans There are three concepts of Pre-Stressed concrete

1) Pre-Stressing to transform concrete into an elastic material

2) Pre-Stressing for combination of high strength steel to high strength concrete

3) Pre-Stressing to achieve load balancing

Question 3 ldquoPre-Stress involves Pre-Compression of Concreterdquo ndash Explain

Ans During pre-stressing the concrete which is a brittle material is transformed to elastic material by

giving Pre-Compression This is done by compressing the concrete generally by steel under high

tension So that the brittle concrete would be able to withstand tensile stress

Question 4 Why Pre-Stressed concrete is made of combination with two high quality materials in a

active member

Ans Pre-Stress concrete is made of combination of two high quality materials such as high strength

concrete with high strength steel in an active member because such active combination results in a

much better behavior of two materials

Question 5 What are the classifications of Pre-Stressed Concrete

Ans

Externally or Internally Pre-stressing

Externally Pre-stressing Internally Pre-stressing

Pre-stressing concrete by adjusting its external

reaction

Pre-stressing concrete by adjusting its internal

reaction

Example Arch compensating Example Adjustment of level of supports

Linear or Circular Pre-stressing

Linear Pre-stressing Circular Pre-stressing

Linearly pre-stressed are not necessarily straight

it could be bent or curved but it is not round

Pre-stressing circular structure like round tanks

silos and pipes

Page 40 of 43

Pre-tensioning or Post-tensioning

Pre-tensioning Post-tensioning

Any method of pre-stressing in which the

tendon is tensioned before the concrete is

placed

Method of pre-stressing in which the tendon is

tensioned after the concrete has hardened

Applicable where permanent beds are provided

for such tensioning

Applicable to members either precast or cast in

place

End-Anchored or Non- End-Anchored Tendons

End-Anchored Non- End-Anchored

In post-tensioning tendons are anchored at their

ends by means of mechanical devices to transmit

pre-stress to the concrete Such a member is

termed as end anchored

In pre-tensioning tendons have their pre-stress

transmitted to the concrete by their bond action

near the ends

Bonded or Unbonded Tendons

Bonded Tendons Unbonded Tendons

Bonded Tendons denotes those bonded

throughout their length to the surrounding

concrete

Unbonded Tendons are greased and wrapped

with paper or plastic material to prevent

bonding to the surrounding concrete

Non- End-Anchored Tendons are necessarily

Bonded Tendons

Bonded Tendons may be purposely Unbonded

along certain portion of its length

Question 6 What are the stages of loading system to pre-Stressed Concrete

Ans There are three stages of loading

1) Initial Stage The member on structure is under pre-Stress but is not subjected to only super

impose external load

2) Intermediate Stage This is the stage during transportation amp erection This occurs only for pre-

cast members when they are transported to the site and erected in position

3) Final Stage This is the when the actual working loads come on the structure The upcoming actual

working loads are as follows

- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43

Question 7 What are the advantages of Pre-Stressed Concrete

Ans The advantages of pre-stressed concrete are

i) High load carrying capacity

ii) Pre-tested structure

iii) Tension free

iv) Less deflection

v) Relatively economical

vi) Crackless structure

vii) Lighter weight

viii) Allow more slender section

Question 8 ldquoPre-Stressed Concrete is Pre-tested or Pre-Certified Concreterdquo ndash Explain

Ans In producing pre-stressed concrete structures both pre-tensioning amp post-tensioning ndash the design

is based on calculated expected load which are factored to safety During the pre-stress operation the

steel is subjected to a high tensile stress and when the pre-stress is transformed to the concrete the

concrete is subjected to a high compressive stress So in one sense the concrete and steel are subjected

to high stresses even before application of any load

Question 9 Why Mild steel is not used in Pre-Stressed Concrete

Ans In pre-stressed concrete high strength concrete is required to match with high strength steel in

order to yield economical portion so that Mild steel cannot be used in pre-stressed concrete

Question 10 ldquoIf pre-stressed concrete cracks it behaves like a Reinforced Concreterdquo ndash Explain

Ans In pre-stress concrete beam The capacity of the concrete to carry tensile stress gets destroyed as

the cracks are develops which is objectionable for any pre-stressed structure where cracking may

results in excessive deflection Hence it can be said that after cracking the pre-stressed concrete beam

behaves essentially as an ordinary reinforcement concrete

Question 11 ldquoDeflection is small in case of pre-stressed concreterdquo ndash Explains

