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FOUNDATION FORECOLOGICAL SECURITY

PLANNING, EXECUTION AND MONITORING OFMASONRY STRUCTURES

August 2008

A

SOURCE BOOK

FOR

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A Manual For Planning, Execution And Monitoring

Of

Masonry Structures

Foundation For Ecological Security

August, 2008

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INDEX

Page no.

Definition of Dam 1 Classification of dams 1

Advantage and Disadvantage of cement masonry dam 2

Survey for the team 3

Dam design 4

Basic concept of masonry structures 5

Standard formats for design and cost estimation 5

Drawings of masonry dam 6 Rate analysis

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Cement structure

Definition of dam: It is an impermeable structure constructed across the

drainage line for storage of water. The side of the dam where water is stored is

called the upstream side and other side of the dam is called downstream side.

During the site selection for water harvesting structures under the watershed

programmes, the cement masonry structures are usually preferred over the

earthen structures. The designing and cost estimation process of cement

masonry structures is a tedious job and requires skilled persons. However,

anyone who has a learning attitude can easily understand the underlying

principles. Watershed projects also focus on aspects that provide employment to

the rural community but the construction of the cement masonry structureinvolves a very small component of unskilled labour cost. The proportion of wage

cost and non-wage cost for the construction of the masonry structure is in the

proportion of 40: 60. Hence, these structures should be planned only on such

sites that are not favorable for the construction of earthen structures.

Uses of dam: The stored water may be used for a variety of purposes that may

be irrigation, drinking, electricity generation, and flood control etc.

History of dam: It is hard to say that when was the first dam constructed but

based on the archeological findings, the first dam was constructed before 3000

to 5000 years ago. The first modern dam was constructed in Furnace, France in

1861, the design which is being mostly followed. The first dam (Aswan dam)

across the big river (Nile River) is constructed in 1902 in Egypt.

Classification of dams:

Dams are generally classified by three types:

Type I: On the basis of use

Geographical location, storage capacity and location of the dam are the three

main parameters for further classifying dams on the basis of use

a) Storage: The main purpose of this structure is to store the excess surface

runoff during the rainy season. It can further be used for irrigation, electricity

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generation and the ground water recharge. Example: Rihand dam, Indira Sagar,

Nagarjuna Sagar and Bhakra Dam etc.

b) Irrigation: The main purpose of this dam is irrigation through canal network. All

minor irrigation dams are the examples of this class.

c) Flood control structure: The main purpose of this structure is to protect a

particular area from flooding by storing the water at flood times and releasing it

during the normal period. Farraka barage is one such barrage constructed on

River Ganga to protect Bangladesh from inundation.

On the basis of overflow and non overflow

A dam where water flows over the dam body is called an overflow dam and

otherwise it is called a non-overflow dam. All masonry structures are overflow

dams and all earthen dams are the examples of non-overflow dams.

On the basis of construction material/shape

a) Earthen dam: It is the dam constructed by earth therefore it is called earthen

dam.

b) RCC dam: It is constructed by concrete and steel bars hence it is called RCC

dam.

c) Concrete dam: Concrete is mainly used for construction of this structure.

d) Arch dam: shape of the dam is arch type hence it is called arch dam.e) Steel dam: the dam constructed by steel thus, it is called steel dam.

f) Wooden dam: wooden planks are mainly used for construction of the wooden

dam.

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Advantage and disadvantage of cement masonry dam

Earthen dam Masonry dam

Construction material is locally

available.

Construction material is not available

locally.

It mainly requires unskilled labor. It requires both skilled & unskilled

labor.

Height of the dam can be modified

easily.

Height cannot be modified unless there

is an additional provision in the

foundation for such a modification.

Wage cost and non-wage cost

proportion is 80: 20.

Wage cost and non-wage cost

proportion is 40: 60.

Initial construction cost is low. Initial construction cost is very high

Maintenance cost is high. Maintenance cost is low.

Foundation strata is not a major

constraint in site selection.

Foundation strata should be firm and

hard when selecting a site for such a

dam.

It can fail suddenly. It warns before failure.

It can be constructed up to a maximum

height of 30 m.

There is no limitation with regards to

the height of a dam.

Survey for the dam: Site of a dam is selected on the basis of its catchment area

and the total amount of runoff generated from the catchment. Following points

should be kept in mind while conducting survey for a dam:

The banks of the drain should be high and firm.

Width of the drain at the site should be narrow and the slope of the drain

bed should be gentle.

The site should be approachable for an easy transportation of construction

materials.

The submergence area of the dam should be marked on the ground.

Conduct cross section survey at regular intervals across the drain to

estimate the storage capacity of the dam.

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Check the status of catchment area i.e. whether it is treated or untreated.

