WELCOME TO ALL PRESENTATION ON ESTIMATE BY GROUP-II.

WELCOME TO ALL

PRESENTATION

ON

ESTIMATE BY GROUP-II

ESTIMATE (GROUP -II)CC ROAD & BUILDINGS

Sl. No. Name of the Officials Desiganation District Block Phone No E-mail ID

1 R.K Behera A.E. Keonjhar Saharpada 9437793610behera.rajkumer327@gmail.com

2 J.K.Mishara J.E. Mayrbhanj Badasahi 9937579252jkmishra03@yahoo.co.in

3 Dillip kumar Behera J.E. Cuttack Narasinghpur 9437353342beheradillip2008@gmail.com

4 Damodar Sahu J.E. Nayagarhi Nuagaon 9437145984damodar_1969@rediffmail.com

5 Rakesh Sahu C.P. Gajapati Nuagarh 9439323503rakeshkumarsahu.2004@gmail.com

6 Pratap Kumar Nayak GPTA Ganjam Patrapur 9437277498prateeknayak1012524@yahoo.co.in

7 Saroj Kumar Panigrahi A.E. Bargarh Bheden 9861296252psaroj91@yahoo.com

8 Madhumita Mishra JE Jharsuguda Jharsuguda 9937712589madhu2003.2010@rediffmail.com

9 Biswa Mohan Patnaik J.E. Puri Delanga 9438662227biswamohan_1968@rediffmail.com

10 Ashok Kumar Panigrahi Estimator Koraput DRDA 9437182070ashok_1997.2010@rediffmail.com

Process for preparing any estimate in excel sheet: Before going to prepare any estimate on excel sheet, the study of the drawing are very much vital for its visualization as regards to length, breadth and height starting from foundation to finishing work in case of Building work. In case of road work, similar stages needs to be adopted for visualizing length, breadth. Plan & section along with foundation details is required for any kind of work.

Now, in the excel sheet, the estimate needs to be prepared in a sequence manner such as starting from earth work in foundation to finishing work to arrive at the quantities. The total quantity of individual items of work is derived in separate sheet as called as Abstract of estimate.

DETAILED SHEETS

• 1 . COVER PAGE• 2. REPORT• 3. DATA SHEET / QUARRY CHART• 4 ABSTRACT OF ESTIMATE• 5. DETAILED ESTIMATE• 6. LEAD STATEMENT• 7. ANALYSIS OF RATES• 8. MATERIALS & LABOUR STATEMENT• 9. T.S & FS• 10. DRAWING

Construction of Building

Building

1. MaterialsA. Cement(i) Ordinary Portland Cement (IS-269-1976)(ii) Rapid Hardening Portland Cement (IS-8040-1978)(iii) Portland slag Cement (IS-455-1976)(iv) Portland Pozzolana Cement (IS-1489-1976)(v) White Cement(vi) Coloured Cement(vii) Hydrophobic Cement (IS-8043-1978)

Setting time of Cement(i) Initial Setting time-Not less than 30 min.(ii) Final setting time- Not more than 600 min.

B. Reinforcement

• The reinforcement shall be any of the following :-

(i) Mild steel & medium tensile steel bars (IS-432-1966)

(ii) Hot rolled deformed bars (IS-1139-1966)

(iii) Cold twisted bars (IS-1786-1979)

(iv) Hard-drawn steel wire fabric (IS-1566-1967)

(v) Rolled steel made from structural steel (IS-226-1975)

Permissible stress in steel Reinforcement

Sl No

Type of stress in steel reinforcement

Permissible stress in N/mm2

M.S. bar Grade-I (IS-432-1966/ Deformed M.S. bar (IS-1139-1966)

Medium Tensile steel (IS-432 part-1,1966 or Defend medium tensile steel

(IS-1139-1966)

HYSD bars IS-1139-1966 or IS-1786-1979 (Grade-Fe-415)