Ans When pre-stress is transferred to concrete compression develops with the concrete as a result of

which upward deflection occurs When the structure is subjected to working loads the loads cause the

upward deflection to decrease and eventually become straight If the structure is subjected to more

extra loads then it starts deflecting downward So it can be said that pre-stressed concrete is much

stronger and more capable of resisting loads and hence the deflection is small

Question 12 Write short note on pre-stressing technique of concrete

Ans Pre-stressed concrete is one kind of form of reinforced concrete Pre-stressing techniques builds in

compressive stresses during construction to oppose This can greatly reduce the weight of beam amp slab

also by better distributing the stress in the structure to make the optional use of reinforcement in the

construction

Page 42 of 43

Question 13 ldquoPre-Stressed concrete plays a vital role in modern construction technologyrdquo ndash Explain

Ans Pre-stressed concrete is made of combination of two high quality materials such as high strength

of concrete with high strength steel in an active member because such active combination results in a

much better behavior of the two materials which helps the concrete to play an vital role in modern

construction technology

Question 14 Why pre-stressed concrete can be used as long span structure

Ans In case of long span structure the main obstacle is the moment which forms from the self-weight

super imposed dead load and live load As the pre-stressed concrete structure is much more strong to

resist load and more slender with less cross section area resulting less amount of dead load For these

reason the long span structure are effectively and economically build using pre-stressed concrete

Question 15 Compare the shear carrying capacity between pre-stressed concrete beam and RCC beam

Ans The use of curbed tendon in pre-stressed structure helps to carry some of the shear in a member

In addition pre-compression in the concrete tends to reduce the principal tension increasing shear

strength Thus for some external loading every things else being equal the shear force in pre-stressed

concrete is smaller than RCC So it is possible to use section in pre-stressed concrete to carry amount of

external load in a beam There is also a definite saving in stirrups These reduce weight will make the

member more economic for any construction

Question 16 What is self ndash Stressing Cement

Ans A type of cement that expands chemically after setting and during hardening are known as

expansive or self-stressing cement When this cement are used to make concrete with embedded stel

the steel is elongated by the expansion of the concrete Thus the steel is pre-stressed in tension which

produces compressive pre-stress in the concrete resulting in what is known as chemical pre-stressing

or self-stressed concrete

Question 17 Describe different method system of prestressed concrete

Ans There are three methods of pre-stressing cement of concrete These are

1 Mechanical Prestressing In this method the prestressing is done by means of jacks In the both

pre-tensioning amp post tensioning the most common method for stressing is jacking In pre-

tensioning jacks pull the steel with the reaction against held bulk heads or molds In post-

tensioning jacks are used to pull the steel with reaction acting against the hardened concrete

2 Electrical Prestressing In this method prestressing is done by use of electricity and jacks

together Steel is lengthened and heated by electricity Electrical method is a post tensioning

method where the concrete is allowed to harden fully before the application of prestress

3 Chemical Method In this method the prestressing is done by means of expanding cement Types

of cement that expand chemically after setting during hardening are known as self stressing

cement When this cement is used to embedded concrete with steel the steel is elongated by the

expansion of the concrete Thus the steel is prestressed in tension which is known as chemical

prestressing

Page 43 of 43

Question 18 Significance of loss in Prestress

Ans The total analysis and design of a prestressed concrete tendon at each significant stages of

loading gather with appropriate material properties for that one in the life history of the structure The

most common stages are

- Immediately following transfer of prestress force to the concrete section stresses are evaluated

from a measure of behavior

- At service load after all losses of prestress have occurred and a long-term effective prestress

level has been reached stresses are checked again as a measure of behavior and sometimes of

strength

Question 19 What are the types of loss in prestress concrete

Ans The types of losses are

(i) Elastic Shortening of concrete

(ii) Loss due to creep of concrete

(iii) Loss due to shrinkage of concrete

(iv) Loss due to steel relaxation

(v) Loss due to anchorage take-up

(vi) Loss or gain due to bending of member

(vii) Frictional Loss

(viii) Loss due to bending moment of the member

Question 20 What are the differences between Pre-Stressed Concrete amp Reinforcement Concrete

Ans Differences between Pre-Stressed Concrete amp Reinforced Concrete are as follows