If it is not treated then a plan for the same should be made and

incorporated into the proposal of dam.

Dam design:

During the preliminary survey, Following technical parameters have to be found

out:

A = catchment area in hectare from Toposheet.

H = maximum height of the structure in meter

Step I: Calculate peak discharge, Q = C*(A/100) 3/4

Here, Q = Peak discharge in cusec

A = catchment in hectares

C= coefficient of runoff, the value of C is as below

Zone C

Central India 14 to 19.5

North India 11.5

Western Ghat 22 to 26

Step II: Calculate peak runoff per running meter q = Q/L here L is length of thedam

Step III: Calculate depth of the flow considering peak discharge

h = (q/1.71) 2/3

Step IV: Calculate the hydraulic head (HL),

H L= H + h, here H is height of the dam

Step V: Calculate the top width of the dam (a)

a = [HL/(G+1)1/2], here G is specific gravity of construction material

Step VI: Calculate the bottom width of the dam (b)

b = [HL/(G-1)1/2], here G is specific gravity of the construction material

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Step VII: Calculate the length of the downstream apron (La)

La = 1.45 * K * (HL/13)1/2, here K is coefficient of hydraulic gradient

Step VIII: Calculate the thickness of the downstream apron (t)

t = 1.33 * [h/(G+1)], here G is specific gravity of the construction material

Specific gravity of different construction material:

Sr. No. Construction material Specific gravity (G)

1 Plain cement concrete (PCC) 2.24

2 Reinforced cement concrete (RCC) 2.40

3 Stone masonry in cement mortar 2.54

4 Dry stone masonry 2.08

5 Random rubble masonry 2.32

6 Brick masonry 1.92

7 Reinforced brick masonry 2.00

8 Plum cement concrete 2.24

Hydraulic gradient (K) for different situation of drain bed:

Sr. No. Situation of drain bed Safe hydraulic gradient(K)

1 Coarse sand 12

2 Fine sand + mud 8

3 Sand + Boulder 5 to 9

4 Fine sand 15

5 Boulder 5

6 Big Boulder 3.5 to 4.5

Step IX: Design of Baffle wall: The downstream drain bed may get damaged by

the water falling over the top of the dam, it is thus necessary that a baffle wall be

constructed at the end of the downstream apron, so that an additional water

cushion may be provided at the scour.

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Calculate height of the baffle wall (h b), hb = yc - y1

Here = yc is critical depth, yc = (q2/g) 0.33 here g is acceleration due to gravity,

which is 9.81.

And y1 is pre-jump depth, y1 = 0.183 * q0.89 * HL

-0.35

If the y c - y 1 is less than 0.30 m then hb = yc

Thickness of baffle wall (tb)

tb = 2/3 * h b

Distance of baffle wall from head wall (Lb)

Lb = 5.25 * h b

Step X: Design of sidewall and wing-wall: These are constructed for protection of

the structure, especially where the banks are weak. Weep holes should be

provided in the wing wall for the drainage of excess water. Foundation depth of

the sidewall and wing wall depends on the soil strata of foundation bed. It is an

expensive measure, and thus it should be constructed only where it is necessary.

In certain cases, a gabion wall may be constructed instead of masonry wall

depending on the bank condition and the catchment area. Height of the sidewalls

at the dam section should be equal to the height of the structure plus the depth of

the flow over dam plus the freeboard. Top width of the wing wall should be equal

to 1/6 to 1/7

th

of the height of the wing wall. Bottom width of the wing wall shouldbe equal to 1/3 to 1/4th of the height of the wing wall. Wing wall turns at the radius

of 1.5 to 2 times of height of the dam.

Example: If peak discharge (Q) is = 18 cusec, length of the dam (L) = 22 m,

height of the dam (H) = 1.8 m, situation at drain bed is big boulder, construction

material is concrete and site is in Madhya Pradesh. Design the structure.

Solution:

q = Q/L = 18/22 = 0.81 cusec/running meter

h = (q/1.71)2/3 = (0.81/1.71) 2/3 =0.58 m

y c = (q2/g) 0.33 = (0.812/9.81) 0.33 = 0.40 m

y1 = 0.183 * q0.89 * HL

-0.35 = 0.183 * 0.810.89 * 2.38-0.35 = 0.30m (HL =H+h, HL =1.8

+ 0.58 = 2.38 m)

h b = y c - y 1 = 0.4 - 0.3= 0.10 m, it very less so h b = y c, h b = 0.40 m

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Thickness of baffle wall (tb) = 2/3 * h b = 2/3 * 0.40 = 0.26 m

Distance of baffle wall from head wall (Lb)= 5.25 * h b = 5.25 * 0.40 = 2.1 m

Length of downstream apron (La) = 1.45 * K * (HL/13)1/2 = 1.45 * 4.5 * (2.38/13)1/2