1 Tension (6 st)

a)Up to 20mm

b)Over 20mm

140

130

190

190

230

230

2 Compression in column bars (sc)

130 130 190

N.B. We are using HYSD bar of Fe-415 grade & Fe-500 grade of TATA TISCON & SAIL BRAND

R.C. ConcreteGrade Designation Specified characteristic

compressive strength at 28 days (N/mm2)

M-10 (1:3:6) 10

M-15 (1:2:4) 15

M-20 (1 :1.5:3) 20

M-25 (1:1:2) 25

M-30 (1:1:1) 30

Note 1- In the designation of concrete mix, letter M refers to the mix & the number to the specified characteristic compressive strength of 15 cm cube at 28 days expressed in N/mm2.

Note 2- Grade of concrete lower than M-15 shall not be used in reinforcement concrete.

Requirement of water in concrete per 50 kg of cement

Grade of Concrete Quantity of Water per 50 kg of Cement (max)

M 7.5 (1:4:8) 45 lit

M 10 (1:3:6) 34 lit

M 15 (1:2:4) 32 lit

M 20 (1: 1 ½:3) 30 lit

Removal of Formworks• In normal circumstances & where ordinary Portland Cement

is used, forms may generally be removed after the expiry of the following period.

Wall, column & vertical faces of all structural members

24 to 48 hrs as may be decided by the Engineer-in-charge

Slab (Props left under) 3 days

Beam soffits (Props left under) 7 days

Removal of props under slab

i. Spanning up to 4.5 m

ii. Spanning over 4.5 m

7 days

14 days

Removal of props under beams & arches

i. Spanning up to 6 m

ii. Spanning over 6 m

14 days

21 days

2. General Design Requirements• A. Load & Forces

In structural design, account shall be taken of dead, live & wind loads & forced such as those causes by earthquake & effects due to shrinkage, creep & temperature etc. where applicable.

Unit Weight of some of the Building Materials

Materials Unit Weight

A.C. Sheets 137 N/m2

Bricks (broken) 14.2 Kn/m3

Bricks (common) 16 Kn/m3

Cement (ordinary) 14.1/m3

Cement Mortar 20 Kn/m3

Cement Concrete (plain) 24 Kn/m3

Cement Concrete (reinforced) 25 Kn/m3

Stone (granite) 24.5 Kn/m3

Stone (marble) 26.5 Kn/m3

Timber (Sal) 5.1 Kn/m3

Timber (Teak) 6.25 Kn/m3

• Dead LoadsIt should be calculated on the basis of unit weight of the materials as specified for construction.

• Live Loads & Wind Loads It should be assumed in accordance with IS-875-1964.

• Earthquake ForcesIt should be calculated in accordance with IS-1893-1975.

Foundation• Types of foundation

i. Continuous stepped footing for walls.

ii. Isolated footing for columns.

iii. Combined footing for walls and columns.

iv. Strap footing for columns.

v. Mat or raft foundation.

vi. Pile foundation for columns in black cotton soils.

Now-a-days we are mostly constructing column structure for which we are going for isolated reinforced concrete footing. The size of the footing depends on the height of the buildings, nos of column to be provided in the building & most important for the safe bearing capacity of the soil. So the size of the footing should be found out considering the dead loads, live loads wind and seismic loads & safe bearing capacity of soil.

Thickness at the edge of the footing shall not be less than 150 mm.

Columni. Short Column : When the ratio of the effective length to its least lateral dimension in less than or equal to 12 it is

called short column.i. Long Column : If the ratio of effective length to its least lateral

dimension is more than 12, then it is called long column.

• Longitudinal Reinforcement

i. The cross sectional area of longitudinal reinforcement shall be not less than 0.8% nor more than 6% of the gross cross sectional area of the column,

ii. The minimum nos. of longitudinal bars provided in a column shall be 4 in rectangular column & 6 in circular column.

iii. The bar shall not be less than 12 mm in dia.iv. Spacing of longitudinal bars measure along the periphery of the column

shall not exceed 300mm.

v. The min. size of bar of the base jally is to be not less than the min.dia of the longitudinal reinforcement.