Sl No Topic Pre-Stressed Concrete Reinforced Concrete

01 Steel amp Concrete used High strength steel with high

strength concrete

Mild steel concrete

02 Anchoring Used Not Used

03 Load Bearing Capacity High Comparatively low

04 Deflection Less More

05 Economy Economic than RCC Expensive

06 Shock resisting ability High Low

07 For long span Applicable Not Applicable

08 Self weight Much less than RCC Greater than Pre-Stressed

concrete

09 Maintenance cost High Low

10 Manpower needed Skilled manpower Not much skilled manpower

of 43

Classification of Surveying

A Based on the nature of the Field Survey

i) Land Survey

ii) Marine Survey

iii) Astronomical Survey

B Based on the Object of Survey

i) Engineering Survey

ii) Military Survey

iii) Geological Survey

iv) Mine Survey

v) Archaeological Survey

C Based on Instruments used

i) Chain Survey

ii) Theodolite Survey

iii) Traverse Survey

iv) Triangulation Survey

v) Tacheometric Survey

vi) Plane Table Survey

vii) Photographic Survey

viii) Aerial Survey

Chaining

Instruments of Chaining are Chain Arrow Pegs Ranging Rods Offset Rods Plasterrsquos laths Plumb

Bob

Types of Chain

Types Length Link

Metric Chain 5 10 20 30 meters

Gunterrsquos Chain 66 ft 100

Engineerrsquos Chain 100 ft 100

Revenue Chain 33 ft 16

Error occurs in chaining

a) Erroneous length of chain (Positive or Negative)

b) Bad Ranging (Positive)

c) Careless holding and Marking (Positive)

d) Bad Straightening (Positive)

e) Non-Horizontality (Positive)

f) Sag in chain (Positive)

g) Variation in Temperature (Positive or Negative)

h) Variation in pull (Positive)