= 2.79 m

Thickness of downstream apron (t) = 1.33 * [h/(G+1)] = 1.33 * [0.58/(2.24+1)] =

0.62 m

Top width of dam (a) = [HL/(G+1)1/2] = [2.38/(2.24+1)1/2] = 1.11 m

Bottom width of dam (b) = [HL/(G-1)1/2] = [2.38/(2.24-1)1/2] = 1.8 m

Forces acting on dam wall:

Stored water in upstream side of the dam body

Self-weight of dam

Uplift force of stored water

Forces due to earthquake

Ice force in cold terrain

Wind force

Force due to siltation

If height of the dam is less than 10 m, forces acting on the dam would be

negligible.

Horizontal forces due to stored water: Horizontal forces act on the dam body

mainly due to the standing water column. Resultant of the forces acts at H/3 from

the base of the dams. Formula for calculating horizontal force (P) on the dam

body is

P = 1/2 * w *H2, here w = specific unit weight of water = 1000Kg/m3 and H is

height of the stored water

Self weight force of the dam:

W = 1/2 * w * H * b *G

Here W is self-weight force in KG,

w is specific unit weight of water,

H is depth of water column,

G is specific gravity of construction material,

and b is bottom width of dam

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Uplift force due to standing water column:

The standing water enters the foundation through small pores and the pore

water would force upwardly from the dam body.

U = 1/2 * *w * b * H

Here U is uplift force in Kg

is a constant for uplift force, value of varies from 0.60 to 0.75

Failure of dam is mainly due to:

Overturning

Crushing

Shearing or sliding

Sinking

Normally failure of the dam occurs above the ground level.

Overturning: Resultant force of all forces except self weight force, acting on the

dam body, causes the dam failure by overturning. If the summation of all

negative movements divided by summation of all positive movements falls

between 1.5 and 2.5, then dam is safe from failure by overturning. Negative

movement mainly occurs due to self-weight of the dam whereas positive

movement occurs due to uplift force and the force due to standing water column.

-M/+M > 2.5 to 1.5 mean dam is safe

Crushing: the bearing capacity of the foundation strata should resist the forces

occurring due to the dam body. On comparing the bearing capacity of the soil to

the forces due to dam body, if the answer comes more than 1, it would mean that

the dam is safe from crushing failure.

Bearing capacity of the soil per unit area divided by forces of dam on foundation

per unit area should be more than 1.

Shearing or sliding: If the force of standing water is more than the force of self-

weight of the dam then the dam may fail due to shearing or sliding. If summation

of all vertical forces acting on the dam body divided by summation of all

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Positive movement due to force of water = force of water X perpendicular

distance from toe of dam (H/3)

= 5120 * 3.2/3 = 5461 Kg-m

Positive movement due to uplift force of water = uplift force of water X

perpendicular distance from toe of the dam (b/2)

= 4020 * 3.35/2 = 6733.5 Kg-m

Shearing or sliding check:

Summation of vertical forces acting on dam body divided by summation of

horizontal forces acting on dam body should be more than 1

= 0.75

= (12006-4020)/5120

= 1.56 >1 hence OK

Check for Overturning

= -M/ +M >2.5 to 1.5

= 20110/12194

=1.64>1.5 hence OK

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Basic concept of masonry structures

Physical properties of concrete:

Concrete is a mixture of cement, sand and coarse aggregates. Concrete is

prepared in different proportions of its components governed by the as per the

requirements, as for instance: 1(cement): 2(sand): 4(coarse aggregate), 1: 3: 6,

1: 4: 8 etc.

1. Workability: It is a property of the concrete, which determines as to how

effectively it can be placed in position and compacted. It is measured by

slump test. In order to obtain concrete of maximum strength, good

compaction is essential and can be achieved if the concrete possess an

adequate degree of workability in relation to the proposed method to be used

for compaction.

2. Water cement ratio: It is the ratio of weight of water and weight of cement in

the preparation of concrete mix. This is the most important factor governing

the strength of concrete. The correct quantity of water required for a particular

mix depends upon various factors such as: Mix proportions, type and grading

of aggregate, method of compaction applied and weather condition.

3. Water content and workability: the workability of concrete increases as the

water content of the mix is increased as the water lubricates the mixture.

But increase in water content would cause a decrease in strength. Excess of

water weakens concrete, and produce shrinkage cracks besides decreasing

the density. Concrete made with low water /cement ratio is unworkable. If stiff

or dry concrete is used honeycombing will result in decreased density and

strength. An unworkable concrete results in an incomplete compaction giving

rise to air voids. Therefore, there is an optimum value of the water/cement

ratio for every mix. The best mix is the one, which gives the maximum

workability with the minimum amount of water content.