Spacing of Transverse Link (Rings or Lateral ties)This shall not exceed the least of the following.

a) The least lateral dimension of the columnb) Sixteen time the dia of the smallest longitudinal

reinforcement in the column.c) 48 times the dia of transverse reinforcement.

Dia of Transverse LinksThe dia of transverse links shall not be less than-

a) one-forth the dia of the largest longitudinal barb) 5 mm

CoverThe minimum cover to the column reinforcement shall be 40mm or dia of longitudinal bar which ever is greater.However in case of columns of minimum dimension of 200mm or under whose reinforcement bar does not exceed 12mm, a cover of 25 mm may be used.

T-Beam & L-BeamA) T-Beam : When flange of the beam present on both side of

the beam it is called T-Beam.

B) L-Beam : When flange of the beam present only on one side it is called L-Beam.

C) Depth of the Beam : May betaken as 1/12 to 1/20 of the span or 1” per 1’0” width.

D) Width of the Rib : The width is generally between 1/3 & 2/3 of the depth of the rib.

E) Maximum Reinforcement : Max. area of tension reinforcement shall not exceed 0.04bd. i.e (4%x breadth x depth)

F) Side Face Reinforcement : Where the depth of the web exceeds 750mm, side reinforcement shall be provided along the two faces which shall not be less than 0.1% of the web area.

g) Spacing of ReinforcementThe following shall apply for spacing of bar.

1. The horizontal distance between two main reinforcement bars shall be not less than the greatest of the following.

i. The dia of bar if the dias are equal.ii. The dia of the larger bar if the dia are un-equal.iii. 5mm more than the max. size of the coarse aggregate.2. Where there are two or more rows of bars, the bar shall be

vertically in line & the min vertical gap between the bars shall be greatest of the following.

i. 15 mmii. 2/3 of max size of the aggregate.iii. The max size of the bar.Cover to Reinforcement

Not less than 25 mm nor less than the dia of the longitudinal reinforcement.

Slaba) Thickness of Slab : Minimum thickness of slab is 100mm (80mm in case

of inclined slab)The following Table gives the Maximum values of the ratio of the span to

depth.

Types of Slab Ratio of span to depth

i) Simple supported & spanning in one direction 30

ii) Continuous & Spanning in one direction 35

iii) Simple supported & spanning in two direction 35

iv) Continuous & spanning in two direction 40v) Cantiliver slabs 12-------------------------------------------------------------------------------------------------

• Effective Span:Lesser of the following

i. Distance between centre of bearingii. Clear span + effective depth.

c. Reinforcementi. The min. reinforcement in either direction shall be 0.15% of

the total Cross-Sectional Area (0.12% in case of HYSD bars)ii. The reinforcement constituting the main bar shall be based on

the max bending moment.iii. The pitch of the main bar shall not exceeda) 3 times the effective depth of the slab.b) 450mm.iv. The pitch of the distribution bars shall not exceed the

following.a) 5 times the effective depth of the slab.b) 450mm.d. Cover to Reinforcement.

The minimum cover to outside of the main bar shall not less than the following.

i. 15mmii. Dia of the main bar.

Bar Bendingi. Discontinuous edge :- Alternative bars should

be bent at 1/7th of the effective span.

ii. Continuous edge :- Alternate bars should be bent at 1/5th of the effective span & continue up to 1/4th of the effective span of the next room.

iii. The alternative straight bar should continue up to 1/10th of the effective span of the next room.

Torsion ReinforcementIf the corners of the slab held down, then torsion reinforcement is provided in both directions parallel to sides at top & bottom up to distance of 1/5th of shorter span as follows :-

i. Two edge discontinuous -3/4th of the area of main reinforcement.

ii. One edge discontinuous – 3/8th of the area of main reinforcement.

Thank You……