Page 3 of 43





























Page 4 of 43

Steel











FM (FA) = Sieve NO 4 8 16 30 50 100

100


3 9∙5

4 4∙75

8 2∙36

16 1∙18

30 0∙600

50 0∙300

100 0∙150

200 0∙075

FM (CA) = Sieve NO 75∙0 37∙5 19 9∙5 4∙75 2∙36 1∙18 600 300 150

100

Page 5 of 43

Cement




materials together

Raw Materials

i) Limestone

ii) Chalk

iii) Shell

iv) Calcareous mud



















51 24 6 11




Limestone


Clay

Page 6 of 43



constituents






























4 Expansive Cement

5 Whit Cement


7 Masonry Cement


Page 7 of 43





Grinding

Grinding

Grinding Grinding

Water

Storage

Storage Storage

Storage


CoalFuel

CoalFuel




Gypsum



Gypsum



Page 8 of 43

Aggregates




Use of Aggregate


ii Asphalt Concrete


iv Ballast

v Foundations



A Based on Size




B Based on source








Schist Slate etc



driven off by heat








Page 9 of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43





























Page 4 of 43

Steel











FM (FA) = Sieve NO 4 8 16 30 50 100

100


3 9∙5

4 4∙75

8 2∙36

16 1∙18

30 0∙600

50 0∙300

100 0∙150

200 0∙075

FM (CA) = Sieve NO 75∙0 37∙5 19 9∙5 4∙75 2∙36 1∙18 600 300 150

100

Page 5 of 43

Cement




materials together

Raw Materials

i) Limestone

ii) Chalk

iii) Shell

iv) Calcareous mud



















51 24 6 11




Limestone


Clay

Page 6 of 43



constituents






























4 Expansive Cement

5 Whit Cement


7 Masonry Cement


Page 7 of 43





Grinding

Grinding

Grinding Grinding

Water

Storage

Storage Storage

Storage


CoalFuel

CoalFuel




Gypsum



Gypsum



Page 8 of 43

Aggregates




Use of Aggregate


ii Asphalt Concrete


iv Ballast

v Foundations



A Based on Size




B Based on source








Schist Slate etc



driven off by heat








Page 9 of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Steel











FM (FA) = Sieve NO 4 8 16 30 50 100

100


3 9∙5

4 4∙75

8 2∙36

16 1∙18

30 0∙600

50 0∙300

100 0∙150

200 0∙075

FM (CA) = Sieve NO 75∙0 37∙5 19 9∙5 4∙75 2∙36 1∙18 600 300 150

100

Page 5 of 43

Cement




materials together

Raw Materials

i) Limestone

ii) Chalk

iii) Shell

iv) Calcareous mud



















51 24 6 11




Limestone


Clay

Page 6 of 43



constituents






























4 Expansive Cement

5 Whit Cement


7 Masonry Cement


Page 7 of 43





Grinding

Grinding

Grinding Grinding

Water

Storage

Storage Storage

Storage


CoalFuel

CoalFuel




Gypsum



Gypsum



Page 8 of 43

Aggregates




Use of Aggregate


ii Asphalt Concrete


iv Ballast

v Foundations



A Based on Size




B Based on source








Schist Slate etc



driven off by heat








Page 9 of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Cement




materials together

Raw Materials

i) Limestone

ii) Chalk

iii) Shell

iv) Calcareous mud



















51 24 6 11




Limestone


Clay

Page 6 of 43



constituents






























4 Expansive Cement

5 Whit Cement


7 Masonry Cement


Page 7 of 43





Grinding

Grinding

Grinding Grinding

Water

Storage

Storage Storage

Storage


CoalFuel

CoalFuel




Gypsum



Gypsum



Page 8 of 43

Aggregates




Use of Aggregate


ii Asphalt Concrete


iv Ballast

v Foundations



A Based on Size




B Based on source








Schist Slate etc



driven off by heat








Page 9 of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43



constituents






























4 Expansive Cement

5 Whit Cement


7 Masonry Cement


Page 7 of 43





Grinding

Grinding

Grinding Grinding

Water

Storage

Storage Storage

Storage


CoalFuel

CoalFuel




Gypsum



Gypsum



Page 8 of 43

Aggregates




Use of Aggregate


ii Asphalt Concrete


iv Ballast

v Foundations



A Based on Size




B Based on source








Schist Slate etc



driven off by heat








Page 9 of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43





Grinding

Grinding

Grinding Grinding

Water

Storage

Storage Storage

Storage


CoalFuel

CoalFuel




Gypsum



Gypsum



Page 8 of 43

Aggregates




Use of Aggregate


ii Asphalt Concrete


iv Ballast

v Foundations



A Based on Size




B Based on source








Schist Slate etc



driven off by heat








Page 9 of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Aggregates




Use of Aggregate


ii Asphalt Concrete


iv Ballast

v Foundations



A Based on Size




B Based on source








Schist Slate etc



driven off by heat








Page 9 of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

AC = WSSD minus WOD

WOD times 100


to the SSD state

EA = WSSD minus WAD

WAD times 100



WSSD times 100




WSSD times 100




Brick

Components of Brick


Silica 55

Alumina 30

Irone Oxide 8

Magnesia 5

Lome 1

Organic Matters 1

Types of Brick



Page 10 of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Concrete

Durability

Definition



Workability

Page 11 of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Page 12 of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Page 13 of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43






- Traffic Design










Traffic

Control

Traffic

Design

Traffic Planning

and Research

Traffic surveys

and Studies

Traffic Accident

Record

Traffic Safety

Education

Page 14 of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43


Chief Administrator

Staff Services




















Superintendent

of Transit

Service

Superintendent

Off-Street

Parking

Superintendent

of Street

Maintenance

Traffic

Engineer

Street Design

Engineer

Page 15 of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43


(i) Manual methods





Speed Studies

98th


85th



50th


15th


speed limit

Geometric Design


A Urban Road

(1) Express Ways




(5) Local Streets

B Rural Road


(2) State Highways



Page 16 of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Flexible Pavement

1 Wearing Surface




2 Base layer






3 Sub-base layer



4 Sub-grade layer





flexural strength









shrinking


manufactured


resistance




during construction


environment


cycle basis


Wearing Coat

Prime Coat

Surface course

Base

Sub-base

Sub-Grade

Seal Coat

Page 17 of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Marshall Mix design





Cutback Asphalt










Emulsified Asphalt




1) Anionic Emulsion






Page 18 of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43









Page 19 of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43








Page 20 of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43


Advantage




Disadvantage











Advantage






Disadvantage

1 High initial cost


Page 21 of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43





- Sedimentation

- Filtration

- Disinfection




PH 6∙5 - 9∙2









Coagulation



among particle)

Flocculation



Intake Pump

Collection System

Source of Supply

Treatment

Distribution System

Page 22 of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Turbidity


Odor





Chloride


metal





Total Carbon



Page 23 of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Sewer



1 Sanitary sewer

2 Storm sewer

3 Combined sewer






and storm sewage







3 Sub-main sewers



6 Relief sewers


Q = Awetted times V


n R

2

3 S1

2


S = slope


Wetted perimeter =

Awetted

Pwetted


Q = KICA




Page 24 of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43


b+t

a amp b = constant




m2 msminus1 1 m3sec






placed






Inlet



Catchment basin




Regulator


Inverted Siphon




called sewer outlet

Page 25 of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43




mechanical means


Types Size (mm)