4. Segregation: This process involves separating the coarser aggregates from

the rest of the mix or the segregation of the cement water paste from the

aggregates. It may occur in mixes, which are too dry or too wet. Segregation

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leads to the lack of uniformity causing honeycombing which reduces the

strength and durability of the structure.

5. Bleeding: It is the appearance of a watery scum on the surface of a concrete

after compaction. It is an indicator that there is too much water or deficiency

of fine material in the mix, or that too much tampering has been done. This

scum should be removed. Bleeding makes weak joints between successive

lifts in structural work.

6. Hydration of cement: When water is added to cement, the cement hydrates;

and calcium hydroxide or hydrated lime is librated. During the chemical

reaction, during the setting and hardening of the cement, an increase in

temperature occurs and a considerable quantity of heat is evolved. Hydration

of cement is incomplete in an adequate quantity of water. If the water cement

ratio is less than 0.4 to 0.5, the complete hydration of cement will not occur.

7. Slump test: It is a test conducted at the field for the workability of the

concrete.

8. Strength: The strength of hardened concrete mainly depends upon: a) water

cement ratio b) the quality and characteristics of cement c) the degree of

compaction obtained in the concrete d) curing and e) age of the concrete

9. Shrinkage: Concrete shrinks during setting and drying. The hydration of

cement produces shrinkage cracks. The drying shrinkage increases due to an

increase in the cement content or the water content.

10. Quality of water for concrete: Water for concrete should be clean and free

from any oils, acids, alkalis, vegetables or other organic impurities. In general,

water fit to drink is suitable for concrete.

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Properties of Cement:

Manufacture of cement

Chemically cement is composed of lime (60 to 67%), silica (17 to 25%) and

alumina (3 to 8 %). These are thoroughly mixed together with water to form into a

slurry, which is subsequently heated, dried, calcined and grounded to a very fine

powder. A small proportion of gypsum is added before grinding in order to control

the rate of setting.

Types of cement: There are mainly five kinds of cement classified according to

their properties and their chemical composition:

1. Ordinary Portland cement: It is the most commonly used cement for general

engineering work. Other cement types with different properties are used for

particular purposes. Initial setting time of this cement is one hour and final

setting time is around 10 hour.

2. Rapid hardening cement: It is a high strength cement. This has same

composition as common cement but it is ground more finely. It is used where

an early high strength is required. It develops the same compressive strength

in 4 days, as the common cement develops in 28 days.

3. Quick setting time cement: This type of cement sets initially after about 5

minutes and finally in about 30 minutes. Its uses are generally restricted to

works in running water. The quick setting action of this cement allows very

little time for mixing, placing and compacting of the concrete. It hardens at the

same rate as ordinary cement.

4. Blast furnace slag cement: It is a mixture of Portland cement, clinkers and

granulated blast furnace slag. It is used for massive structure.

5. High alumina cement: It is used where it is required to impose loads on the

concrete structure even earlier than that possible in case of the rapid

hardening cement.

6. Low heat cement: It is used in the construction of structures where it is

necessary to restrict heat generation during concreting to avoid cracks, in

large masses of concrete.

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Deterioration of cement with storage

Cement exposed to the atmosphere gets hydrated and loses strength. If the

absorption of water exceeds by 5% the cement gets totally ruined and rendered

useless for all ordinary purposes.

Average reduction of strength in concrete, as a result of storage:

Cement fresh 100

Cement after 3 month storage Reduced by 20%



Storage of cement

Cement can be safely stored in sacks for a few months if kept in dry and air tight

room. Cement bags should be stored in a dry room on a raised wooden

platform15 to 23 cm above the floor and 30 cm away from walls. The layers of

the bags to be stacked should not exceed more than 10.

Quality of sand

Fresh water, river, or lake sand is most suitable for the construction. Sandgenerally contains some percentage of silt and clay. However, the content of silt

and clay should not be more than 8 percent. It can be easily measured in the

field itself.

Bulking of sand

Sand when moist bulks (expands) and occupies more space than it does when

completely dry. Moisture content of 2 to 3 percent will increase the volume by 10

to 20 percent or even 30 percent. Fine sand bulks more than coarse sand.

Batching and mixing of concrete: After finalizing the proportion of the different

ingredients of concrete for a particular work the material, viz. aggregates,

cement, and water are measured out in batches for mixing. This process is called

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batching. For measuring aggregates and sand, wooden box is made in units of

one whole bag of cement, i.e. in unit of 35 liters. For example a convenient size

of box would be 40 cm long, 35 cm wide and 25 cm deep. Overall capacity of this

box should be 35 liter.

Quantity of water, sand and aggregates per bag of cement (35 lit):

Mix Water (liter) Sand (liter) Aggregate (liter)

1:2:4 29 to 32 70 140

1:3:6 34 to 36 105 210

1:4:8 45 to 47 140 280

Note: If the mix is prepared by mixer machine than quantity of water can be

reduced by about 20%. If the sand is wet, increase its quantity by 25% and

reduce quantity of water by 20%.

Hand mixing

It should be done on clean paved platform of size 3 m X 3 m with strips along

three sides. Cement and sand should be first mixed dry, followed with the

addition of the aggregate. The entire mixture should then be turned over 3 times

(dry), followed by 5 more times (wet) and thoroughly mixed until the concrete is

of uniform color.

Setting time retarding admixture

Addition of sugar while mixing water with the concrete is found to delay the

setting of the cement. It has been found that the addition of 0.05 percent of

sugar, by weight of cement, is increases the setting time of concrete by about

two hours in outdoor hot weather condition. Overdose of sugar is thus harmful.

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Curing of concrete

When water is added to the cement, chemical reactions occur (hydration of

cement), which result in setting and hardening of the cement. Usually, mixing

water is sufficient to bring about the initial hydration of cement. However, if there

is insufficient water in the concrete for the complete hydration of the cement

during the setting period, the concrete does not develop its full strength. Curing

thus becomes necessary for at least 14 days. 100% strength can be achieved

only, if the curing is continued up to 28 days.

Compressive strength of ordinary Portland cement at different ages:

3 days 40%

7 days 65%

28 days 100%

3 months 115%

6 months 120%

12 months 130%

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Standard Formats for Design and cost estimation:

Hydraulic design of structureCalculation for peak runoff by Rational formula

(For Catchment up to 1300 ha)Sr. Particulars Unit

1 Catchment area 1200 hectare2 Land use with area

a) Wood land (A1) 1200 hectareb) Pasture land (A2) 0 hectarec) Cultivated land (A3) 0 hectared) Urban area (A4) 0 hectare

3 Topography with areaFlat (0-5%) 1200 hectareRolling (5-10%) hectareHilly (10-30%) hectare

4 Coefficient of runoffa) C1 0.6b) C2 0.6c) C3 0.6d) C4 0.6Weighted C=A1*C1+A2*C2+A3*C3+A4*C4 / A1+A2+A3+A4 0.6

5 Length of maximum length of travel from remotest point (L) 3000 meter

6Difference in head between remotest point and the point ofdis osal H 15 meter

7 Time of concentration (t)= {(0.01947*(L3/H)0.5)0.77)}/60 1.19 hour

8Constant for the calculation of rainfall intensity (Neareststation: Veraval)a) K 7.787b) a 0.2087c) b 0.5d) n 0.8908

9 Recurrence interval (T) 25 Year10 Peak rainfall intensity (I) = 10* [(K*Ta)/ (t+b)n 95.671 mm/hour11 Peak discharge (Q) = CIA/360 191.341 cum/sec

Calculation for peak runoff by Dicken's formula (ForCatchment more than 1300 haSr. Particulars Unit

1 Catchment area (A) 500 hectare2 Runoff coefficient ( C ) 143 Peak discharge (Q) = C*(A/100)0.75 46.81 cum/sec

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Structural design of structure

Sr.No. Particulars Unit

Designeddimensions

Dimensionstaken forestimate

1 Peak discharge (Q) cum/sec 46.81 46.81

2Depth of flow over head wall (h) =(Q/(1.71*Lhw))

2/3 meter 1.23 1.23

3Net Freeboard (F) = (TBL-HFL) generally takenis 0.5m meter 0.5 0.50

A Details of head wall

1 Length of head wall (Lhw) meter 20 20.00

2 Height of head wall (Hhw) meter 1.9 1.90

3Top width of head wall (TWhw) = (Hhw+ h)/ sqroot of (bulk density of masonry+1) meter 1.74 1.74

4Bottom width of head wall (BWhw) = (Hhw+h)/sqroot of (bulk density-1) meter 2.80 2.80

5Foundation depth of head wall (Dhw)=1.5*0.47*(Q/Hhw)

1/3 meter 2.05 2.05

B Details of head wall extension

1Length of one side head wall extension (Lhwe) =Hhw+h+1 meter 4.13 4.13

2Top width of head wall extension (TWhwe) =generally taken as 0.50 m meter 0.5 0.50

3Bottom width of head wall extension (BWhwe) =0.4*(Hhw+h+F) meter 1.45 1.45

4 Height of head wall extension (Hhwe) = (Hhw+f+F) meter 3.63 3.63

5Foundation depth of head wall extension (Dhwe)= Foundation depth of head wall (Dhw) meter 2.05 2.05