Gravel gt 4∙75







Reaction


thread

Times to settle in

Dispersion Test









Soil Moisture Scale


Liquid Very Soft



Plastic Range



Solid



Oven Dry

Page 26 of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43





Sample SPT qu (tsf)








constituents


Seepage

Flow Net


water by air








e = Void Ratio = Vv

Vs

n s = Porosity = Vv

V


Vv times 100




e = Vv

Vs =

Vv

VminusVv =

V vV

V

Vminus

V vV

= n

1minusn

n= Vv

V =

Vv

Vs + Vv =

V vV s

V sV s

+V vV s

= ev

1+e


P = Peffective + uw

Page 27 of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43










Open test method








Advantage




Disadvantage










certain distance

Procedure














Page 28 of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43










and continuously




those samples

















1 Piles

2 Caissons

Page 29 of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Pile





bearing capacity


Types of Pile


1 Timber Piles

2 Concrete Piles

3 Steel Piles





4 Required length


6 Install equipment


8 Costs

Timber Pile







Advantages

I Economical


III Available




Disadvantages





IV Liable to decay



Page 30 of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Steel Pile


Very strong pile

Expensive




Concrete Pile

Advantages






Disadvantages





1 Pre-cast Pile







Advantage






Disadvantage



very difficult



Page 31 of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

2 Cast in situ Pile






aid of a mandrel


Advantages






Disadvantage






Caisson

Caisson used when







Caisson is










Page 32 of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Types

1 Box Caisson

2 Excavated Caisson

3 Floating Caisson

4 Open Caisson

5 Pneumatic Caisson

6 Sheeted Caisson

Advantages

1 Economic





Disadvantages






Footing







Raft Foundation



Pile Foundation


load



Pier Foundation



Page 33 of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Pier Shafts


Retaining Walls



Abutments


Ditches and Sumps

Well Points

Sand Drains

Shoring

Bracing

Underpinning



Flow Index

Atterburg Limit





Terzaghi Equation

Long Footing


2 B γ Nγ

Square Footing

qu = 13 C Nc + q Nq + 04 B γ Nγ

Circular Footing


Page 34 of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43



2 B γ sγ dγ iγ

Pre measure B

L=

D

B=

kp = tan2 45 + φ

2



sc = 1 + 02 kp B

L

dc = 1 + 02 kp D

B

ic = 1 minus α

90˚

2



sq = 1 + 01 kp B

L

dq = 1 + 01 kp D

B

iq = 1 minus α

90˚

2



sγ = 1 + 01 kp B

L

dγ = 1 + 01 kp D

B

iγ = 1 minus α

φ

2

B

B γ = 120574119887

120574119887 = 120574 minus 120574119908

Page 35 of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Ultimate load

Qu = Qp + Qs


rArr Qu = qp π

4 B 2 + qs π B L

Where


2 B γ Nγ

qs = ks σ tan δ

1 For Pre cast pile

qp = 40 N L

B le 400 N

qs = 2 N


qp = 20 N L

B le 200 N

qs = N


σ = q

2


L

B

Page 36 of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43








Viscous forces =

UR

υ



Gravity force s =

U

g D








withdrawal of water

Continuity Equation

















120592 le 5 and 119896119904 lt 120575119907


120592 ge 70 and 119896119904 lt 120575119907


120592 lt 70


2 1198781198911


2119904 to 80 119898

1

2119904


119891 119877

1

2 1198781198911



119899 119877

2

3 1198781198911


1198981

3

Page 37 of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

C = 1

119899 119877

1

6

119862

119892 =

8

119891

n = 1198771

6 119891

8 119892


16

21∙1





growth










condition


i Mild (1198780 lt 119878119888 119893119899 gt 119893119888)

ii Critical (1198780 = 119878119888 119893119899 = 119893119888)

iii Steep (1198780 lt 119878119888 119893119899 lt 119893119888)


v Steep (1198780 lt 0)












Types of Jump







hn = Normal depth

hc = Critical depth

Page 38 of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43

Fluid Mechanics











pressure










GM = BM + BG





streamtube








Reynold Number = 119868119899119905119890 119903119905119894119886 119865119900119903119888119890

119881119894119904119888119900119906119904 119865119900119903119888119890

Froude Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119866119903119886119907119894119905119910 119865119900119903119888119890

Weber Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119878119906119903119891119886119888119890 119879119890119899119904119894119900119899 119865119900119903119888119890

Euler Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119875119903119890119904119904119906119903119890 119865119900119903119888119890

Mack Number = 119868119899119905119890119903119905119894119886 119865119900119903119888119890

119864119897119886119904119905119894119888 119865119900119903119888119890



Page 39 of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43
















active member





Ans




reaction


reaction







silos and pipes

Page 40 of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43





placed




for such tensioning


place









near the ends





concrete





Bonded Tendons











- Sustain Loads

- Working Loads

- Cracking Loads

- Ultimate Loads

Page 41 of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43





iii) Tension free

iv) Less deflection



vii) Lighter weight


























construction

Page 42 of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43





































prestressing

Page 43 of 43









strength















strength concrete

Mild steel concrete








concrete



of 43









strength















strength concrete

Mild steel concrete








concrete



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