C Details of downstream side sidewall

1Length of d/s side wall (Ldsw) =TWhw+(0.75*(Hhw+h))+Hhw meter 5.99 5.99

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2Top width of d/s side wall (TWdsw) = generallykept 0.50m meter 0.5 0.50

3Bottom width of d/s side wall (BWdsw) = Bottomwidth of head wall extension (BWhwe) meter 1.45 1.45

4Foundation depth of d/s side wall (Ddsw) =Depends on site conditions meter 0.5 0.5

5Maximum height of d/s side wall (Hmxdsw) =height of head wall extension (Hhwe) meter 3.63 3.63

6

Minimum height of d/s side wall (Hmidsw) =generally kept half of Maximum height of d/sside wall (Hmxdsw) meter 1.82 1.82

D Details of upstream side sidewall

1

Length of u/s side wall (Lusw) = Length of d/s

side wall (Ldsw)/2 meter 2.994 2.994

2Top width of u/s side wall (TWusw) = generallykept 0.50m meter 0.5 0.50

3Bottom width of u/s side wall (BWusw) = Bottomwidth of d/s side wall (BWdsw) meter 1.45 1.45

4Foundation depth of u/s side wall (Dusw) =Depends on site conditions meter 0.5 0.5

5Maximum height of u/s side wall (Hmxusw) =Maximum height of d/s side wall (Hmxdsw) meter 3.63 3.63

6Minimum height of u/s side wall (Hmiusw) =Minimum height of d/s side wall (Hmidsw) meter 1.82 1.82

E Details of downstream side wing wall

1 Length of d/s wing wall (Ldww) = 2.25*h meter 2.77 2.77

2Top width of d/s wing wall (TWdww) = Top widthof d/s side wall (TWdsw) meter 0.5 0.50

3

Bottom width of d/s wing wall (BWdww) = Bottom

width of d/s side wall (BWdsw) meter 1.45 1.45

4Foundation depth of d/s wing wall foundation(Ddww) = Foundation depth of d/s side wall (Ddsw) meter 0.5 0.50

5Height of d/s wing wall (Hdww) = Minimum heightof d/s side wall (Hmidsw) meter 1.82 1.82

F Details of upstream side wing wall

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1Length of u/s wing wall (Luws) = Length of d/swing wall (Ldww) meter 2.77 2.77

2Top width of u/s wing wall (TWuww) = Topwidth of u/s side wall (TWusw) meter 0.5 0.50

3Bottom width of u/s wing wall (BWuww) = Bottomwidth of u/s side wall (BWusw) meter 1.45 1.45

4Foundation depth of u/s wing wall (Duww) =Foundation depth of u/s side wall (Dusw) meter 0.5 0.5

5Height of u/s wing wall (Huww) = Minimum heightof u/s side wall (Hmiusw) meter 1.82 1.82

G Details of downstream side apron

1

Width of d/s apron (Wda) = Length of d/s side

wall (Ldsw) - Bottom width of head wall (BWhw) meter 3.19 3.19

2Length of d/s apron (Lda) = Length of head wall(Lhw) meter 20 20

3 Thickness of d/s apron (Tda) = 1.33*(h/(G+1)) meter 0.50 0.60

H Details of upstream side apron

1Width of u/s apron (Wua) = Width of u/s apron(Wda)/2 meter 1.59 1.59

2 Length of u/s apron (Lua) = Length of head wall(Lhw) meter 20 20

3Thickness of u/s apron (Tua) = Thickness of d/sapron (Tda)/2 meter 0.25 0.40

I Details of downstream side Toe wall

1Length of d/s toe wall (Ldtw) = Length of d/sapron (Lda) meter 20 20

2Top and Bottom Width of toe wall (Wdtw) =genrally kept 0.50m meter 0.5 0.5

3Height of d/s toe wall (Hdtw) = generally kept0.50m meter 0.5 0.5

4Foundation depth of toe wall (Ddtw) = Foundationdepth of head wall (Dhw) meter 2.05 2.05

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Measurement Sheet

S.N. Particulars No. Length Width H/D/T Quantity

1 Foundation excavation (BW+30cm)

1.1 Head wall 1 20.00 3.10 2.05 127.27

1.2 Head wall extension 2 4.13 1.75 2.05 29.73

1.3 Side wall (Downstream side) 2 5.99 1.75 0.50 10.50

1.4 Side wall (Upstream side) 2 2.99 1.75 0.50 5.25

1.5 Apron (Downstream side) 1 20.00 3.19 0.60 38.22

1.6 Apron (Upstream side) 1 20.00 1.59 0.40 12.74

1.7 Wing wall (Downstream side) 2 2.77 1.75 0.50 4.86

1.8 Wing wall (Upstream side) 2 2.77 1.75 0.50 4.86

1.9 Toe wall (Downstream side only) 1 20.00 0.80 2.05 32.82

TOTAL 266.262 P.C.C. in foundation base (BW+15cm)

1.1 Head wall 1 20.00 2.95 0.30 17.71






1.7 Wing wall (Downstream side) 2 2.77 1.60 0.20 1.781.8 Wing wall (Upstream side) 2 2.77 1.60 0.20 1.78


TOTAL 64.65

3 R.R. masonry in foundation

1.1 Head wall 1 20.00 2.80 1.75 98.15









Total 166.66

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4 R.R. masonry in superstructure

1.1 Head wall 1 20.00 2.27 1.90 86.26









Total 188.05

5 P.C.C. coping

1.1 Head wall 1 20.00 1.74 0.10 3.481.2 Head wall extension 2 4.13 0.50 0.10 0.41







1.9 Toe wall (Downstream side only) 1 20.00 0.50 0.10 1.00Total 15.90

6Plastering 20mm thick in cementmortar

1.1 Head wall 2 20.00 1.90 76.00

1.2 Head wall extension 4 4.13 3.63 60.05

1.3 Side wall (Downstream side) 4 5.99 2.72 65.25

1.4 Side wall (Upstream side) 4 2.99 2.72 32.63

1.5 Apron (Downstream side) 1 20.00 3.19 63.71

1.6 Apron (Upstream side) 1 20.00 1.59 31.851.7 Wing wall (Downstream side) 4 2.77 1.82 20.15

1.8 Wing wall (Upstream side) 4 2.77 1.82 20.15

1.9 Toe wall (Downstream side only) 2 20.00 0.50 20.00

Total 389.80

7 Soil filling after construction 34.95

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Abstract sheet

S.N. Particulars Ratio Volume Unit Rate Cost

1 Foundation excavation & filling 301.21 CumAs per BSR 2007 page no-1, item no.(B),(C),(E).

1.1 Hard soil 40% 120.48 Cum 44.20 5325

1.2 Disintegrated rock 35% 105.42 Cum 70.00 7380

1.3 Rock required blasting 25% 75.30 Cum 332.4 25030

As per BSR 2007 page no-2, item no.13(A).

2 P.C.C. In foundation baseRatio1:4:8 64.65 Cum 1600 103442

As per BSR 2007 page no-12, itemno.164.

3 R.R. masonry in foundationRatio1:6 166.66 Cum 1500 249984

As per BSR 2007 page no-12, item no164 & page no-3, item no.28.

4 R.R. masonry in superstructureRatio1:6 188.05 Cum 1569.7 295184

As per BSR 2007 page no-12, itemno.166.

5 P.C.C. copingRatio1:2:4 15.90 Cum 2100 33385

As per BSR 2007 page no-6, item no 72(B).

6 Plastering - 20mm in cement mortarRatio1:4 389.80 Sqm 80.00 31184

7 As per BSR 2007 - Annexure - 4.

AdditionalTransportation cost formore than 20km lead 30.00 21867

Totalcost

Rs.772,781

A Contingencies Approximately @ 3.0% Rs.23,183

Grand Total Rs.795,964

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Labour and Material Requirement

S.N. ParticularCementbags Sand Aggregate Boulder Remark

Rs.220 Rs.400 Rs.600 Rs.500 Volume Cum

1 P.C.C. in foundationbase 3.45 0.46 0.92 Mtrl. Cost 150 cum for100 cum PCC

Ratio 1:4:8 223.06 29.74 59.48 96,657

2 R.R.M. in foundation 2.01 0.36 Mtrl. Cost 1.25

42+125 cumfor 100 cum ofwork

Ratio 1:6 335.42 60.00 201,951 208.32

3R.R.M. insuperstructure 2.01 0.36 Mtrl. Cost 1.25

42+100 cumfor 100 cum ofwork

Ratio 1:6 378.48 67.70 227,878 235.06

125 cum for

100 cum ofwork

4 P.C.C. coping 6.33 0.43 0.85 Mtrl. Cost150cum for100 cum PCC

Ratio 1:2:4 100.56 6.84 13.51 32,965

5Plastering - 20mm incement mortar 0.14 0.025 Mtrl. Cost

2.5 Cum for100Sqm ofwork

Ratio 1:4 70.05 9.74 0.00Rs.19,308

TOTAL QUANTITY 1107.57 174.01 72.99 443.38 728.91

Total cost of materialsRs.243,666 Rs.69,606 Rs.43,795

Rs.221,692 Rs.578,759

Rs.140

Recent minimum wagefor mason

LabourCost

Mandays ofLabour

Cost ofSem.skilled mason

Mandaysofmason

Total Cost ofLabour &Mtrl.

Rs.73

Recent minimum wagefor labour

1Foundation excavation& filling 30783 422 30783

2P.C.C. in foundationbase 10344 142 5172 37 112173

3 R.R.M. in foundation 49997 685 24998 179 276946

4R.R.M. insuperstructure 70844 970 35422 253 334144

5 P.C.C. coping 4006 55 2003 14 38974

6Plastering - 20mm incement mortar 5613 77 5613 40 30534

Total 171588 2351 73209 523 823555

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Drawings of masonry dam:

1.20m

2.00m

3.00m

1.2m

1.9m

4.50m

2.10m

2.40m

D/S Apron

Sidewall

D/S

Apron

30 cm thick

PCC in 1:3:6

Head wall in RRM

1:6 CM

Foundation

GL

1.20m

1.7m

Cross section of masonry dam

Toe wall

20m

2.00m

Longitudinal Section of masonrydam

1.90m

Drain

Bank Head wallSidewall

Head wall Extension

Head wall extension foundation Head wall foundation

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2.0M

1.2 M

2.1M

4.5M

U/S Apron

D/S Apron

Head Wall Bottom width

Head wall top width

Toe wall

Earthen

DamEarthen

Dam

Wing wallSidewall

Head wall

Exten.

Plan of Stone masonry dam

5.23m

3.1m

0.5m

1.3m

1.5m

Cross section of Side wall and Wing wall

GL

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Rate Analysis

This is a very useful document, for understanding the method for calculating

rates of different items. This is also helpful in the monitoring the work as per the

estimates and the specifications.

Rate Analysis for the different items of cement masonry check dam

1.Plain cement concrete (PCC) 1: 4: 8 for 10 cubic meters

(A) Cost of material

Material Quantity Rate Unit Amount

Cement with transportation 34.5 170 Bag 5865

Sand with transportation 4.68 300 Cum 1404

Coarse aggregate with

transportation 9.36 400 Cum 3744

Sub total 11013

(B) Cost of Labour

Labour Man days Rate Unit Amount

Mason 3 125 Day 375

Labour 34 60 Day 2040

Tools & plants 100

Sub total 2515

Total cost of material and labour 13528

Water charges 1.5% of total cost 203

Contingency 3% of total cost 406

Grand Total cost of 10 cum 14137

Cost of 1 cum PCC 1: 4: 8 1414

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2. Plain cement concrete (PCC) 1: 3: 6 for 10 cubic meters



Cement with transportation 44 170 Bag 7480




Sub total 12628

(B) Cost of Labour


Mason 3 125 Day 375


Tools & plants 100

Sub total 2515




Grand Total cost of 10cum 15824


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3. Plain cement concrete (PCC) 1: 2: 4 for 10 cubic meters







Sub total 16028

(B) Cost of Labour


Mason 3 125 Day 375


Tools & plants 100

Sub total 2515




Grand Total cost of 10cum 19377


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4. Plaster 20mm thick 1: 4 cement mortar for 100 sqm





Sub total 4010

(B) Cost of Labour


Mason 12 125 Day 1500


Tools & plants 100

Sub total 2680




Grand Total cost of 100 sqm. 6991

Cost of 1 sqm plaster 1: 4 cement

mortar 70

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5. Plaster 20 mm thick 1: 6 cement mortar for 100 sqm





Sub total 3161

(B) Cost of Labour


Mason 12 125 Day 1500


Tools & plants 100

Sub total 2680




Grand total cost of 100 sqm. 6103

Cost of 1 sqm plaster 1: 6 cement

mortar Rs. 61

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6. Pointing 20 mm thick 1: 3 cement mortar for 100 sqm





Sub total 415

(B) Cost of Labour


Mason 12 125 Day 1500


Tools & plants 100

Sub total 2320




Grand Total cost of 100 sqm. 2858

Cost of 1 sqm pointing 1: 3

cement mortar 29

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7. Random rubble masonry 1: 4 cement mortar for 10 cum





Dressed Stone with transportation 12.5 400 Cum 5000

Sub total 9955

(B) Cost of labour


Mason 16 125 Day 2000


Tools & plants 100

Sub total 3660




Grand Total cost of 10 cum. 14228

Cost of 1 cum stone masonry 1: 4

cement mortar 1423

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8. Random rubble masonry 1: 6 cement mortar for 10 cum





Dressed stone with transportation 12.5 400 Cum 5000

Sub total 8876

(B) Cost of Labour


Mason 16 125 Day 2000


Tools & plants 100

Sub total 3660




Grand Total cost of 10 cum. 13100

Cost of 1 cum stone masonry 1:6

CM 1310

Date post:	07-Apr-2018
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